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20250301 3 Unlimited Dr Site Plan SWPPP
STORMWATER POLLUTION PREVENTION PLAN (SWPPP) FOR Slack Chemical Building Addition 3 Unlimited Drive Saratoga Springs, New York April 2025 Applicant: /I � Munter Munter ENTERPRISES, INC. c��TRAC-01 881 Murray Road Middle Grove, New York 12850 Contact: Mike Munter (518) 584-6174 Prepared By: , ` Verity Engineering, D.P.C. erity P.O. Box 474 VEngineer i, % y Tro , New York 12181 0 Aaron J.Vera, P.E. 094301 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. ©2025 Verity Engineering, D.P.C. Table of Contents 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, Ecology, and Archaeology................................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 ......................................2 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 ........................................................................3 2.2.6 Silt Fence.................................................................................................4 2.3 Maintenance Inspection Schedule.................................................................4 2.4 Construction Chemicals, Litter, and Debris ..................................................4 2.4.1 Materials..................................................................................................4 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 ..................................................................................................7 3.2 Pre-Development Drainage Conditions .........................................................7 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......................................................10 3.5.4 Minimum RRv Required ........................................................................11 3.5.5 Standard Stormwater Management Practices......................................11 3.6 Non-Conforming Elements ..........................................................................12 3.7 Operations and Maintenance.......................................................................12 3.8 Summary......................................................................................................13 Appendices AppendixA.........................................................................................................................Location Map Appendix B ....................................................................................................USDA& NCRS Soil Survey AppendixC .......................................................................................................................Drainage Maps Appendix D.............................. NYSDEC Green Infrastructure Worksheets and Additional Calculations Appendix E ......................................................................Pre-Development Water Quantity Calculations Appendix F ....................................................................Post-Development Water Quantity Calculations Appendix G...........................................................................................Environmental Assessment Form Appendix H..................................................................................... Erosion and Sediment Control Plans Stormwater Pollution Prevention Plan(SWPPP) i 3 Unlimited Drive April 2025 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 Slack Chemical Building Addition at 3 Unlimited Drive, City of Saratoga Springs, New York. This project proposes to disturb between one half(1/2) and one (1) acre of land, as such the project is within the jurisdiction of §17.4(A.)(4.) of the Unified Development Ordinance of the City of Saratoga Springs. The analysis and design that follows complies with the requirements of this permit and the design principles included in the New York State Department of Environmental Conservation (NYSDEC) Stormwater Design Manual (SWDM), 2024 Revision. 1.2 Site Characteristics The project site is located at 3 Unlimited Drive, Saratoga Springs, New York, south of Grande Blvd. and approximately 300 feet east of Cady Hill Blvd. (County Route 44). The parcel, tax map number 178.-1-50.121, has an existing area of ±301,605 sq. ft. (±6.924 acres) and is currently developed with ±56,000 of industrial building and associated parking and loading areas. The site is located within the City's Industrial, General (IND-G) Zoning District. Developed industrial properties abut the site to the north, west, and south and an active rail line to the east. 1.2.1 Topography and Drainage Patterns The site generally slopes inward to existing on-site stormwater management facilities. A portion of the site slopes eastward, off-site. 1.2.2 Wetlands, Waterbodies, Ecology, and Archaeology No wetlands or waterbodies have been observed or identified on the project site. 1.2.3 Soils 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) 1 3 Unlimited Drive April 2025 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: mod. decomposed plant material (0) 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 to 8 percent slopes (WnB) A 100% 1.2.4 Existing Utilities Municipal water and sewer are available at the right-of-way and service the existing building. Electric and telecom are also available. 1.3 Proposed Project The project proposes to construct a single-story, steel-framed, ±17,363 square foot building. 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 City of Saratoga Springs Unified Development Ordinance §17.4(A.)(4.) and the New York State Standards and Specifications for Erosion and Sediment Control, November 2016. 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. 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 requirements, at no time shall site disturbances exceed five (5) acres at any one time without prior authorization of the City of Saratoga. Stormwater Pollution Prevention Plan(SWPPP) 2 3 Unlimited Drive April 2025 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 1" - 4" stone. 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. 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 that incorporates tackifier. 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. Stormwater Pollution Prevention Plan(SWPPP) 3 3 Unlimited Drive April 2025 2.2.6 Silt 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. 2.3 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. 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: Stormwater Pollution Prevention Plan(SWPPP) 4 3 Unlimited Drive April 2025 Material Name Chemical/Physical Storm Water Pollutants(1) Description(1) Pesticides Various colored to colorless Chlorinated hydrocarbons, (insecticides, liquid, powder, pellets, or organophosphates, carbamates, fungicides, herbicides, granular arsenic rodenticides) 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, a oxies Wastewater from construction Water Soil, oil & grease, solids equipment washing Hydraulic oil/fluids Brown oily petroleum Mineral oil h drocarbon Gasoline Colorless, pale brown or pink Benzene, ethyl benzene, toluene, liquid petroleum hydrocarbon xylenes, MTBE Diesel Fuel Clear, blue-green to yellow Petroleum distillate, oil & grease, liquid naphthalene, x lenes Antifreeze/coolants Clear green/yellow liquid Ethylene glycol, propylene glycol, ea metals (copper, lead, zinc) House construction Wood, insulations, shingles, Debris, garbage debris vinyl, cardboard, a er 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. 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 Stormwater Pollution Prevention Plan(SWPPP) 5 3 Unlimited Drive April 2025 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: • 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 Stormwater Pollution Prevention Plan(SWPPP) 6 3 Unlimited Drive April 2025 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 propose any deviations from the current Standards and Specifications for Erosion and Sediment Control provided by the NYSDEC: 3.0 STORMWATER MANAGEMENT PRACTICES This project is required to provide post-construction stormwater management practices per §17.4(A.)(4.) of the Unified Development Ordinance of the City of Saratoga Springs. 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 NYSDEC Stormwater Design Manual 2024, 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 10.20-6a 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 The pre-development watershed conditions are depicted in Appendix C, "Existing Drainage Conditions." As shown, the project site is comprised of a Stormwater Pollution Prevention Plan(SWPPP) 7 3 Unlimited Drive April 2025 single drainage area. Drainage Area #1 (DA-1) consists of lawn and pavement areas including existing drywells and a loading dock area. This area drains to an existing stormwater management practice denoted as Discharge Point #1 (DP-1). DA- 1 has a total area of ±36,490 sq. ft., a composite curve number (CN) of 62, and a time of concentration (Tc) of 6 minutes. No runoff is directed off-site. Refer to Appendix E for development of the curve number, time of concentration, and calculations utilized in the pre-development drainage analysis. Table 1 below presents the post-development peak runoff rate and volumes for Discharge Point 1 based on the 1, 10, 25, and 100-year storm events. Table 1 Pre-Development Runoff Rates Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.000 3.3 Post-Development Drainage Conditions The post-development watershed conditions are depicted in Appendix C, "Proposed Drainage Conditions." As shown, the site is divided into four (4) sub-catchments. SC-101 consists of approximately 1/4 of the new roof area and lawn areas. This area drains to a swale along the north side of the building and ultimately to Infiltration Basin #1. SC-101 has a total area of ±9,064 sq. ft., a CN of 61, and a Tc of 6.0 minutes. SC-102 consists of pavement, building, and lawn areas, including the forebay for IB#1. This area drains directly to the forebay for IB#1. SC-102 has a total area of ±13,312 sq. ft., a CN of 84, and a Tc of 6 minutes. SC-103 consists of lawn area within IB#1. SC-103 has a total area of ±3,477 sq. ft., a CN of 39, and a Tc of 6 minutes. SC-104 consists of approximately 1/2 of the roof area and adjacent lawn areas. The area drains directly to Infiltration Trench #1 (IT#1). SC-104 has a total area of ±11,228 sq. ft., a CN of 85, and a Tc of 6 minutes. No runoff is directed off-site. Refer to Appendix F for development of the curve number, time of concentration, and calculations utilized in the post-development drainage analysis. Table 2 below presents the post-development peak runoff rate and volumes for Discharge Point 1 based on the 1, 10, 25, and 100-year storm Stormwater Pollution Prevention Plan(SWPPP) 8 3 Unlimited Drive April 2025 events. Table 2 Post-Development Runoff Rates Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) 0.00 0.000 0.00 0.000 0.00 0.000 0.00 1 0.000 3.4 Pre-Post Development Comparison Table 3 below compares the post-development peak runoff rates and runoff volumes to those of post-development discharge points. Figures are based on the 1, 10, 25, and 100-year storm events. Table 3 Pre-Post Development Comparison Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) Q(cfs) V(ac-ft) N0 N0 N0 N0 N0 N0 N0 N0 CHANGE CHANGE CHANGE CHANGE CHANGE CHANGE CHANGE CHANGE Post-Development Reduction Unaltered Hydrology(<5%increase,per GP-0-25-001,App.A,pg.56) Post-Development Increase Table 3 illustrates that the proposed stormwater management system will not alter hydrology from pre- to post-development conditions; defined as an increase of more than 5% from pre-developed conditions. 3.5 Stormwater Management Planning As required by the NYSDEC Stormwater Management Design Manual (SWMDM), 2024, projects which are subject to the NYSDEC SPDES GP-0- 25-001 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 Preservation of Undisturbed Areas - This practice was considered but not applied. Preservation of Buffers - This practice is not applicable. Stormwater Pollution Prevention Plan(SWPPP) 9 3 Unlimited Drive April 2025 Reduction of Clearing and Grading - Limits of clearing and grading have been reduced to the greatest extent practicable. Locating Development in Less Sensitive Areas - This practice is not applicable. 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 - No sidewalks are proposed as part of this project. Driveway Reduction - No driveways are proposed as part of this project. Cul-de-sac Reduction - 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 - No parking is proposed as part of this project. 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 D for documentation. The calculated WQv for this project is 2,087 cu. ft. or ±0.048 ac.-ft. The WQv provided by this project is 2,087 cu. ft. or ±0.048 ac. ft. as the entire project is treated with Runoff Reduction practices. 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 and Infiltration Trench sizing. Stormwater Pollution Prevention Plan(SWPPP) 10 3 Unlimited Drive April 2025 3.5.4 Minimum RRv Required Per the NYSDEC SWDM Green Infrastructure Techniques are required for Runoff Reduction. An Infiltration Basin and Infiltration Trench were selected as standard practices with runoff reduction capacity to meet this requirement. Refer to Appendix D for design and sizing criteria. The minimum RRv is 1,699 cu. ft. or ±0.039 ac.-ft. The RRv provided by this project is 2,087 cu. ft. or ±0.048 ac.-ft. This exceeds the minimum and is equal to 100% of the WQv. 3.5.5 Standard Stormwater Management Practices Infiltration Basin #1 (IB#1) receives runoff from SC-101 through SC-103. IB#1 is designed with an infiltration rate of 25 in./hr. therefore pretreatment equal to 50% of the WQv is required. Pretreatment for the contributing area is provided by a forebay. SC- 101 and SC-102 are directed to the forebay and require a pretreatment volume of 641 cu. ft. (50% of the WQv for these areas). The forebay provides 850 cu. ft. of storage between elevations 316.00 and 319.00. Infiltration Trench #1 (IT#1) receives runoff from SC-104. IT#1 is designed with an infiltration rate of 25 in./hr. therefore pretreatment equal to 50% of the WQv is required. Pretreatment required for the contributing area is 403 cu. ft. Pretreatment is provided in a 7" thick pea gravel layer at the top of the trench. The total volume of pretreatment is 163 cu. ft. This is a deviation from the standard, see Section 3.6 below. Refer to Table 4 for a summary of each storm event and Appendix D for sizing. Table 4 Summary of Stormwater Management Practices • 0.49 0.24 114 316.29 1.32 0.33 681 317.43 1.83 0.39 1,115 318.12 2.97 0.52 2,103 319.38 0.43 0.41 5 320.77 0.96 0.40 287 321.78 1.27 0.40 528 322.65 1.89 0.40 1,076 324.62 Stormwater Pollution Prevention Plan(SWPPP) 11 3 Unlimited Drive April 2025 3.6 Non-Conforming Elements This project proposes the following deviations from the current Stormwater Design Manual provided by the NYSDEC. 1. Pretreatment for Infiltration Trench #1 does not meet the required volume per the 2024 Design Manual. As this practice only receives runoff from lawn and roof areas, our opinion is that the practice will perform adequately. Further, the practice was designed in a similar fashion to the existing infiltration trenches on the project site. 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: Slack Chemical Co., Inc. 465 S. Clinton Street Carthage, New York 13619 For the first year of operation an inspection of the facility shall be conducted every six (6) months by a New York State licensed professional engineer. For subsequent years inspections may be conducted annually. 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. If any of these anomalies are witnessed the inspecting engineer should be notified and a plan to remedy these deficiencies should be prepared. Stormwater Pollution Prevention Plan(SWPPP) 12 3 Unlimited Drive April 2025 3.8 Summary This Stormwater Pollution Prevention Plan presents the analysis and design of the Stormwater Management System and components for the 20 Skyward Warehouse. 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) 13 3 Unlimited Drive April 2025 Appendix A Location Map Stormwater Pollution Prevention Plan(SWPPP) A 3 Unlimited Drive April 2025 Venty J �C . lj ,/,✓{ OQ Verity Engineering,D.P.C. i� AAA\ �l v Z$� PO Box474 r y 1� — /" Troy,New York 12181 rn / (518)389-7200 1 verltyeng.com PINELALY VAN DAM ST p� Hee YRCH,ST 4�o �> j o Jf eyUR ��( Muaee� M�/A!'e! � - _ 1" mI" r �\�� m WALTERDR o „ z rL� � c Sj % °�> 881MurrayRoad D / M'ddle Grove NY 12850 o r / a ION ST LRSR4611mreren�erv4 r ses comPPORT UNIT NAVALSU SARATOGA SPRINGSLu _- L a WASHINGT N5 C) _ pR Putnam Cem) m I—I J f Jo o° JCS O P�� PJ� /ASH ST p 9 SUI 0 W �� Pr10 1 U(i Sta 0 w Q SHERWOOD J � 4 O z Q J c� GLENMOR� ❑ 0 f Peter Cem q Greenrid e z Kv d61101UL g V o D � v / SITE Q� DUPLAINVILLE RD 0 „t 4VFOFPINES f ° f l 00 O �3 - ADAMi.RD c CORD 43- Hkk 1 ZER E, I—of 11<.—E-10 A o. oE<a 111CALT'NI oT—ol.. zoos--Ell—E-1,o.o.<.>«al—AE,EAlEo. � DESIGNED BY: EAS DRAWN BY: EAS m 50 �)� V� �,� o Y p �7 CHECKED BY: A]V 5'pa BAKER RD a W APPROVED BY: A]V q 3 a 111' o �s� � v Y �../ � SCALE: 1" = 2,000' DATE: 04/07l2025 TRL� LOCATION MAP TAMARACK CURTB�D - LOCUS 1 of 1 Appendix B USDA & NCRS Soil Survey Stormwater Pollution Prevention Plan(SWPPP) B 3 Unlimited Drive April 2025 USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for N ��� States Department of Agriculture and other Saratoga Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, New Conservation Stations, and local Service participants York r - I I I I I I ' o 600 ft " February 25, 2025 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.nres.usda.gov/wps/ portal/nres/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=nres)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_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 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Saratoga County, New York............................................................................13 WnA—Windsor loamy sand, 0 to 3 percent slopes.....................................13 WnB—Windsor loamy sand, 3 to 8 percent slopes.....................................14 Soil Information for All Uses...............................................................................16 Soil Properties and Qualities.............................................................................. 16 Soil Qualities and Features.............................................................................16 HydrologicSoil Group................................................................................. 16 References............................................................................................................21 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 Custom Soil Resource Report 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 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 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 Custom Soil Resource Report 3 Soil Map M WW MV CC 595670 595750 595830 595910 595990 596070 596150 596230 596310 5963% 43°4'1"N o , 43°4 1"N 0 r - ! r # 5 Y - r 1 'w k F _ . f _ it p t be valid at this scal �� { W— t r 43°3'44"N 43°3 44"N 595670 595750 595930 595910 595990 596070 596150 596230 596310 59639D 3 3 Map Scale:1:3,600 W printed on A landscape(11"x 8.5")sheet. Meters N 0 50 100 200 300 Feet 0 150 300 600 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 0 Area of Interest(AOI) Stony Spot 1:24,000. Soils Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot P1 0 Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil � Soil Map Unit Points 9 pp 9 Y .- Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Lo Blowout Water Features scale. - Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot 1-44 Rails measurements. Closed Depression Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Saratoga County, New York Saline Spot Survey Area Data: Version 24,Aug 29,2024 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Sep 9,2022—Oct 22, Slide or Slip 2022 oa Sodic Spot 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI WnA Windsor loamy sand,0 to 3 1.6 2.8% percent slopes WnB Windsor loamy sand,3 to 8 54.1 97.2% percent slopes Totals for Area of Interest 55.7 100.0% 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 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, 11 Custom Soil Resource Report 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. 12 Custom Soil Resource Report Saratoga County, New York WnA—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 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. Description of Windsor, Loamy Sand Setting Landform: Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape: Linear, 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 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: 0 to 3 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 3.6 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 13 Custom Soil Resource Report Minor Components Deerfield, loamy sand Percent of map unit: 10 percent Landform: Deltas, terraces, outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional):Tread, talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit: 5 percent Landform: Deltas, kames, eskers, outwash plains Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape: Convex Across-slope shape: Convex, linear Hydric soil rating: No 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 250 days Farmland classification: Farmland of statewide importance 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: Outwash terraces Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Loose sandy glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe -0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw-3 to 25 inches: loamy sand 14 Custom Soil Resource Report 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: Negligible 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 to very slightly saline (0.0 to 2.0 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: F145XY008MA- Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit: 10 percent Landform: Eskers Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Ecological site: F145XY008MA- Dry Outwash Hydric soil rating: No Deerfield, loamy sand Percent of map unit: 5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: F144AY027MA- Moist Sandy Outwash Hydric soil rating: No 15 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 16 Custom Soil Resource Report Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 17 Custom Soil Resource Report M Map—Hydrologic Soil Group 595670 5%750 595830 595910 595990 596070 596150 596230 596310 596390 43°4'1"N o _ + rW 43°4'1"N yMM 1 5-, I �*WAS a mom& V it .p�t be valid at this sc � _ — !— g 43°3'44,'N ,� i 7 I� .� ` 43'3'44"N 595670 595750 595B30 595910 595990 596070 596150 596230 596310 596390 3 3 Map Scale:1:3,600 if printed on A landscape(11"x 8.5")sheet. v Meters N 0 50 110 200 300 Feet 0 150 300 600 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 18 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 0 C/D 1:24,000. Soils D Soil Rating Polygons Warning:Soil Map may not be valid at this scale. A 0 Not rated or not available Enlargement of maps beyond the scale of mapping can cause 0 A/D water Features misunderstanding of the detail of mapping and accuracy of soil 0 B Streams and Canals line placement.The maps do not show the small areas of Transportation contrasting soils that could have been shown at a more detailed 0 B/D Rails scale. � C Interstate Highways Please rely on the bar scale on each map sheet for map 0 C/D US Routes measurements. 0 D Major Roads Source of Map: Natural Resources Conservation Service 0 Not rated or not available Local Roads Web Soil Survey URL: Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857) " x A Aerial® Photography Maps from the Web Soil Survey are based on the Web Mercator " r A/D projection,which preserves direction and shape but distorts B distance and area.A projection that preserves area,such as the Albers equal-area conic projection,should be used if more r.r B/D accurate calculations of distance or area are required. " r C This product is generated from the USDA-NRCS certified data as " 0 C/D of the version date(s)listed below. " r D Soil Survey Area: Saratoga County, New York " r Not rated or not available Survey Area Data: Version 24,Aug 29,2024 Soil Rating Points 0 A Soil map units are labeled(as space allows)for map scales 1:50,000 or larger. 0 A/D B Date(s)aerial images were photographed: Sep 9,2022—Oct 22, 2022 B/D 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. 19 Custom Soil Resource Report Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI WnA Windsor loamy sand,0 A 1.6 2.8% to 3 percent slopes WnB Windsor loamy sand,3 A 54.1 97.2% to 8 percent slopes Totals for Area of Interest 55.7 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff:•None Specified Tie-break Rule: Higher 20 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.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_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/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf 22 Appendix C Drainage Maps Stormwater Pollution Prevention Plan(SWPPP) C 3 Unlimited Drive April 2025 N "V" ri Engi need, .5 Verity Engineering, D.P.C. P.O. Box 474 Troy, New York 12181 518.389.7200 1 verityeng.com AMON Munter '" ENTERPRISES, INC. =RAC10/ 881 Murray Road Middle Grove, NY 12850 518.584.6174 w munterenterprises.com O DUPLAINVILLE ROAD (A.K.A. GRANDE BOULEVARD — F.K.A. CAD Y HILL ROAD) Q Cr J I w r Industrial Railroad Spur easement To Delaware J WnB o w z z i Windsor Loamy Sand ——_—_——__—__ _ And Hudson Rail way Company _ ____ _ ——— 3 8% Slopes —) H H z ~ HSG: A z (Book 910 Of Deeds At Page 850 ,, _________________ --______________ W --------- ------------------- —__------ NEW— \\ \ __32--- ----------- "� 25.0' N 75.0' 125.51' Q ¢ _ _� � o Brus�� _ __ ----- —328 ————————————————————————— _ �\� co Al J a __ , -- ——----- — —325— 326----327 w ----_ -------324----- ------------------------- ��� \ OO' 323 1 • I \ \ II I w / a ' —,323_-- • ( I I I I I \ / Z Q H H � H H Ln U- -- ,•' / I , ► III I Z J � H LU - --- o z F"i TF=321.81 __ ��\ / I I H rr) co Inv. 1n=318.26' 1 / I I II I I I I �� � rO TF � 320.89' DA-1 \� • SHEET FLOW I I I I /) o Surr�p = 311.11' AREA: 35,113 SF. �� 100 LF @ 2.9% I 1 I I CN: 75 Tr: 4.2 MIN. 10 1 ELEV: 320.79' r TF = 320.7J' ` — y�?�`�•• / I I m "Sr�p = 37 0.59' _ / II � 0 _N11� 1 � � � d • � I I I III I f � �1 Metal Metal _ — --- 322 —� SHALLOW CON.(LAWN TF=320.75' Railing Railir g— ' \_ 45 LF)@ 0.2% z SHALLOW CON. Inv. Out=318.67' 1 ' ---___-- z (DRIVEWAY) d • d • —\ �� V 5 LF @ 0.6% w , d d \ I I I I IN 1 = O '323------ ° d ° , •° • d• ° ea • \ \ —__—— I I I I 1 / IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145 FOR ANY 11 PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THE e ° < a a d ° ALTERING ENGINEER SHALL AFFIX THE DOCUMENT THEIR SEAL, THE NOTATION • � "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND d, °, d \ I I I 1 I A SPECIFIC DESCRIPTION OF THE ALTERATION. 324. \ I I I I 1 COPYRIGHT©2025 VERITY ENGINEERING D.P.C. ALL RIGHTS RESERVED. <°d = Concrete• d "a \ 6TI` f�oof-4verlaentr — I I I I 1 c 8 d c I III I Li DESIGNED BY: EAS ° o � I 1 = v° d ° • ° ° •° • — en I m O DRAWN BY: EAS d e • • • °d ° —325� 150.5' Hood I j I I // / • • d < ° CHECKED AJV 6.0' Roof Overhang , APPROVEDBBY: AJV �. °,o • d lent IIII �iLO cV .� SCALE: AS NOTED Bollards IIII/ = DATE: 08/12/2022 300.8' Bollards Hood IIII i�/IIII \ w / I O / \I r7 III m "' � IIII \ � ¢ �6 IIIII \ I II16 c IIII \ 0 0� "' IIIII I = O`er VO Q IIII I O o IjIII I a oz o -1 Ln CL I O U) H m Metal Building IIII / / co ,� 0 m m Ln IIII / o o IIII / v O J Ln 20.0' / // _ CO � N /b O O �O H I N (b I / u, c) Q) N/ "I w X Elec. Gas�Fire I / o a u� MetersM, eter Hookup 23.5' c� LEGEND LLJ O m Rip Rap// / ¢ w / ^ /� PROPERTY LINEPERVIOUS GROUND COVER °C o erator i d o<� N p� d I // ❑ (LAWN,WOODLANDS,SHRUBS) o ° o o Covered I I I / // w o I Concrete �I IMPERVIOUS COVER EXISTING DRAINAGE — / GRAPHIC SCALE CONDITIONS o �s I `D / W ° l OD TF = 323.71' ���� � / / 7 = ° Signs (Typ) Sump = 312.90' �\\,���/ / i / 39> O zo / o io Zo ao ao o ° 2.5' Roof Overhang FF = 325.66' ° 153.5' p •� ` dv — ° i r14 Lamp Post (TYPT d° / DR - EX � ° d a, 4 ° a ° d •° - ada r d•° °d' ° d, / j / � —J ( IN FEET ) / 1 inch = 20 ft. a ° a 4 • •d • ° ' ° '°d <a ° .ad • ° (nn�rafa rllrh 1 of 2 erity Engineem r Verity Engineering, D.P.C. P.O. Box 474 Troy, New York 12181 518.389.7200 1 verityeng.com AMON er Munter ENTERPRISES, INC. =RAC10/ 881 Murray Road Middle Grove, NY 12850 518.584.6174 w munterenterprises.com _ O LL H H Ln —————————————————————————————————— Cr I w r ' WnB O L w i ---_ Windsor Loamy Sand --_—_---- --__ _------1 I O z 3-8% Slopes --_----- I _ HSG: A --- —1 z z \� ------- -------- -------------------=--------------------I H H w o - - - - - - - - - � - - � GIIIIIIIIIIIIIIIIII— � � - - � — �\ — �—ram �� �� � � � � - - LD - - - - - - - - � - - - - ___________________ H o ------------------------------------� � J a -- -- -- � -------____—_ — — — — — — — — — — ------- im W �' U) -------___-- ,,� ----------- -- ---------- __ I \ \ \ --- OQ V) W Q w ------ ----_ - _-__ \ � � � w / V) Sc-102 I 36490 SF jII II jII jII I � / H zHQ --1 AREA: 13,312 SF Cr r CN: 84 Ln Tr: 6.0 MIN. SC 101 AREA: ) AREA: 9,064 SF. V)11 0 CN: 61 I I I II 1 z � °° 11 Tc: 6.0 MIN. I I I II 1 L, H 11 ❑❑ ❑❑ i I i i j =o / I-1LU / H a 11 ❑❑ ❑❑ i I I i � o 1C711M 11 1111 11 111 1 / -Jj_ 1 / TF ( SC-104 I I I I i O i 1 1 I AREA: 11,228 SF. CN: 85 I I I I I // I J I I / TC: 6.0 MIN. I I I I I \ ( SC-103 1 AREA: 3,477 SF. I I I I I I� =o CN: 39 I I I I I11771117 ' 11711117717 11F 71IF 711I I I I 1 \c: 6.0 MIN. I I 1 IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145 FOR ANY I I I I PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED I I 1 PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THE ALTERING ENGINEER SHALL AFFIX TO THE DOCUMENT THEIR SEAL, THE NOTATION I "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND ' / I I A SPECIFIC DESCRIPTION OF THE ALTERATION. \ \ /� �•`-----/ / 7 / / I I I I 1 COPYRIGHT©2025 VERITY ENGINEERING D.P.C. ALL RIGHTS RESERVED. I DESIGNED BY: EAS o DRAWN BY: EAS �\ � ---------- CHECKED BY: AJV 41 APPROVED BY: AJV _ - - - - - - - - - - - - - - — — IIII / o� o o\ IIII SCALE: AS NOTED IIII w / DATE: 08/12/2022 =orn / IIII a m IIIII IIII I w 001 u IIII I = O Q IIII I O O o0 a I I I Ln h- Uq Ln /) / a� \ Q� I I / / m L„ coIIII / �� �� O o o IIII // V Ln a O �� z I II IIIIII , 0 Ln N � IIII I // � LU IIII I / o a 111 \ / _ 0 o I \ \ \ O / LEGEND / ¢ w oI I l i l I ,/ / PROPERTY LINE °C I �/ / ❑ PERVIOUS GROUND COVER (LAWN,WOODLANDS,SHRUBS) V w I \\ IMPERVIOUS COVER IIII I , PROPOSED DRAINAGE LU w / GRAPHIC SCALE CONDITIONS I 2 a O zo / o io Zo 40 ao - - - - - - - - - - - - - IN IN FEET - - - - - DR - PR / //— J ( ) 1 inch = 20 ft. 2 of 2 Appendix D NYSDEC Green Infrastructure Worksheets and Additional Calculations Stormwater Pollution Prevention Plan(SWPPP) D 3 Unlimited Drive April 2025 Step 2 - Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? Redevelopment with increase in impervious area Design Point:1 1 1 Enter 90%Rainfall Event as P P=J 1.15 1 inches Calculate Required WQv Drainage Area Contributing Impervious Area Percent WQv SMP Number Area (Acres) Impervious Rv (cf) Description (Acres) % 1 0.51 0.31 61 0.60 1,282 Infiltration Basin 2 0.26 0.20 78 0.75 805 Infiltration Trench 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 0.77 0.51 66 0.65 2087 Required WQvI 0.05 of Steps 3 and 5 - Apply RR Techniques and Standard SMPs Runoff RedMOMj Volume and Treated Volumes Total Total WQV Runoff Reduction Tech iques/Standard Contributing Contributing Reduced WQv Treated SMps Area Impervious (RRv) Area (acres) (acres) (cf) (cf) Conservation of Natural Areas RR-1 0.00 0 Sheet Flow to Riparian Buffer/Filter Strip RR-2 0.00 0.00 0 Tree Planting/Tree Pit/Tree Trench RR-3 0.00 0.00 0 LO Disconnection of Rooftop Runoff RR-4 0.00 0 a Vegetated Swale RR-5 0.00 0.00 0 Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 Rainwater Harvesting Systems RR-8 0.00 0.00 0 Porous Pavement RR-9 0.00 0.00 0 Green Roof(Extensive & Intensive) RR-10 0.00 0.00 0 Stream Daylighting RR-11 _ Infiltration Trench 1-1 1 0.26 0.20 805 0 3 Infiltration Basin 1-2 0.51 0.31 1,282 0 a. � r Dry Well 1-3 0.00 0.00 0 0 Underground Infiltration System 1-4 0.00 0.00 0 0 > Infiltration Bioretention F-4 0.00 0.00 0 0 c� Filtration Bioretention F-5 0.00 0.00 0 0 0) Bioslope F-6 0.00 0.00 0 0 Dry swale 0-1 0.00 0.00 0 0 Micropool Extended Detention P-1 0.00 0.00 0 Wet Pond P-2 0.00 0.00 0 Wet Extended Detention P-3 0.00 0.00 0 Multiple Pond System P-4 0.00 0.00 0 a- Shallow Wetland W-1 0.00 0.00 0 U) Extended Detention Shallow Wetland W-2 0.00 0.00 0 Pond/Wetland System W-3 0.00 0.00 0 Pocket Wetland W-4 0.00 0.00 0 Gravel Wetland W-5 0.00 0.00 0 Surface Sand Filter F-1 0.00 0.00 0 Underground Sand Filter F-2 0.00 0.00 0 Perimeter Sand Filter F-3 0.00 0.00 0 Wet Swale 0-2 0.00 0.00 0 y Flow Based Alternative Practice - 0.00 0.00 0 w a Q Volume Based Alternative Practice - Totals by RR Technique 0.00 0.00 0 Totals by Standard SMP w/RRV 0.77 0.51 2,087 0 Totals by Standard SMP 0.00 0.00 0 Totals by Alternative SMP 0.00 0.00 0 Totals ( RR Techniques + all SMPs) 0.77 0.51 2,087 0 Step 4 - Calcuate Minimum RRv Required Enter the Soils Data for the site Hydrologic Soil Acres S Group A 0.77 55% B 40% C 30% D 20% Total Area 0.771 Calculate the Minimum RRv S = 0.55 Impervious = 0.77 acres Precipitation 1.15 inches Rv 0.95 Minimum RRv 0.039 jaf 1699 lcf Infiltration Trench (1-1 ) Design Point:j 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Number Area Area Impervious Rv (cf) ( ) Description (Acres) (Acres) % in 2 0.26 0.20 78 0.75 805 1.15 Infiltration Trench Design Criteria Enter underlying soil infiltration rate (based on 25 geotechnical testing, refer to Appendix D) Is the contributing area to the practice an No "Infiltration Restricted" stormwater hotspot? Is the contributing area to the practice an No "Infiltration Prohibited" stormwater hotspot? Is the contributing area greater than 5 acres? No Enter depth to seasonal high water table (ft) 20 Enter depth to bedrock(ft) 20 Enter pretreatment volume provided (cf) 163 Does not meet sizing criteria. Enter depth of pea gravel (inches) 7 Enter depth of stone reservoir(ft) 4 Is an observation well provided? Yes Sizing Criteria Value Units Notes Water Quality Volume WQv 805 cf Porosity n 0.40 Stone Reservoir Depth dt 4.0 ft Required Surface Area At 1 504.00 Isf Enter Surface Area Provided At 1 700 Isf Determine Runoff Reduction RRv Provided 1 805 jcf Infiltration Basin (1-2) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Number Area Area Impervious Rv (cf) ( ) Description (Acres) (Acres) % in 1 0.51 0.31 61 0.60 1,282 1.15 Infiltration Basin Design Criteria Enter underlying soil infiltration rate (based on 25 geotechnical testing, refer to Appendix D) Is the contributing area to the practice an No "Infiltration Restricted" stormwater hotspot? Is the contributing area to the practice an No "Infiltration Prohibited" stormwater hotspot? Maximum contributing area (acres) 50 Is the contributing area greater than the maximum allowed contributing area? No Enter depth to seasonal high water table (ft) 20 Enter depth to bedrock (ft) 20 Enter pretreatment volume provided (cf) 663 Enter depth of freeboard (ft) 1 Enter depth of basin (ft) 2.5 Enter slope of maintenance access (%) 2 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Water Quality Volume WQv 1282 cf Basin depth db 2.5 ft Required Surface Area Ab 513 sf Enter Surface Area Provided Ab 918 sf Determine Runoff Reduction RRv Provided I 1,282 Icf Appendix E Pre-Development Drainage Calculations Stormwater Pollution Prevention Plan(SWPPP) E 3 Unlimited Drive April 2025 is DA- 1 2 P ��/Dry Wells 3L DP- 1 SubCat Reach on Link Routing Diagram for 24-027 DR-EX Prepared by Verity Engineering, DPC, Printed 4/4/2025 HydroCAD®10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC 24-027 DR-EX Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr Type II 24-hr Default 24.00 1 2.23 2 2 10-yr Type II 24-hr Default 24.00 1 3.70 2 3 25-yr Type II 24-hr Default 24.00 1 4.53 2 4 100-yr Type II 24-hr Default 24.00 1 6.17 2 24-027 DR-EX Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 3 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 Subcatchment1S: DA-1 Runoff Area=35,113 sf 36.58% Impervious Runoff Depth=0.50" Flow Length=190' Tc=6.0 min CN=75 Runoff=0.66 cfs 0.034 of Pond 2P: Dry Wells Peak Elev=312.21' Storage=265 cf Inflow=0.66 cfs 0.034 of Outflow=0.22 cfs 0.034 of Link 3L: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-EX Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: DA-1 Runoff = 0.66 cfs @ 11.99 hrs, Volume= 0.034 af, Depth= 0.50" Routed to Pond 2P : Dry Wells 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=2.23" Area (sf) CN Description 6,646 49 50-75% Grass cover, Fair, HSG A 15,621 68 <50% Grass cover, Poor, HSG A 12,846 98 Paved parking, HSG A 35,113 75 Weighted Average 22,267 63.42% Pervious Area 12,846 36.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 100 0.0290 1.38 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 0.6 45 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.4 45 0.0020 0.31 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 4.2 190 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 S: DA-1 Hydrograph 0.7 0.66 cfs -Runoff 0.65 0.6 - - � � IL2�1ir 0.55 0.5 o#f ►rya=J5 i 1 slf 0.45 - Ruh6ff 1V Um&0.034 of 0.4 c 0.35 ! - 4 1 -4 -�-RUI)aff Qll�epth=-O.R1' LL 0.3 - - 1 -T T �Ilowv �eingth=1 ' 0.25 - -Tc=6. m ii 0.2 � I � 0.1 t - 0.05 0 L::;: ............. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: Dry Wells Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 0.50" for 1-yr event Inflow = 0.66 cfs @ 11.99 hrs, Volume= 0.034 of Outflow = 0.22 cfs @ 12.12 hrs, Volume= 0.034 af, Atten= 66%, Lag= 7.7 min Discarded = 0.22 cfs @ 12.12 hrs, Volume= 0.034 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 312.21' @ 12.12 hrs Surf.Area= 243 sf Storage= 265 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.7 min ( 888.3 - 881.7 ) Volume Invert Avail.Storage Storage Description #1 309.60' 1,489 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,743 cf Overall - 1,020 cf Embedded = 3,723 cf x 40.0% Voids #2 310.60' 1,020 cf 8.00'D x 10.15'H Vertical Cone/Cylinderx 2 Inside#1 #3 320.75' 2,200 cf Custom Stage Data (Irregular)Listed below (Recalc) 4,709 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.60 79 0 0 319.60 707 3,930 3,930 320.75 707 813 4,743 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 320.75 107 50.9 0 0 107 321.00 1,609 208.5 178 178 3,360 321.25 4,166 298.5 697 875 6,992 321.50 6,525 336.0 1,325 2,200 8,887 Device Routing Invert Outlet Devices #1 Discarded 309.60' 40.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.22 cfs @ 12.12 hrs HW=312.19' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.22 cfs) 24-027 DR-EX Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 6 Pond 2P: Dry Wells Hydrograph 0.7 0.66 cfs —Inflow 0.65 —Discarded 0.6 Wiow'-Area 0-8Vra�ac, 0.55 Peak G llevl-�111.1 0.5 14 � tbra e 26 cj 0.45 0.4 ; 0.35 4 � I � I 4- 4 � - U. 0.3 —T F I -f F I T -T F -1 T 0.25 0.22 cfs I 0.2 0.15 I � fil Irt 1 fil I TI Irt F- II T 0.05 I -tLI -I I - -iLI I1 I -LLI -1 -L 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 7 Summary for Link 3L: DP-1 Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 3L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.866 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 8 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 Subcatchment1S: DA-1 Runoff Area=35,113 sf 36.58% Impervious Runoff Depth=1.45" Flow Length=190' Tc=6.0 min CN=75 Runoff=2.03 cfs 0.097 of Pond 2P: Dry Wells Peak Elev=316.69' Storage=1,222 cf Inflow=2.03 cfs 0.097 of Outflow=0.49 cfs 0.097 of Link X: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-EX Type/1 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: DA-1 Runoff = 2.03 cfs @ 11.98 hrs, Volume= 0.097 af, Depth= 1.45" Routed to Pond 2P : Dry Wells 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=3.70" Area (sf) CN Description 6,646 49 50-75% Grass cover, Fair, HSG A 15,621 68 <50% Grass cover, Poor, HSG A 12,846 98 Paved parking, HSG A 35,113 75 Weighted Average 22,267 63.42% Pervious Area 12,846 36.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 100 0.0290 1.38 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 0.6 45 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.4 45 0.0020 0.31 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 4.2 190 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 S: DA-1 Hydrograph 2.03 cfs —Runoff 2 I TyeII2 -hr i o yrl Rainfall=3.�O0 ' Flunotf Ar6a-35,11� slf Runoff IVoWme=0.097 cif U 3 Runoff Popth=1 .451' 0 �IoW Leingth=119Q' Tc=6.0 min l l l CN=7�5 IIIIII I II 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 10 Summary for Pond 2P: Dry Wells Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 1.45" for 10-yr event Inflow = 2.03 cfs @ 11.98 hrs, Volume= 0.097 of Outflow = 0.49 cfs @ 12.14 hrs, Volume= 0.097 af, Atten= 76%, Lag= 9.9 min Discarded = 0.49 cfs @ 12.14 hrs, Volume= 0.097 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 316.69' @ 12.14 hrs Surf.Area= 524 sf Storage= 1,222 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 19.4 min ( 866.4 - 847.0 ) Volume Invert Avail.Storage Storage Description #1 309.60' 1,489 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,743 cf Overall - 1,020 cf Embedded = 3,723 cf x 40.0% Voids #2 310.60' 1,020 cf 8.00'D x 10.15'H Vertical Cone/Cylinderx 2 Inside#1 #3 320.75' 2,200 cf Custom Stage Data (Irregular)Listed below (Recalc) 4,709 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.60 79 0 0 319.60 707 3,930 3,930 320.75 707 813 4,743 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 320.75 107 50.9 0 0 107 321.00 1,609 208.5 178 178 3,360 321.25 4,166 298.5 697 875 6,992 321.50 6,525 336.0 1,325 2,200 8,887 Device Routing Invert Outlet Devices #1 Discarded 309.60' 40.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.48 cfs @ 12.14 hrs HW=316.68' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.48 cfs) 24-027 DR-EX Type // 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 11 Pond 2P: Dry Wells Hydrograph 2.03 cfs —Inflow —Discarded 2 - Inflow Area=O. 6 ac Pea �lev=i1�.6 �to' ra' ge=l �2 21 cl 3 0 LL IIII IIIIIIIIIII 1 IIIIIIIIIIIIIIIII 0.49 cfs IIIII IIIIIIIIIIIIIIIII IIII IIIIIIIIIIIIIIII 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 12 Summary for Link 3L: DP-1 Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 3L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.866 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 13 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 Subcatchment1S: DA-1 Runoff Area=35,113 sf 36.58% Impervious Runoff Depth=2.07" Flow Length=190' Tc=6.0 min CN=75 Runoff=2.88 cfs 0.139 of Pond 2P: Dry Wells Peak Elev=319.04' Storage=1,926 cf Inflow=2.88 cfs 0.139 of Outflow=0.62 cfs 0.139 of Link 3L: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-EX Type 11 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: DA-1 Runoff = 2.88 cfs @ 11.97 hrs, Volume= 0.139 af, Depth= 2.07" Routed to Pond 2P : Dry Wells 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=4.53" Area (sf) CN Description 6,646 49 50-75% Grass cover, Fair, HSG A 15,621 68 <50% Grass cover, Poor, HSG A 12,846 98 Paved parking, HSG A 35,113 75 Weighted Average 22,267 63.42% Pervious Area 12,846 36.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 100 0.0290 1.38 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 0.6 45 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.4 45 0.0020 0.31 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 4.2 190 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 S: DA-1 Hydrograph 3 2.88 cfs —Runoff Tye1I2 -hr y l l �5 rl Rainfall=4.53�' l l l l 2 Flunotf Ar6a�=3501� Slf N I I IRuhoff V61UM&0.139 of U 3 1 1 1 1 Runoff pelpth=2.071' 0 LL l l l FloW Leingth=1i 9Q' l T TIT TTE=6.0i CN=7�5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2P: Dry Wells Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 2.07" for 25-yr event Inflow = 2.88 cfs @ 11.97 hrs, Volume= 0.139 of Outflow = 0.62 cfs @ 12.15 hrs, Volume= 0.139 af, Atten= 78%, Lag= 10.8 min Discarded = 0.62 cfs @ 12.15 hrs, Volume= 0.139 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 319.04' @ 12.15 hrs Surf.Area= 672 sf Storage= 1,926 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 25.5 min ( 862.0 - 836.5 ) Volume Invert Avail.Storage Storage Description #1 309.60' 1,489 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,743 cf Overall - 1,020 cf Embedded = 3,723 cf x 40.0% Voids #2 310.60' 1,020 cf 8.00'D x 10.15'H Vertical Cone/Cylinderx 2 Inside#1 #3 320.75' 2,200 cf Custom Stage Data (Irregular)Listed below (Recalc) 4,709 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.60 79 0 0 319.60 707 3,930 3,930 320.75 707 813 4,743 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 320.75 107 50.9 0 0 107 321.00 1,609 208.5 178 178 3,360 321.25 4,166 298.5 697 875 6,992 321.50 6,525 336.0 1,325 2,200 8,887 Device Routing Invert Outlet Devices #1 Discarded 309.60' 40.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.62 cfs @ 12.15 hrs HW=319.03' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.62 cfs) 24-027 DR-EX Type 1124-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 16 Pond 2P: Dry Wells Hydrograph 3 2.88 cfs —Inflow —Discarded Inflow Area=0.866 lac Pea 6ev=i16.641' III II torai6l c:i ge=1�.9 � 21111 IIIIIIIIIIIII III 3 IIIIIIIIIIIIIIII 0 LL IIIII IIIIIIIIIIIIIIIII ' IIIII IIIIIIIIIIIIIIIII 0.62 cfs Ai iii 11 1-I I IIIIIIIIIIIIIIII 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 17 Summary for Link 3L: DP-1 Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 3L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.866 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 18 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 Subcatchment1S: DA-1 Runoff Area=35,113 sf 36.58% Impervious Runoff Depth=3.43" Flow Length=190' Tc=6.0 min CN=75 Runoff=4.73 cfs 0.230 of Pond 2P: Dry Wells Peak Elev=321.10' Storage=2,883 cf Inflow=4.73 cfs 0.230 of Outflow=2.92 cfs 0.230 of Link X: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-EX Type/1 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 1S: DA-1 Runoff = 4.73 cfs @ 11.97 hrs, Volume= 0.230 af, Depth= 3.43" Routed to Pond 2P : Dry Wells 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=6.17" Area (sf) CN Description 6,646 49 50-75% Grass cover, Fair, HSG A 15,621 68 <50% Grass cover, Poor, HSG A 12,846 98 Paved parking, HSG A 35,113 75 Weighted Average 22,267 63.42% Pervious Area 12,846 36.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 100 0.0290 1.38 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 0.6 45 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.4 45 0.0020 0.31 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 4.2 190 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 S: DA-1 Hydrograph 5 — — — 4.73 cfs 1— — —Runoff Ty a II 24-hlr 4 -j L L J�� I_-uI irifall 6.�-7" Flunotf Ar6a-35,11� slf N 3 -Rdn6ff IVolurne=0.230-ate U 3 1 1 1 1 Runolff pelpth=3.431' 0 LL 2 LI -�eln-qtQ' Tc=6.0 min I � + � I CN 75 + 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 20 Summary for Pond 2P: Dry Wells Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 3.43" for 100-yr event Inflow = 4.73 cfs @ 11.97 hrs, Volume= 0.230 of Outflow = 2.92 cfs @ 12.06 hrs, Volume= 0.230 af, Atten= 38%, Lag= 5.5 min Discarded = 2.92 cfs @ 12.06 hrs, Volume= 0.230 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 321.10' @ 12.06 hrs Surf.Area= 3,167 sf Storage= 2,883 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.6 min ( 849.7 - 822.1 ) Volume Invert Avail.Storage Storage Description #1 309.60' 1,489 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,743 cf Overall - 1,020 cf Embedded = 3,723 cf x 40.0% Voids #2 310.60' 1,020 cf 8.00'D x 10.15'H Vertical Cone/Cylinderx 2 Inside#1 #3 320.75' 2,200 cf Custom Stage Data (Irregular)Listed below (Recalc) 4,709 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.60 79 0 0 319.60 707 3,930 3,930 320.75 707 813 4,743 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 320.75 107 50.9 0 0 107 321.00 1,609 208.5 178 178 3,360 321.25 4,166 298.5 697 875 6,992 321.50 6,525 336.0 1,325 2,200 8,887 Device Routing Invert Outlet Devices #1 Discarded 309.60' 40.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=2.78 cfs @ 12.06 hrs HW=321.08' (Free Discharge) L1=Exfiltration (Exfiltration Controls 2.78 cfs) 24-027 DR-EX Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 21 Pond 2P: Dry Wells Hydrograph 5 4.73 cfs — — — — — —Inflow —Discarded Inflow Area=0.8d6 lac 4 _I Rea- c 6el v=�2 -.�o l �to' r,a' ge=' 2'8�31 2.92 cfs ci 3 u 3 0 LL 2 4-- 1- 1 4 1 -1 + 1-1 4 1 --1 4- 1-1 4 I - I + H I --I i- 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-EX Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 22 Summary for Link 3L: DP-1 Inflow Area = 0.806 ac, 36.58% Impervious, Inflow Depth = 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 3L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.866 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Appendix F Post-Development Drainage Calculations Stormwater Pollution Prevention Plan(SWPPP) F 3 Unlimited Drive April 2025 1S SC-101 ca 2P 2S c -1 SC-102 1P 1:1 L 3P 4S SC-103 Infiltration Basin#1 DP-1 Eave Trench SC-104 Subcat Reach on Link Routing Diagram for 24-027 DR-PR Prepared by Verity Engineering, DPC, Printed 4/4/2025 EHydroCAD®10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC 24-027 DR-PR Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr Type II 24-hr Default 24.00 1 2.23 2 2 10-yr Type II 24-hr Default 24.00 1 3.70 2 3 25-yr Type II 24-hr Default 24.00 1 4.53 2 4 100-yr Type II 24-hr Default 24.00 1 6.17 2 24-027 DR-PR Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 3 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 Subcatchment 1 S: SC-101 Runoff Area=9,064 sf 37.36% Impervious Runoff Depth=0.12" Tc=6.0 min CN=61 Runoff=0.01 cfs 0.002 of Subcatchment2S: SC-102 Runoff Area=13,312 sf 76.89% Impervious Runoff Depth=0.91" Tc=6.0 min CN=84 Runoff=0.48 cfs 0.023 of Subcatchment3S: SC-103 Runoff Area=3,477 sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 of Subcatchment4S: SC-104 Runoff Area=11,228 sf 77.53% Impervious Runoff Depth=0.97" Tc=6.0 min CN=85 Runoff=0.43 cfs 0.021 of Pond 1 P: Infiltration Basin#1 Peak Elev=316.29' Storage=114 cf Inflow=0.49 cfs 0.025 of Outflow=0.24 cfs 0.025 of Pond 2P: CB-1 Peak Elev=318.36' Inflow=0.01 cfs 0.002 of 12.0" Round Culvert n=0.012 L=69.0' S=0.0043 '/' Outflow=0.01 cfs 0.002 of Pond 3P: Eave Trench Peak Elev=320.77' Storage=5 cf Inflow=0.43 cfs 0.021 of Outflow=0.41 cfs 0.021 of Link 1 L: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-PR Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: SC-101 Runoff = 0.01 cfs @ 12.05 hrs, Volume= 0.002 af, Depth= 0.12" Routed to Pond 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=2.23" Area (sf) CN Description 5,678 39 >75% Grass cover, Good, HSG A 3,386 98 Roofs, HSG A 9,064 61 Weighted Average 5,678 62.64% Pervious Area 3,386 37.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: SC-101 Hydrograph 0.012 —Runoff 0.011 0.01 cfs °0.01 1 � L CIS L I I C1 -1 L �/P� .011 1 ll 0.01 11 4 r 0.009 1 -4 4- --4 4- 1-1 4 � I �y�Rlah� ft jl�1.�" 0.009 0.008 1 � :]L-_ 1 1 L-- ::I I-- 1-1 � LRk6oTAlrela�9,064�f 0.008 0.007 1 -t 4 1 I q I 4mle •4O? f 0 0.006 fi l I fi l I nc f l���•112t LL 0.005 _ — 0.004 IC 17�! L 0.004 0.003 1 --1 f- 1 � I � J- 1 0.003 0.002 0.002 0.001 1 � I II 4 � I � 4- 14 � I � 0.001 0.000 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2S: SC-102 Runoff = 0.48 cfs @ 11.98 hrs, Volume= 0.023 af, Depth= 0.91" Routed to Pond 1 P : 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=2.23" Area (sf) CN Description 3,077 39 >75% Grass cover, Good, HSG A 4,938 98 Unconnected pavement, HSG A 5,297 98 Roofs, HSG A 13,312 84 Weighted Average 3,077 23.11% Pervious Area 10,235 76.89% Impervious Area 4,938 48.25% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: SC-102 Hydrograph 0.5 0.52 0.5 0.48 cfs —Runoff 0.48 fi t- 1 t fi I - �t"I 0.46 11L r 0.42 0.40.38 �1 0.34 0 0.3 - — w 0.3 fi -R�dit1VbJuin64.$2�f 0 0.2 76�- 0.18 0.16 I � t 1 I L 1 1 t 1 1 � t 1 � CI � T � 0.14 00.1 � � 1 � I I + 1 1 -4 1 1 4 � I � + 1 1 0.1 0.08 0.06 I -7 = F-: I ::1I 0.04 — 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: SC-103 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 1 P : 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=2.23" Area (sf) CN Description 3,477 39 >75% Grass cover, Good, HSG A 3,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SC-103 Hydrograph 1 1 —Runoff �yl a II 24-hlr 1 1 1 11 yrl Rainfall=2.13�' IRunbft Alrea=3,47t 4 N I Ruh6ff V6Idme=0.000 of U 3 I I Runolff pelpth=0.001' O LL CN73P 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 4S: SC-104 Runoff = 0.43 cfs @ 11.98 hrs, Volume= 0.021 af, Depth= 0.97" Routed to Pond 3P : Eave Trench 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=2.23" Area (sf) CN Description 2,523 39 >75% Grass cover, Good, HSG A 25 98 Unconnected pavement, HSG A 8,680 98 Roofs, HSG A 11,228 85 Weighted Average 2,523 22.47% Pervious Area 8,705 77.53% Impervious Area 25 0.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: SC-104 Hydrograph 0.48 0.46 0.43 cfs - - - —Runoff 0.44 —� �- 1 4 fy- --1ICI °0.4 Der 0.38 I rr-R�irif lk2.13� 0.3 0.34 0.32 ::1 L 1 I L: 1 1 1 1 1 ::1 Ili r4tf:1r" 91-2 0.3 — — — — — — — — — — — — — — — o 0.28 -4 4- 1 I �- 1 1 1 1 -Ru�df-Vd1uin6=OA2'I f 0.2s 3 0.22 -1 — - — - fi�t�h — -pth 1' ° 0.2 LL 02 � 1— � 1 1 -4 4 1 4 �T76� T19 0.18 0.16 0.14 -1 +- I I � I + I I � + I 1 � � I � 7—m� 0.12 0.08 0.1 I ::1 :E I-1 E C I 1 ::1 L I 1 ::1 CIS 1 1- 1 0.06 — — — — — — — — — — — — — — — 0.04 I _ II III i ' -4 41 1I 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: Infiltration Basin #1 Inflow Area = 0.594 ac, 52.69% Impervious, Inflow Depth = 0.51" for 1-yr event Inflow = 0.49 cfs @ 11.98 hrs, Volume= 0.025 of Outflow = 0.24 cfs @ 12.07 hrs, Volume= 0.025 af, Atten= 51%, Lag= 5.7 min Discarded = 0.24 cfs @ 12.07 hrs, Volume= 0.025 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 316.29' @ 12.07 hrs Surf.Area= 419 sf Storage= 114 cf Flood Elev= 321.00' Surf.Area= 1,941 sf Storage= 3,610 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.0 min ( 858.2 - 856.1 ) Volume Invert Avail.Storage Storage Description #1 316.00' 3,610 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) 316.00 384 75.6 0 0 384 319.50 918 116.5 2,212 2,212 1,094 320.50 1,941 167.6 1,398 3,610 2,258 Device Routing Invert Outlet Devices #1 Discarded 316.00' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.24 cfs @ 12.07 hrs HW=316.28' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) 24-027 DR-PR Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 9 Pond 1 P: Infiltration Basin #1 Hydrograph 0.54 - 0.52 0.49 cfs — — —Inflow 0.48 — —Discarded 0.44 Fo"rea=0 64Vac- 0.42 0.4 e c Ede -il6. 0.36itbn-� e-�� 0.34 0.32 I � � I 1 1 - � 1 1 + � 0.3 c 0.26 0.24 cfs LL 0.24 022 0.2 -1 r�7 1 -t r7I -I r7 1 17 1 -t r7I 7t r7 0.18 0.16 0.14 0.12 0.1 I -4 4-- I 1 1 4 �- I -4 �-- I 1 + 1 4 �- I -4 4- 0.08 0.0 0.04 77 1 T I 1 -T F7 17t 77 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 1-yrRainfa/1=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 10 Summary for Pond 2P: CB-1 Inflow Area = 0.208 ac, 37.36% Impervious, Inflow Depth = 0.12" for 1-yr event Inflow = 0.01 cfs @ 12.05 hrs, Volume= 0.002 of Outflow = 0.01 cfs @ 12.05 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 12.05 hrs, Volume= 0.002 of Routed to Pond 1 P : Infiltration Basin #1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 318.36' @ 12.05 hrs Flood Elev= 321.50' Device Routing Invert Outlet Devices #1 Primary 318.30' 12.0" Round 12" Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.30' / 318.00' S= 0.0043 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.01 cfs @ 12.05 hrs HW=318.36' TW=316.28' (Dynamic Tailwater) L1=12" Culvert (Barrel Controls 0.01 cfs @ 0.80 fps) Pond 2P: CB-1 Hydrograph 0.012 I i I i I 0.011 0.01 cfs _Inflow 0 w Primary 0.01 E I ��af� ALrea= c0 0.009 - - - - - IPeale�v= 1360.008 0.008 0.007 0.006 V G &U11ve, 0.006 I1 t fi l rr�-d�11 1 a 0.005 0.005 0.004 T 1 1 -T : T I :T _ 0.004 ■V 0.003 - - - - - - I 0.003 0.002 r I -t : I I I 1 � L � � - 0.002 0.001 0.000 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 11 Summary for Pond 3P: Eave Trench Inflow Area = 0.258 ac, 77.53% Impervious, Inflow Depth = 0.97" for 1-yr event Inflow = 0.43 cfs @ 11.98 hrs, Volume= 0.021 of Outflow = 0.41 cfs @ 11.98 hrs, Volume= 0.021 af, Atten= 6%, Lag= 0.2 min Discarded = 0.41 cfs @ 11.98 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 320.77' @ 11.99 hrs Surf.Area= 695 sf Storage= 5 cf Flood Elev= 325.33' Surf.Area= 695 sf Storage= 1,111 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 840.2 - 840.1 ) Volume Invert Avail.Storage Storage Description #1 320.75' 1,111 cf 6.00'W x 115.75'L x 4.00'H Drainage 2,778 cf Overall x 40.0% Voids #2 325.33' 129 cf 6.00'W x 115.751 x 0.58'H Pea GraveHmpervious 403 cf Overall x 32.0% Voids 1,240 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 320.75' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.40 cfs @ 11.98 hrs HW=320.76' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Pond 3P: Eave Trench Hydrograph 0.48 0.46 - 0.43 cfs -Inflow 0.44 - -Discarded 0.42 - 0.41 cfs 0.4 W1ovilvA'rea=0.2' 5a-ac- 0.38- - I � III � I � � I0.36Peak Elev=12O.77 0.32 : L 1 1 C 1 torage� c 0.3 0.28 u 0.26 - 3024 fi fi fi 1 rt � I � t ° 0.22 - LL 02 0.18 - 0.16 0.12 0.1 � : CIS � � 0.08 0.06 - 0.02 - - - - - - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 1-yrRainfall=2.23" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 12 Summary for Link 1 L: DP-1 Inflow Area = 0.851 ac, 60.21% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.8�1 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 13 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 Subcatchment 1 S: SC-101 Runoff Area=9,064 sf 37.36% Impervious Runoff Depth=0.67" Tc=6.0 min CN=61 Runoff=0.21 cfs 0.012 of Subcatchment2S: SC-102 Runoff Area=13,312 sf 76.89% Impervious Runoff Depth=2.11" Tc=6.0 min CN=84 Runoff=1.10 cfs 0.054 of Subcatchment3S: SC-103 Runoff Area=3,477 sf 0.00% Impervious Runoff Depth=0.02" Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 of Subcatchment4S: SC-104 Runoff Area=11,228 sf 77.53% Impervious Runoff Depth=2.19" Tc=6.0 min CN=85 Runoff=0.96 cfs 0.047 of Pond 1 P: Infiltration Basin#1 Peak Elev=317.43' Storage=681 cf Inflow=1.32 cfs 0.065 of Outflow=0.33 cfs 0.065 of Pond 2P: CB-1 Peak Elev=318.57' Inflow=0.21 cfs 0.012 of 12.0" Round Culvert n=0.012 L=69.0' S=0.0043 '/' Outflow=0.21 cfs 0.012 of Pond 3P: Eave Trench Peak Elev=321.78' Storage=287 cf Inflow=0.96 cfs 0.047 of Outflow=0.40 cfs 0.047 of Link 1 L: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-PR Type // 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: SC-101 Runoff = 0.21 cfs @ 11.99 hrs, Volume= 0.012 af, Depth= 0.67" Routed to Pond 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=3.70" Area (sf) CN Description 5,678 39 >75% Grass cover, Good, HSG A 3,386 98 Roofs, HSG A 9,064 61 Weighted Average 5,678 62.64% Pervious Area 3,386 37.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: SC-101 Hydrograph 0.23 T 0.22 ICI0.21 cfs _ 0.21 1 1 I 0.2 — — — -�� I IF2 0.19 0.180.17 1 rR.t 61 1f0- 0.15 0.14 -f fi I I 1 -1 + I I -Ruh6fVIUM64.01"i �f 0.13 r� —Runoff 0.09 0.08 0.07 fil I t- I tl I tl 1 0.06 0.05 I � L � I 1 1 1 � � 1 J EIS 1 0.04 0.03 0.02 ICI � I I � 1 4 � I � I 0.01 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 2S: SC-102 Runoff = 1.10 cfs @ 11.97 hrs, Volume= 0.054 af, Depth= 2.11" Routed to Pond 1 P : 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=3.70" Area (sf) CN Description 3,077 39 >75% Grass cover, Good, HSG A 4,938 98 Unconnected pavement, HSG A 5,297 98 Roofs, HSG A 13,312 84 Weighted Average 3,077 23.11% Pervious Area 10,235 76.89% Impervious Area 4,938 48.25% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: SC-102 Hydrograph I 1.10 cfs —Runoff �YI��e1 1112�-hlr Y 0 rl Rainfall=3.�O0 ' kunoff Ar6a=13,311 slf Runoff Volume=0.054 of 3 Runoff popth=2.111' O LL TC=6.0 Iniq CNT8� 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: SC-103 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.02" Routed to Pond 1 P : 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=3.70" Area (sf) CN Description 3,477 39 >75% Grass cover, Good, HSG A 3,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SC-103 Hydrograph 0.000 — 0.000 0.00 cfs —Runoff 0.000 � -4 � �4�1 4 � I -4 4- 1- 4 � 1 � 4- 1 1 4 1 � 0.000 0.000 ype� 0.000 IOr �+plfaI1= 7�( fi fiI 0.000 1 0.000 Uioff �a�3�47r f4- 1 4 � 1 � 4- 1 1 4 1 o.000 0.000 0.000 �° �Iptp=p 4- 1- 4 � 1 � 4- 1-1 4 1 --1 LL 0.000 T __6$ 0.000 I I rtI-- -t t 1 rt � 1 -1 t 1 1 rt t-- 1 -1 0 N-3i 0 1 -t 41 4 I -4 4- 1 4 1 --4 4- 11 4 1 � 0 o I � fi l rt I � fi l rt � I � fi l rt � I � 0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 4S: SC-104 Runoff = 0.96 cfs @ 11.97 hrs, Volume= 0.047 af, Depth= 2.19" Routed to Pond 3P : Eave Trench 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=3.70" Area (sf) CN Description 2,523 39 >75% Grass cover, Good, HSG A 25 98 Unconnected pavement, HSG A 8,680 98 Roofs, HSG A 11,228 85 Weighted Average 2,523 22.47% Pervious Area 8,705 77.53% Impervious Area 25 0.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: SC-104 Hydrograph I 1 0.96 cfs —Runoff I Ty a II 2�-hlr , 0 Yrl Rai fall=3.�O0 ' kunoff Ar6a=11722$ Slf Runoff Volume=0.047 cif 3 Runoff popth=2.191' O LL TC=6.0 Iniq CNT8� ' illlll 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 18 Summary for Pond 1 P: Infiltration Basin #1 Inflow Area = 0.594 ac, 52.69% Impervious, Inflow Depth = 1.32" for 10-yr event Inflow = 1.32 cfs @ 11.98 hrs, Volume= 0.065 of Outflow = 0.33 cfs @ 12.13 hrs, Volume= 0.065 af, Atten= 75%, Lag= 9.3 min Discarded = 0.33 cfs @ 12.13 hrs, Volume= 0.065 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 317.43' @ 12.13 hrs Surf.Area= 575 sf Storage= 681 cf Flood Elev= 321.00' Surf.Area= 1,941 sf Storage= 3,610 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 11.7 min ( 845.9 - 834.1 ) Volume Invert Avail.Storage Storage Description #1 316.00' 3,610 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) 316.00 384 75.6 0 0 384 319.50 918 116.5 2,212 2,212 1,094 320.50 1,941 167.6 1,398 3,610 2,258 Device Routing Invert Outlet Devices #1 Discarded 316.00' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.33 cfs @ 12.13 hrs HW=317.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.33 cfs) 24-027 DR-PR Type // 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 19 Pond 1 P: Infiltration Basin #1 Hydrograph 1.32 cfs —Inflow —Discarded Inflow Area=0.5�4 ac Pea 6ev=i1 1.431" — Storage+6�11 cif IIIIIIIIIIIIIIIII 3 IIIIIIIIIIII 0 LL ' Illllllllll 0.33 cfs Illli II IIIIIIIIIIIII IIIII � IIIIIIIIIIII 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type/1 24-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 20 Summary for Pond 2P: CB-1 Inflow Area = 0.208 ac, 37.36% Impervious, Inflow Depth = 0.67" for 10-yr event Inflow = 0.21 cfs @ 11.99 hrs, Volume= 0.012 of Outflow = 0.21 cfs @ 11.99 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 11.99 hrs, Volume= 0.012 of Routed to Pond 1 P : Infiltration Basin #1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 318.57' @ 11.99 hrs Flood Elev= 321.50' Device Routing Invert Outlet Devices #1 Primary 318.30' 12.0" Round 12" Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.30' / 318.00' S= 0.0043 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.21 cfs @ 11.99 hrs HW=318.57' TW=317.03' (Dynamic Tailwater) L1=12" Culvert (Barrel Controls 0.21 cfs @ 1.86 fps) Pond 2P: CB-1 Hydrograph 0.23 _Inflow 0.22 0.21 cfs L Primary 0.2 - 1nfiow-A-ea=V2 ee 0.19 0.18 0.17 Peak�-Ie' v=�i _ 0.15 N 0.14 - - - - - - - o �.} 0.13 � M n d ulve L _ 012 I C � � I 1 7 E1 -] 1 -1 I� 3 0 0.11 - LL009 I -4 4- 1 I 4- 1 1 4 �- 1 1 .4 0.08 -L=6.V, 0.06 fi l fi l 1 fi 5=b 04i-v 0.05 I � L I EIS L 1 ::1 � I � 1 11 LIB 0.04 0.03 - - - 0.02 - ICI � I � 11 4 � I � 11 4 � I - 0.01 - - - - - - - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 21 Summary for Pond 3P: Eave Trench Inflow Area = 0.258 ac, 77.53% Impervious, Inflow Depth = 2.19" for 10-yr event Inflow = 0.96 cfs @ 11.97 hrs, Volume= 0.047 of Outflow = 0.40 cfs @ 11.90 hrs, Volume= 0.047 af, Atten= 58%, Lag= 0.0 min Discarded = 0.40 cfs @ 11.90 hrs, Volume= 0.047 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 321.78' @ 12.08 hrs Surf.Area= 695 sf Storage= 287 cf Flood Elev= 325.33' Surf.Area= 695 sf Storage= 1,111 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.7 min ( 819.4 - 816.7 ) Volume Invert Avail.Storage Storage Description #1 320.75' 1,111 cf 6.00'W x 115.75'L x 4.00'H Drainage 2,778 cf Overall x 40.0% Voids #2 325.33' 129 cf 6.00'W x 115.751 x 0.58'H Pea GraveHmpervious 403 cf Overall x 32.0% Voids 1,240 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 320.75' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.40 cfs @ 11.90 hrs HW=320.91' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Pond 3P: Eave Trench Hydrograph 1 0.96 cfs —Inflow —Discarded Inflow Area=0.258 ac Peak Elev=321 .781' Storage -287 cf y w U O LL 0.40 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 10-yr Rainfall=3.70" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 22 Summary for Link 1 L: DP-1 Inflow Area = 0.851 ac, 60.21% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.8�1 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 23 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 Subcatchment 1 S: SC-101 Runoff Area=9,064 sf 37.36% Impervious Runoff Depth=1.10" Tc=6.0 min CN=61 Runoff=0.38 cfs 0.019 of Subcatchment2S: SC-102 Runoff Area=13,312 sf 76.89% Impervious Runoff Depth=2.84" Tc=6.0 min CN=84 Runoff=1.47 cfs 0.072 of Subcatchment3S: SC-103 Runoff Area=3,477 sf 0.00% Impervious Runoff Depth=0.12" Tc=6.0 min CN=39 Runoff=0.00 cfs 0.001 of Subcatchment4S: SC-104 Runoff Area=11,228 sf 77.53% Impervious Runoff Depth=2.94" Tc=6.0 min CN=85 Runoff=1.27 cfs 0.063 of Pond 1 P: Infiltration Basin#1 Peak Elev=318.12' Storage=1,115 cf Inflow=1.83 cfs 0.092 of Outflow=0.39 cfs 0.092 of Pond 2P: CB-1 Peak Elev=318.66' Inflow=0.38 cfs 0.019 of 12.0" Round Culvert n=0.012 L=69.0' S=0.0043 '/' Outflow=0.38 cfs 0.019 of Pond 3P: Eave Trench Peak Elev=322.65' Storage=528 cf Inflow=1.27 cfs 0.063 of Outflow=0.40 cfs 0.063 of Link 1 L: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-PR Type 1124-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1S: SC-101 Runoff = 0.38 cfs @ 11.99 hrs, Volume= 0.019 af, Depth= 1.10" Routed to Pond 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=4.53" Area (sf) CN Description 5,678 39 >75% Grass cover, Good, HSG A 3,386 98 Roofs, HSG A 9,064 61 Weighted Average 5,678 62.64% Pervious Area 3,386 37.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: SC-101 Hydrograph 0.42 0.4 0.38 cfs 0.36 z z l z z 1 1 Iz z l I z z z I 0.3 112 �-1 1 r 0.34 0.32 z z lI z l z l z Z2�r�r�R f�all3�' 028 -1 z 1 I z z z l I z IRI�rtbf�Aje��9,6644f 0.24 - z 1 I � I � I -Ru�dff-V�- UM6=b.0-19- f w 0.24 _o 002 -4 z 1 I t- 1 -14- 1 -4 zROOtf 0'p�=41 JW' a 0.18 0.16 E 4- 1 I -4 c76 q 0.14 0.12 I � z1 I + I I � +- 14 � I � zT�� 0.1 — — 0.08 f- H 11 1 + 1 I -fzl 1 zl 0.06 0.04 I � zl � I I t I I -tzl I i IIz1 1 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 2S: SC-102 Runoff = 1.47 cfs @ 11.97 hrs, Volume= 0.072 af, Depth= 2.84" Routed to Pond 1 P : 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=4.53" Area (sf) CN Description 3,077 39 >75% Grass cover, Good, HSG A 4,938 98 Unconnected pavement, HSG A 5,297 98 Roofs, HSG A 13,312 84 Weighted Average 3,077 23.11% Pervious Area 10,235 76.89% Impervious Area 4,938 48.25% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: SC-102 Hydrograph I I I i I 1.47 cfs 1 —Runoff �YI a II 24-hlr Y �5 rl Rainfall=4.53�' kunoff Ar6a�=13,31$ Slf ' I IRuhoff IV6Iimb=0.072 cif Runoff popth=2.847 LL TC=6.0 min CNT8� I Li I I I I I I I I 0 -ji.... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 3S: SC-103 Runoff = 0.00 cfs @ 13.37 hrs, Volume= 0.001 af, Depth= 0.12" Routed to Pond 1 P : 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=4.53" Area (sf) CN Description 3,477 39 >75% Grass cover, Good, HSG A 3,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SC-103 Hydrograph 0.001 - 0.001 0.00 cfs — —Runoff 001 0.001L� - - l - r. 01 pe 11�4 0.001 u 0.001 0.001 0.001 -t + 1 1- 1 I -+ I-R6hof -Alrela�3,471-slf 0.001 w 0.001 - - -1 - - I-1 -R"gffV�4-mIe30•qO'��f 0. 01 LL 0.001 c=6.$ 0.000 I -t 1 1 -1 4- 1 - I - +- - - - - - - - - - - - - - - 6N i 0.000 0.000 0.000 0.000 0.000 0.000 ° I -t 1 � I � I I 4 � 1 - 4- 1 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 11 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 4S: SC-104 Runoff = 1.27 cfs @ 11.97 hrs, Volume= 0.063 af, Depth= 2.94" Routed to Pond 3P : Eave Trench 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=4.53" Area (sf) CN Description 2,523 39 >75% Grass cover, Good, HSG A 25 98 Unconnected pavement, HSG A 8,680 98 Roofs, HSG A 11,228 85 Weighted Average 2,523 22.47% Pervious Area 8,705 77.53% Impervious Area 25 0.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: SC-104 Hydrograph I I i 1.27 cfs 1 —Runoff �YI a II 24-hlr Y �5 r l Rainfall=4.53� _ _ 1 — kunoO-AriaL1 1722�ks1f Runoff Volume=0.063 of 3 Runoff popth=2.94" 0 LL TC=6.0 min CNT8� i l JIL=' =�� l l I l 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 28 Summary for Pond 1 P: Infiltration Basin #1 Inflow Area = 0.594 ac, 52.69% Impervious, Inflow Depth = 1.86" for 25-yr event Inflow = 1.83 cfs @ 11.97 hrs, Volume= 0.092 of Outflow = 0.39 cfs @ 12.15 hrs, Volume= 0.092 af, Atten= 79%, Lag= 10.8 min Discarded = 0.39 cfs @ 12.15 hrs, Volume= 0.092 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 318.12' @ 12.15 hrs Surf.Area= 681 sf Storage= 1,115 cf Flood Elev= 321.00' Surf.Area= 1,941 sf Storage= 3,610 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 18.3 min ( 845.2 - 827.0 ) Volume Invert Avail.Storage Storage Description #1 316.00' 3,610 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) 316.00 384 75.6 0 0 384 319.50 918 116.5 2,212 2,212 1,094 320.50 1,941 167.6 1,398 3,610 2,258 Device Routing Invert Outlet Devices #1 Discarded 316.00' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.39 cfs @ 12.15 hrs HW=318.12' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.39 cfs) 24-027 DR-PR Type 1124-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 29 Pond 1 P: Infiltration Basin #1 Hydrograph 2 1 —� 1.83 cfs —Inflow —Discarded Inflow Area=0.5�4 ac Pea 661vl=i4�121v Storagle 1 �1 1 51 cl 0 1 fi lI LL IIII Illlli IIIII IIIII IIIIII � � IIII 0.39 cfs IIIII II IIIIIIIIIIIII IIIII � IIIIIIIIIIII 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 11 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 30 Summary for Pond 2P: CB-1 Inflow Area = 0.208 ac, 37.36% Impervious, Inflow Depth = 1.10" for 25-yr event Inflow = 0.38 cfs @ 11.99 hrs, Volume= 0.019 of Outflow = 0.38 cfs @ 11.99 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Primary = 0.38 cfs @ 11.99 hrs, Volume= 0.019 of Routed to Pond 1 P : Infiltration Basin #1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 318.66' @ 11.98 hrs Flood Elev= 321.50' Device Routing Invert Outlet Devices #1 Primary 318.30' 12.0" Round 12" Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.30' / 318.00' S= 0.0043 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.36 cfs @ 11.99 hrs HW=318.66' TW=317.54' (Dynamic Tailwater) L1=12" Culvert (Barrel Controls 0.36 cfs @ 2.16 fps) Pond 2P: CB-1 Hydrograph 0.42 0.4 0.38 cfs _Inflow 0.36 -1 T- F � T I � F. 1 T I-17..�Q Primary 0.34 In�YY E' be -V.LVVac 0.32 I � Z CI -7 L I 1 1 I ' 1_ 0.3 - �Pe'ak�ley 1 l - 0.28 I -1 L LIB L 1 -1 LIB 1 1 -1 J2I�l 0.22 - - - I - - - I - - oun 0.16 I � � I --4 4- H 4 1 --� + 1 0.14 � �A - 0.12 - - - - - - - - - 1 b- 0.08 --i I -+ �- I --� + 1 -+ 0.06 - 0.04 t-- I t 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 31 Summary for Pond 3P: Eave Trench Inflow Area = 0.258 ac, 77.53% Impervious, Inflow Depth = 2.94" for 25-yr event Inflow = 1.27 cfs @ 11.97 hrs, Volume= 0.063 of Outflow = 0.40 cfs @ 11.85 hrs, Volume= 0.063 af, Atten= 68%, Lag= 0.0 min Discarded = 0.40 cfs @ 11.85 hrs, Volume= 0.063 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 322.65' @ 12.11 hrs Surf.Area= 695 sf Storage= 528 cf Flood Elev= 325.33' Surf.Area= 695 sf Storage= 1,111 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 5.9 min ( 814.2 - 808.3 ) Volume Invert Avail.Storage Storage Description #1 320.75' 1,111 cf 6.00'W x 115.75'L x 4.00'H Drainage 2,778 cf Overall x 40.0% Voids #2 325.33' 129 cf 6.00'W x 115.751 x 0.58'H Pea GraveHmpervious 403 cf Overall x 32.0% Voids 1,240 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 320.75' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.40 cfs @ 11.85 hrs HW=320.90' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Pond 3P: Eave Trench Hydrograph 1.27 cfs —Inflow —Discarded Inflow Area=0.258 ac 1 Peak Elev=322.65' �torage=528 cf y w V O LL 0.40 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 25-yr Rainfall=4.53" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 32 Summary for Link 1 L: DP-1 Inflow Area = 0.851 ac, 60.21% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.8�1 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 33 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 Subcatchment 1 S: SC-101 Runoff Area=9,064 sf 37.36% Impervious Runoff Depth=2.12" Tc=6.0 min CN=61 Runoff=0.76 cfs 0.037 of Subcatchment2S: SC-102 Runoff Area=13,312 sf 76.89% Impervious Runoff Depth=4.36" Tc=6.0 min CN=84 Runoff=2.20 cfs 0.111 of Subcatchment3S: SC-103 Runoff Area=3,477 sf 0.00% Impervious Runoff Depth=0.50" Tc=6.0 min CN=39 Runoff=0.03 cfs 0.003 of Subcatchment4S: SC-104 Runoff Area=11,228 sf 77.53% Impervious Runoff Depth=4.46" Tc=6.0 min CN=85 Runoff=1.89 cfs 0.096 of Pond 1 P: Infiltration Basin#1 Peak Elev=319.38' Storage=2,103 cf Inflow=2.97 cfs 0.151 of Outflow=0.52 cfs 0.151 of Pond 2P: CB-1 Peak Elev=319.38' Inflow=0.76 cfs 0.037 of 12.0" Round Culvert n=0.012 L=69.0' S=0.0043 '/' Outflow=0.76 cfs 0.037 of Pond 3P: Eave Trench Peak Elev=324.62' Storage=1,076 cf Inflow=1.89 cfs 0.096 of Outflow=0.40 cfs 0.096 of Link 1 L: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of 24-027 DR-PR Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 1S: SC-101 Runoff = 0.76 cfs @ 11.98 hrs, Volume= 0.037 af, Depth= 2.12" Routed to Pond 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=6.17" Area (sf) CN Description 5,678 39 >75% Grass cover, Good, HSG A 3,386 98 Roofs, HSG A 9,064 61 Weighted Average 5,678 62.64% Pervious Area 3,386 37.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: SC-101 Hydrograph 0.85 0.8 0.76 cfs —Runoff 0.75 1 1 1 1 - i -t 0.7 � II 2 fir 0.65 �� r�Rairrifa'l 1�6.�17�' 0.6 0.55 w 0.5 -Rutrdf M]uim6=O.03�alf �. 0.45 RROOff QO LL 0.35 E 17 T 1 -7 T -T F- C76-. Tl 0.3 0.25 I I t l 1 7 1 0.2 0.15 I -4 4- 1 I �- 1 1 4- 1 -4 4 k-- I --1 4- 1 I 0.1 I I I I I I I I I I I I I 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 2S: SC-102 Runoff = 2.20 cfs @ 11.97 hrs, Volume= 0.111 af, Depth= 4.36" Routed to Pond 1 P : 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=6.17" Area (sf) CN Description 3,077 39 >75% Grass cover, Good, HSG A 4,938 98 Unconnected pavement, HSG A 5,297 98 Roofs, HSG A 13,312 84 Weighted Average 3,077 23.11% Pervious Area 10,235 76.89% Impervious Area 4,938 48.25% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: SC-102 Hydrograph I I i I 2.20 cfs —Runoff 2 �YI��e' ll12�-hlr Y 1160 rl Rainfall=6.i 7�' kunoff Ar6a=13,311 slf Runoff Volume=0.111 cif 3 0 Runoff popth=4.361' LL 1 -1 TTC=6.0IninI CNT8� ' illll 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 3S: SC-103 Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Depth= 0.50" Routed to Pond 1 P : 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=6.17" Area (sf) CN Description 3,477 39 >75% Grass cover, Good, HSG A 3,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SC-103 Hydrograph 0.036 0.03 cfs —Runoff 0.03203 ��1 1iP 02$ 11 rt bya,fi i .1 " 0.026 fi l I fi t I -t Adhof -Alrela*3,471�f 0.024 0.022 -1 + I �- --i 1 I -ARqn9ff V$1tgnle=�0.90��f 0.016 0.014 &N 00.01 —t L LIB L —L LIB L 1 1 —L L1 -1 0.01 0.006 I � T EIS 1 1 1 1 1 1 1 1 1 1 - - 1 � 0.004 1 --1T- 1 T 7 1FI -1T 7 -TF1 -1 0.002 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 4S: SC-104 Runoff = 1.89 cfs @ 11.97 hrs, Volume= 0.096 af, Depth= 4.46" Routed to Pond 3P : Eave Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.17" Area (sf) CN Description 2,523 39 >75% Grass cover, Good, HSG A 25 98 Unconnected pavement, HSG A 8,680 98 Roofs, HSG A 11,228 85 Weighted Average 2,523 22.47% Pervious Area 8,705 77.53% Impervious Area 25 0.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: SC-104 Hydrograph 2 1.89 cfs — 1 Runoff �YI a II 24-hlr l l 1160Y rl Rainfall=6A 7�' l I I I I Runoff Ar6a=11722$ Slf Runoff Volume=0.096 6f 1 Run-off�Dopth=_4.461' LL TC=6.0 Iniq CNT8� ' illll 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 38 Summary for Pond 1 P: Infiltration Basin #1 Inflow Area = 0.594 ac, 52.69% Impervious, Inflow Depth = 3.05" for 100-yr event Inflow = 2.97 cfs @ 11.97 hrs, Volume= 0.151 of Outflow = 0.52 cfs @ 12.18 hrs, Volume= 0.151 af, Atten= 83%, Lag= 12.5 min Discarded = 0.52 cfs @ 12.18 hrs, Volume= 0.151 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 319.38' @ 12.18 hrs Surf.Area= 896 sf Storage= 2,103 cf Flood Elev= 321.00' Surf.Area= 1,941 sf Storage= 3,610 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.3 min ( 846.6 - 816.3 ) Volume Invert Avail.Storage Storage Description #1 316.00' 3,610 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) 316.00 384 75.6 0 0 384 319.50 918 116.5 2,212 2,212 1,094 320.50 1,941 167.6 1,398 3,610 2,258 Device Routing Invert Outlet Devices #1 Discarded 316.00' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.52 cfs @ 12.18 hrs HW=319.38' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.52 cfs) 24-027 DR-PR Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 39 Pond 1 P: Infiltration Basin #1 Hydrograph 2.97 cfs —Inflow 3 7 T- 1 7 F I -] —Discarded Inflow Area=0.564 ac 1 Pea 6ev=i16.�81' 2 Stor�g� 2�1 '631 C 3 0 LL I 0.52 cfs IIII I � IIIIIIIIIIII 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type // 24-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCADO 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2P: CB-1 Inflow Area = 0.208 ac, 37.36% Impervious, Inflow Depth = 2.12" for 100-yr event Inflow = 0.76 cfs @ 11.98 hrs, Volume= 0.037 of Outflow = 0.76 cfs @ 11.98 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 11.98 hrs, Volume= 0.037 of Routed to Pond 1 P : Infiltration Basin #1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 319.38' @ 12.23 hrs Flood Elev= 321.50' Device Routing Invert Outlet Devices #1 Primary 318.30' 12.0" Round 12" Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.30' / 318.00' S= 0.0043 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.64 cfs @ 11.98 hrs HW=318.82' TW=318.49' (Dynamic Tailwater) L1=12" Culvert (Outlet Controls 0.64 cfs @ 2.26 fps) Pond 2P: CB-1 Hydrograph 0.85 - - - 7 71 0.8 0.76 cfs _Inflow 0.75 4 L- Primary 0.7 anfaowAma=0.2 aE 0.65 - T - - - -I-I -L �61 'ak�le'-vl=�4.�-S' 0.55 - - - - - - - - - 2.6 0.45 C L 1 art - 0 0.4 I � 4- n .01 -12 0.15 I -44- I I - I -44- 1-1 4 I --1 1 I4 --1 0.11111111111111111111111 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 41 Summary for Pond 3P: Eave Trench Inflow Area = 0.258 ac, 77.53% Impervious, Inflow Depth = 4.46" for 100-yr event Inflow = 1.89 cfs @ 11.97 hrs, Volume= 0.096 of Outflow = 0.40 cfs @ 11.75 hrs, Volume= 0.096 af, Atten= 79%, Lag= 0.0 min Discarded = 0.40 cfs @ 11.75 hrs, Volume= 0.096 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 324.62' @ 12.14 hrs Surf.Area= 695 sf Storage= 1,076 cf Flood Elev= 325.33' Surf.Area= 695 sf Storage= 1,111 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 13.6 min ( 810.1 - 796.5 ) Volume Invert Avail.Storage Storage Description #1 320.75' 1,111 cf 6.00'W x 115.75'L x 4.00'H Drainage 2,778 cf Overall x 40.0% Voids #2 325.33' 129 cf 6.00'W x 115.751 x 0.58'H Pea GraveHmpervious 403 cf Overall x 32.0% Voids 1,240 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 320.75' 25.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.40 cfs @ 11.75 hrs HW=320.83' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Pond 3P: Eave Trench Hydrograph 2 1.89 cfs —Inflow —Discarded Inflow Area=0.258 ac Peak Elev=324.62' Storage=1 ,076 cf N w U 0 1 LL 0.40 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24-027 DR-PR Type 1124-hr 100-yr Rainfall=6.17" Prepared by Verity Engineering, DPC Printed 4/4/2025 HydroCAD® 10.20-6a s/n 09886 ©2024 HydroCAD Software Solutions LLC Page 42 Summary for Link 1 L: DP-1 Inflow Area = 0.851 ac, 60.21% Impervious, Inflow Depth = 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 Hydrograph 1 —Inflow —111 —Primary Inflow Area=0.8�1 ac N I II w 3 0 LL 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Appendix G Environmental Assessment Form Stormwater Pollution Prevention Plan(SWPPP) G 3 Unlimited Drive April 2025 Short Environmental Assessment Form Part I -Project Information Instructions for Completing Part 1—Project Information. The applicant or project sponsor is responsible for the completion of Part 1. 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. Complete all items in Part 1.You may also provide any additional information which you believe will be needed by or useful to the lead agency;attach additional pages as necessary to supplement any item. Part 1—Project and Sponsor Information Name of Action or Project: 3 Unlimited Drive Building Expansion Project Location(describe,and attach a location map): 3 Unlimited Drive,Saratoga Springs,NY 12866 Brief Description of Proposed Action: The applicant is proposing to construct a±17,000 square feet(sq.ft.)single-story warehouse building addition keyed onto the northeast portion of the existing±56,020 sq.ft.building,totaling±73,020 sq.ft.on a±6.5-acre parcel with address 3 Unlimited Drive. The parcel is located in the City of Saratoga Springs, NY(TM#:178.-1-50.121)and located in the General Industrial(IND-G)zone and is an allowed use.The development plan includes other site appurtenances such as storm water management,loading area and site lighting.No new public or private utility service connections are proposed. The building addition will incorporate area dedicated to high-bay industrial warehouse storage with two(2)loading dock positions along the west building wall.The project will disturb less than one(1)acre of land and is not subject to a New York State Department of Environmental Conservation(NYSDEC)Stormwater Discharge Elimination System(SPDES)permit coverage;however,is subject to City of Saratoga Springs Stormwater regulations. Runoff from stormwater will be conveyed via sheet flow to surface detention and infiltration practices. The project scope of work entails no clearing and grubbin,earthwork and grading for the preparation of the building pad,stormwater management practices,building construction,surfacing and building-mounted lighting. Name of Applicant or Sponsor: (518 Telephone: ) p 584-6174 Munter Enterprises E-Mail: John@munterenterprises.com Address: 881 Murray Road City/PO: State: Zip Code: Middle Grove NY 12850 1. Does the proposed action only involve the legislative adoption of a plan,local law,ordinance, NO YES administrative rule,or regulation? If Yes,attach a narrative description of the intent of the proposed action and the environmental resources that ❑ may be affected in the municipality and proceed to Part 2. If no,continue to question 2. 2. Does the proposed action require a permit,approval or funding from any other government Agency? NO YES If Yes,list agency(s)name and permit or approval:City of Saratoga Springs PI Bd:Site Plan,Land Disturbance ❑ 3. a. Total acreage of the site of the proposed action? ±6.5 acres b.Total acreage to be physically disturbed? ±0.8 acres c. Total acreage(project site and any contiguous properties)owned or controlled by the applicant or project sponsor? ±6.5 acres 4. Check all land uses that occur on,are adjoining or near the proposed action: 5. ❑Urban ❑ Rural.(non-agriculture) Industrial ❑ Commercial. ❑ Residential(suburban) ❑ Forest ❑ Agriculture ❑ Aquatic 0 Other(Specify): Heavy Rail ❑ Parkland Page 1 of 3 5. Is the proposed action, NO YES N/A a. A permitted use under the zoning regulations? ❑ ❑ ❑ b. Consistent with the adopted comprehensive plan? ❑ ❑ ❑ NO YES 6. Is the proposed action consistent with the predominant character of the existing built or natural landscape? ❑✓ ❑ 7. Is the site of the proposed action located in, or does it adjoin,a state listed Critical Environmental Area? NO YES If Yes,identify: ❑� ❑ NO YES 8. a. Will the proposed action result in a substantial increase in traffic above present levels? ❑ ❑ b. Are public transportation services available at or near the site of the proposed action? ❑ ❑ c. Are any pedestrian accommodations or bicycle routes available on or near the site of the proposed ❑ ❑ action? 9. Does the proposed action meet or exceed the state energy code requirements? NO YES If the proposed action will exceed requirements,describe design features and technologies: 10. Will the proposed action connect to an existing public/private water supply? NO YES If No,describe method for providing potable water: 11. Will the proposed action connect to existing wastewater utilities? NO YES If No,describe method for providing wastewater treatment: 12. a.Does the project site contain,or is it substantially contiguous to,a building,archaeological site,or district NO YES 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? b.Is the project site,or any portion of it,located in or adjacent to an area designated as sensitive for ❑ ❑ archaeological sites on the NY State Historic Preservation Office(SHPO)archaeological site inventory? 13. a. Does any portion of the site of the proposed action,or lands adjoining the proposed action,contain NO YES wetlands or other waterbodies regulated by a federal, state or local agency? ❑ ❑ b. Would the proposed action physically alter,or encroach into,any existing wetland or waterbody? ❑ ❑ If Yes,identify the wetland or waterbody and extent of alterations in square feet or acres: Page 2 of 3 14. Identify the typical habitat types that occur on,or are likely to be found on the project site. Check all that apply: ❑Shoreline ❑ Forest ❑Agricultural/grasslands 0 Early mid-successional ❑Wetland ❑ Urban ❑ Suburban 15. Does the site of the proposed action contain any species of animal,or associated habitats,listed by the State or NO YES Federal government as threatened or endangered? Frosted Elfin, Karner Blue ❑ ❑✓ 16. Is the project site located in the 100-year flood plan? NO YES ✓❑ ❑ 17. Will the proposed action create storm water discharge,either from point or non-point sources? NO YES If Yes, ❑ a. Will storm water discharges flow to adjacent properties? Z IT b. Will storm water discharges be directed to established conveyance systems(runoff and storm drains)? ❑ Z If Yes,briefly describe: Stormwater runoff will be conveyed via sheetflow,open and closed drainage to infiltration practices. 18. Does the proposed action include construction or other activities that would result in the impoundment of water NO YES or other liquids(e.g.,retention pond,waste lagoon,dam)? If Yes,explain the purpose and size of the impoundment: ❑ ❑ 19. Has the site of the proposed action or an adjoining property been the location of an active or closed solid waste NO YES management facility? If Yes,describe: 20.Has the site of the proposed action or an adjoining property been the subject of remediation(ongoing or NO YES completed) for hazardous waste? If Yes,describe: I CERTIFY THAT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor/name: John Munter Date: Signature: Title:President PRINT FORM Page 3 of 3 EAF Mapper Summary Report Wednesday, February 19, 2025 2:50 PM 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 178-1-5g answered by the EAF Mapper.Additional information on any EAF 178 40 -� question can be obtained by consulting the EAF Workbooks. Although 77.-1-52.2 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 Grande 51v d —- � _-, - substitute for agency determinations. r _ Ki plan MOMp6 178.-1-35.111 �13 178. Ymiunn � _ Rochester 5 °� �6urFalo N'wrYorlr x dlhairy ._ � y7nlimlkad i n - 178.-1 ? - iiZZ 1-5%1PI1 Sv'Lr-es:Esr HERS Garmi7 USES Ir#errnav INtiFEh,� l ° Sour' s r k Safmir USGS, ntefinap, NC RE MENT NRCan, Es i Japar. PA I Esri IRCan Es•i!tpa t, FAE-I, Esn Chira fr31)9.IC,r�', Ern ICOiea Es•i hina Hor '{Esri Kxea� Esri-Thailand;,NGCC. 4r,+0 er5#r�e#Map cn-i#nr;-LJ rfs a-ld Thai a-io; IN GC,. !.; Dpe r 51.re!!tM ap€c�lrw;u!:crs and 'the CIS Use,CoIrJni'1#'y User EMir V%ffl;, Esri. HERE. Dar"rin P f. "_SS. NpS f F.r�ah .nn Part 1 /Question 7 [Critical Environmental No Area] Part 1 /Question 12a [National or State No Register of Historic Places or State Eligible Sites] Part 1 /Question 12b [Archeological Sites] No Part 1 /Question 13a [Wetlands or Other No Regulated Waterbodies] Part 1 /Question 15 [Threatened or Yes Endangered Animal] Part 1 /Question 15 [Threatened or Frosted Elfin, Kamer Blue Endangered Animal - Name] Part 1 /Question 16 [100 Year Flood Plain] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. Part 1 /Question 20 [Remediation Site] No Short Environmental Assessment Form - EAF Mapper Summary Report 1 Appendix H Erosion and Sediment Control Plans Stormwater Pollution Prevention Plan(SWPPP) H 3 Unlimited Drive April 2025 GENERAL CONSTRUCTION SEQUENCE TOTAL DISTURBANCE = 0.78 ACRES N PRE-CONSTRUCTION ` 1. OBTAIN PLAN APPROVAL, GRADING PERMIT, ANY EASEMENTS, AND ALL OTHER LEGAL en CONTRACTS/PERMITS REQUIRED FOR CONSTRUCTION. 2. FLAG THE WORK LIMITS AND MARK TREES AND AREAS FOR PROTECTION AS REQUIRED. Engineering � ,.���r�n g 3. HOLD PRE-CONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO STARTING i CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE CITY OF SARATOGA SPRINGS BUILDING Verity Engineering, D.P.C. DEPARTMENT, DESIGN ENGINEER, INSPECTING ENGINEER, AND THE SWPPP MONITORING PROFESSIONAL. P.O. BOX 474 Troy, New York 12181 4. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT, INLET PROTECTION, AND 518.389.7200 I verityeng.com CONCRETE WASHOUT. 5. STAKE OUT CLEARING LIMITS. AREAS OF DISTURBANCE SHALL NOT EXCEED FIVE (5) ACRES AT ANY TIME. OBTAIN APPROVAL FROM CITY OF SARATOGA BUILDING DEPARTMENT TO PROCEED WITH GRADING PERMIT. CONSTRUCTION STAGE GIN E Rq! 6. COMPLETE REMOVAL OF EXISTING STRUCTURES, CLEARING AND GRUBBING. M®! Muniter 8. STRIP AND STOCKPILE TOPSOIL, REMOVE LOOSE SOILS THAT ARE NOT SUITABLE FOR THE ............ ..c ENTERPRISES, INC. PROPOSED IMPROVEMENTS. STOCKPILE WITHIN APPROVED AREA WITH ADEQUATE oo PROTECTION. PROCEED WITH ROUGH GRADE TO CREATE LEVEL AREA FOR FUTURE VEHICLE =RAC_"D/ 881 Murray Road PARKING AND BUILDING SLAB. Middle Grove, NY 12850 9. PROCEED WITH ROUGH GRADING AND IMPORTING/EXPORTING OF FILL AS REQUIRED. 518.584.6174 CONSTRUCT SEDIMENT TRAP AT LOCATION OF FOREBAY AND CREATE SWALES TO FOREBAY. m unterenterprises.co m WnB Windsor Loamy Sand 10. PREPARE BUILDING PAD AND POUR FOUNDATION, ALLOW 28 DAYS FOR CURING. 3-8% Slopes HSG: A 11. TRENCH FOR UTILITIES 12. INSTALL STORMWATER PRACTICES. w W � DUPLAINVILLE ROAD O 13. CONTINUE GRADING TO FINE GRADING SLOPES, STABILIZE IMMEDIATELY. Ln 14. INSTALL PAVEMENTS. � (A.K.A. GRANDE BOULEVARD - F.K.A. CAD Y HILL ROAD) } POST-CONSTRUCTION J 3 w z 15. ONCE CONSTRUCTION IS COMPLETED, CONTRACTOR TO PERMANENTLY STABILIZE ALL ----- EXPOSED AREA, INCLUDING AREAS THAT HAVE BECOME BARE DUE TO TRAFFIC. � } 16. ENSURE POSITIVE DRAINAGE FLOW AWAY FROM BUILDINGS AND ADJACENT PROPERTIES SO V O INSERT INLET 02 Industrial Railroad Spur easement To Delaware = THAT FLOWS HAVE A POSITIVE DIRECTION TOWARDS STORMWATER COLLECTION DEVICES. H o PROTECTION C 502 An d Hudson Rail way Company_ I ¢ 17. REMOVE ANY ACCUMULATED SEDIMENT AND ENSURE ALL STORMWATER MANAGEMENT PRACTICES � 04 CB-1 __----------(B�k-910 Of Deeds At P_cxge-S507---_-__ -----) I ¢ / - - _- I I ARE FUNCTIONING CORRECTLY, AND DISCHARGING CLEAN RUNOFF. H SILT FENCE RIM: 321.50' 03 _ ¢ C 50 9 ___ -- i 18. PERFORM FINAL CLEANUP OF DEBRIS, AND REPAIR ANY AREAS THAT WERE AFFECTED FROM - ------------ - INV IN: 318.80' (6") STORMWATER MANAGEMENT 08 - INV OUT: 318.30' (12") C 502 ----------------- ____---- SIGNAGE TYPE B C-50 --- I CONSTRUCTION. Uj - - a �� 19. REMOVAL OF OVERALL EROSION CONTROL MEASURES MAY ONLY OCCUR WHEN THE PROJECT_ ONE _ --- ____ � i� 25.0' N 75.0' IS SUFFICIENTLY STABILIZED AND REQUIRES THE APPROVAL OF THE CITY OF SARATOGA H memo - _ 3 \ ------------------------ Ln Ln SPRINGS BUILDING DEPARTMENT AND THE SWPPP INSPECTOR. THE CITY ENGINEERS OFFICE a 324-�'-y--?g -------------------327328---------------------------_- \\\ N N MAY WISH TO INSPECT STORMWATER BASIN. V a - �ol�- ---------------326-- ---------- \\ 325' \\ EROSION & SEDIMENT CONTROL PLAN NOTES: Z - �J-- -- -- -----���i324 E� EEE� mM r�r>r 7-���� SF SF SF SF ------_-- 323_ �� ~ ¢ _-� - ---hob -----------� � i 1. ALL PROPOSED EROSION CONTROLS SHALL BE INSTALLED PRIOR TO BEGINNING OF � Q ¢ I - �y _ -_ n�L� _- ---- CONSTRUCTION. FINAL LOCATION AND CONSTRUCTION SHALL BE REVIEWED BY A N STOCKPILE 07 \ JI X�ti - x- - '� ��h \�Lh I I J o W QUALIFIED PROFESSIONAL. AREA C 50 11 INSTALL AND MAINTAIN ,�L, �� �Lti �3°__ `" ''� I I I 1 I I O 2. REMOVE EROSION CONTROLS ONLY UNDER THE AUTHORIZATION OF A QUALIFIED H C 50 CONCRETE WASHOUT �,� X I� I I i I I I \\ PROFESSIONAL. M� L) SF SF SF�`'F "� INV:320.00 -- -- �O�O I I o \ 3. CONTRACTOR MUST PROTECT ALL SURFACE WATERS FROM SILTATION DURING CONSTRUCTION W w o II 6" N12 HOPE _ tih I I I I m I WITH APPROPRIATE MEASURES INCLUDING, BUT NOT LIMITED TO, PLACING STRAW BALES 12 LF @ 10.37% -_ `` i I i i II 11 AND SILT FENCING AROUND WORK. -` o 4. EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THIS PLAN ARE THE MINIMUM Lw LIMITS OF DISTURBANCE \ REQUIRED. ADDITIONAL MEASURES MAY BE REQUIRED, BASED ON FIELD CONDITIONS,Eli H --- 0.78 AC , o // ❑❑ ❑❑ I i I I Iy 11 = DURING CONSTRUCTION AS DIRECTED BY A QUALIFIED PROFESSIONAL. z m 12" N12 HOPE I I I m I O 5. EROSION AND SEDIMENT CONTROL METHODS SHALL COMPLY WITH THE NEW YORK STATE 1 ' 69 LF @ 0.44% I� �� �� 111 \ / I I II INFILTRATION TRENCH 01 STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL, LATEST EDITION. m � � ( C-501 318.26 �° I'�1 �Io I I IT#1 I/ 6. EROSION AND SEDIMENT CONTROL DEVICES SHALL BE INSPECTED PERIODICALLY AND AFTER \-J �� / 11 I I I I I y EACH RAINFALL EVENT. THE CONTRACTOR SHALL REPAIR THE EROSION AND SEDIMENT II CONTROL DEVICES AS NECESSARY AND AS DIRECTED BY A QUALIFIED PROFESSIONAL. OF N E!N Y / � F77F 11 IF-11 D O II ��ti , _ / I i`�"1 I / 7. ALL TEMPORARY EXPOSED FACES OF EARTH CUTS AND FILLS SHALL BE VEGETATED OR Q. DAMES O 90 Ln ROOF DRAIN I I I I 1 / PROTECTED FROM EROSION IMMEDIATELY UPON COMPLETION OF EARTHWORK OR IF WORK IN - x WAREHOUSE STORAGE II THESE AREAS IS TO BE SUSPENDED FOR FOURTEEN (14) DAYS. PROVISIONS SHALL BE W * Q INV:319.00 I I Q y / MADE IN ORDER TO MINIMIZE THE AREA TO BE DISTURBED AND TO PREVENT THE STORMWATER MANAGEMENT \_ 6" N12 HOPE 17 , 363 SQ . FT. I I I I I OBSERVATION 03 I I O CONCENTRATION OF STORM WATER RUNOFF AND EROSION OF DISTURBED EARTH SLOPES. � � w SIGNAGE TYPE A INV:318.00� 22 LF @ 5.00% 06 FFE : 325 . 66 ' I I I WELL c 5o m 2 i - i 1 I I I 1 I 8. UPON COMPLETION OF GRADING OPERATIONS THE DISTURBED AREAS SHALL BE STABILIZED SPILLWAYEII1:1 INV:317.88 RIPRAP OUTLET C-50 / I r` I 1 I BY THE FOLLOWING METHODS, DEPENDING UPON THE CLASSIFICATION OF THE AREA AS 30� PROTECTION I 1 I I I EITHER TO RECEIVE PERMANENT OR TEMPORARY SEEDING: �,p �94 v� I m Metal Metal 9 ESSI S INV:320.50 SEED BED PREPARATION=320.75' Railing Railing- / / NP Out=318.67' ------_,_ - \ I I I IF AREAS ARE DEEMED AS REQUIRING TOPSOIL THEN APPLY TOPSOIL TO A UNIFORM IT i5 A VIOLATION OF NEW PORK STATE EDUCATION LAW ARTICLE A FOR AND • --- - / / I I PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED -- --- 6" N12 HDPE \ �/ _ _\__ I I I I MINIMUM DEPTH OF FOUR INCHES (4"). TOPSOIL SHALL BE FRIABLE AND LOAMY, FREE OF PROFESSIONAL ENGINEER, To ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THE ALTERING ENGINEER SHALL AFFIX TO THE DOCUMENT THEIR SEAL, THE NOTATION srj O� r� N 12 LF @ 4.00 DEBRIS, OBJECTIONABLE WEEDS, AND STONES, AND CONTAIN NO TOXIC MATERIALS. IF "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE of SUCH ALTERATION, AND \ A SPECIFIC DESCRIPTION OF THE ALTERATION. 322 y�o' m / I 1 W TOPSOIL IS DEEMED UNNECESSARY THEN PREPARE SEED BED BY SCARIFYING COMPACTED "� r� IN 1 1111 00 I ICI I I I = AREAS AND REMOVING DEBRIS, ROCKS, AND STUMPS. SEEDBED SHALL RECEIVE THE COPYRIGHT®2025 VERITY ENGINEERING D.P.C. ALL RIGHTS RESERVED. X M 11 IIII 3 MI I I 1 O _ -323--- ------ ---M- ROOF -_----- I I i I I _ FOLLOWING SOIL AMENDMENTS: M --4 DRAIN -__ __ I I 1 DESIGNED BY: EAS 8.1. LIME TO A Ph OF 6.0 8.2. FERTILIZE WITH 600 LBS OF 5-10-10 OR EQUIVALENT PER ACRE (14 LBS./1000 SQ. DRAWN BY: EAS OBSERVATION 33 316 ,32�/ \\ \\ I I I I 11 FT) THE SOIL AMENDMENTS SHALL BE WORKED INTO THE SEED BED WITH A DISC, - WELL-- _ 317 \ \ I I I I W SPRINGTOOTH HARROW, OR OTHER SUITABLE EQUIPMENT. ° _ _ \ \_ 1 CHECKED BY: AJV 319 ''� 5 1� \ � I I I I 1 TEMPORARY SEEDINGS As halt Concrete L Asphalt �, _ __ _ 5 I i 1 ANNUAL RYEGRASS SEED SHALL BE APPLIED AT A RATE OF 0.9 LBS PER 1000 SQUARE APPROVED BY: AJV p o 0 3210 G1 '��� \ _ �366 SLh� I I I o = FEET. USE WINTER RYE IF SEEDING DURING OCTOBER/NOVEMBER. U 02 INFILTRATION BASIN - SCALE: AS NOTED IB#1- 322 �vo I m /) O PERMANENT SEEDINGS C 50 750.5' 323-\ I��Q� I III I / SEEDING SHALL CONSIST OF 1 LB PER 1000 SQUARE FEET OF SEED CONTAINING AT LEAST DATE: 02/10/2025 6.0' Roof Overhang yh' 324 d,9 / I I I I U / 50% FAST SPROUTING PERENNIAL RYE GRASS AND 10% PINK CLOVER OR ALFALFA. THE _ _ - - - - - - - - - - - - - - - - - - - '? / I I I I o SEED MIX SHALL BE SPREAD BY UTILIZING A CYCLONE SEEDER, DRILL, OR CULTIPACK O O O O O O - J SEEDER. SEED DEPTH SHALL BE FROM 1/4 TO 1/2 INCH DEEP. SEED MAY ALSO BE I I I I i APPLIED BY APPROPRIATE HYDROSEEDING METHODS. ALL SEEDED AREAS SHALL BE MULCHED / / �3� Vent ��S I I I I i N WITH STRAW MULCH APPLIED AT RATE OF 2 TON/ACRE (90 LBS PER 1000 SQUARE FEET) n m Bollards Bollards �L`' Hood °o I I I �� v AND ANCHORED WITH "TERRA-TACK" OR EQUIVALENT. ¢ I III I \ W = ROCK I I WHEN ENCOUNTERED, SHALL BE UNDERCUT A MINIMUM OF 12 INCHES BELOW FINISHED I I I I \ GRADE; BACKFILL OVER THE ROCK SHALL CONSIST OF 8 INCHES OF GRANULAR FILL AND 4 p I III I \ INCHES OF TOPSOIL. H co IIII \\ u III I 9. IF STABILIZATION BY SEEDING CANNOT OCCUR DURING THE RECOMMENDED SEEDING o LO I II PERIODS, TOPSOIL, FILL, AND EXCAVATED MATERIALS AREAS SHALL BE TEMPORARILY I 1 I I \\ STABILIZED WITH ANCHORED MULCH UNTIL SUCH TIME AS EFFECTIVE SEEDING CAN OCCUR. Oz oz 10. STOCKPILE MATERIALS SHALL NOT BE LOCATED WITHIN TWENTY-FIVE FEET (251) OF ANY v~i c I 1 II I \ DITCH, STREAM, OR OTHER SURFACE WATER BODY. Ln H O a I III I I 11. IF CONSTRUCTION IS SUSPENDED, OR SECTIONS COMPLETED, AREAS SHALL BE SEEDED =M Ln w a r,) (b I I I I I AND/OR MULCHED IMMEDIATELY. L p 00 111 II I 12. COMPLY WITH THE APPLICABLE STIPULATIONS SET FORTH IN THE STORM WATER ¢ EXISTING BUILDING 20.0' U I I I I ) POLLUTION PREVENTION PLAN (SWPPP) PREPARED FOR THIS PROJECT. H Metal Building z o IIIII / Ln IIII / o IIII // \ 20.0' / / INFILTRATION PRACTICES: N C14 /� INFILTRATION PRACTICES SHALL NOT BE USED AS SEDIMENT TRAPS. ALLLU CONSTRUCTION RUNOFF SHALL BE DIRECTED TO AN APPROPRIATE SEDIMENT o N Ijllr � CONTROL DEVICE. INFILTRATION BASINS MAY ONLY HAVE FLOWS DIRECTED o o IIIIII 'N TO THEM ONCE THE SITE HAS BEEN STABILIZED BY VEGETATION OR THE o IIII I INSTALLATION OF SUBBASE. PROVIDE INLET PROTECTION AS IDENTIFIED. ¢ w IIIIII LO a IIII 1 z CARE SHALL BE TAKEN WHEN CONSTRUCTION ACTIVITY IS NEAR U) -ire � II LEGEND INFILTRATION AREA. COMPACTION SHOULD BE AVOIDED. DE-COMPACTION N hookup 23.5' 11 - PRIOR TO VEGETATING 111\ \ /� PROPERTY LINE GRADING PLAN Rip Rap/ N 150.5' l GRAPHIC SCALE PLANNING BOARD # 20250OXX i a I / i 20 0 10 20 40 80 I � � > I I I /� APPROVAL Co vered I I I I I Approved under authority of a resolution adopted N o ° I Concrete 11 pp y p N IN FEET ) by the Planning Board of the City of Saratoga Springs. C _ 1 2 1 Chairperson a I I n TF = 323.71' ��\i /p�/, �� 1 inch = 20 ft. Date Signed: 4 of 7