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HomeMy WebLinkAbout20231004 3376 Broadway Treehouse Site Plan SWPPPSTORMWATER POLLUTION PREVENTION PLAN THBC NY, LLC Proposed Microproduction Brewery 3376 South Broadway City of Saratoga Springs, Saratoga County, State of New York December 4, 2023 Revised: Feburary 2, 2024 Prepared by: 17 Computer Drive West, Albany, NY 12205 Phone: (518) 438-9900 Fax: (518) 438-0900 www.bohlereng.com No. NYB230191.00 PROGRESS PRINTSTATE O F NEW Y ORKVIS H A L R A I 104 6 4 1LICENSE D PROFESS I O N A L ENGINEER 1 | P a g e Table of Contents I. INTRODUCTION .............................................................................................................................. 2 II. BACKGROUND INFORMATION ........................................................................................................ 2 A. EXISTING CONDITIONS ............................................................................................................................ 2 B. PROPOSED CONDITIONS ......................................................................................................................... 2 III. CONSTRUCTION DRAWINGS: .......................................................................................................... 3 IV. SOIL DESCRIPTION: ......................................................................................................................... 3 V. CONSTRUCTION PHASING: .............................................................................................................. 4 VI. POLLUTION PREVENTION MEASURES: ............................................................................................ 4 VII. SOIL STABILIZATION MEASURES: .................................................................................................... 4 VIII. EROSION AND SEDIMENT CONTROL PRACTICES:............................................................................. 4 IX. MAINTENANCE SCHEDULE: ............................................................................................................. 4 X. RECEIVING WATERS: ....................................................................................................................... 5 XI. SWPPP IMPLEMENTATION AND PERMIT COVERAGE TERMINATION: .............................................. 5 XII. STORMWATER RUN-OFF CHARACTERISTICS: ................................................................................... 6 XIII. ARCHEOLOGICAL SENSITIVE AREA: ................................................................................................. 6 XIV. CONSTRUCTION ACTIVITIES MEETING CONDITIONS IN TABLE 2 OF APPENDIX B ............................. 6 XV. SWPPP DEVELOPMENT – 6 STEP PROCESS: ..................................................................................... 7 1. SITE PLANNING – GREEN INFRASTRUCTURE: ............................................................................................... 7 2. DETERMINING WATER QUALITY VOLUME: ................................................................................................. 8 3. RUNOFF REDUCTION: ............................................................................................................................. 8 4. MINIMUM RRV: ................................................................................................................................... 8 5. APPLY SMP’S TO ADDRESS REMAINING WQV: ............................................................................................ 9 6. APPLY VOLUME AND PEAK RATE CONTROL PRACTICES: .................................................................................. 9 XVI. APPENDICES .................................................................................................................................. 10 A. NYSDEC SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITY PERMIT NO. GP-0-20-001 ............................................................................................................................................. 10 B. NYSDEC NOTICE OF INTENT (NOI) AND NOTICE OF TERMINATION FORMS ................................................... 10 C. STORMWATER GENERAL OPERATION AND MAINTENANCE PLAN, CONSTRUCTION / OPERATION AND MAINTENANCE / INSPECTION REPORT FORMS, INSPECTOR CERTIFICATION FORM, INSPECTION LOG & CONSTRUCTION SITE INSPECTION AND MAINTENANCE LOG BOOK ............................................................................................................................. 10 D. CONTRACTOR/OWNER CERT. FORMS, CONSTRUCTION ACTIVITY FORM ......................................................... 10 E. CULTURAL RESOURCE INFORMATION SYSTEM – ARCHEOLOGICAL MAP AND NYSOPRHP LETTER OF NO EFFECT .. 10 F. STORMWATER MANAGEMENT REPORT ................................................................................................... 10 G. CONSTRUCTION DRAWINGS & PHASING PLANS ......................................................................................... 10 2 | P a g e I. Introduction THBC NY, LLC. is proposing to develop a ±10.7-acre site within the City of Saratoga Springs, Saratoga County, New York. The project site is located at 3376 US Route 9 (South Broadway), approximately ±1,300 feet south of the intersection with Crescent Ave and is currently with ±10,420 sf of paved parking. A proposed ±19,950 sf microproduction brewery and a pavilion is proposed along with new patio seating, parking facilities, utility connections, stormwater management facilities, and other appurtenances as depicted on the Proposed Site Plan Documents prepared by Bohler, dated November 30, 2023, revised: Feburary 2, 2024. This report will address the required components for a Stormwater Pollution Prevention Plan (SWPPP) as specified by the New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-20-001. II. Background Information a. Existing Conditions The overall property is approximately ±10.7 acres and is currently developed with ±10,420 sf of paved parking and is comprised primarily of brush and vegetation. The site is located along US Route 9 (South Broadway) (Tax Map 178.00-2-15) in the City of Saratoga Springs. The site is surrounded by a car dealership to the north, wooded area and a mental health facility to the east, wooded area and a hotel to the south, and US Route 9 to the west. The site generally slopes in a southeasterly direction from US Route 9 towards the existing wetlands located along the easterly property boundary and eventually discharges into the Kayaderosseras Creek tributary to Saratoga Lake. Existing drainage patterns are expected to remain after the proposed development. b. Proposed Conditions A new microproduction brewery and three pavilions are proposed to be constructed along with associated patio seating, parking areas, access drives, utilities, stormwater management facilities, and other appurtenances. An entrance- only ingress curb cut and an exit-only egress curb cut are proposed on US Route 9. The northernmost egress is proposed to be in the same location as the existing curb cut. The southernmost ingress proposes to relocate the existing curb cut. Stormwater is proposed to be collected and treated onsite. New stormwater management facilities are proposed to mitigate impacts of this development project. These facilities adhere to the latest NYSDEC manual for quality and quantity treatment while maintaining existing tributary flow patterns. 3 | P a g e The proposed project is further depicted on the accompanying Proposed Site Plan Documents prepared by Bohler, dated November 30, 2023, no revisions listed. The property owner will be responsible for all construction activities, post construction operations and maintenance of the facility and all responsibilities specified in the SWPPP. III. Construction Drawings: Included in this report are the following drawings: Site Survey – Existing condition for all parcels involved in this project including all required existing information (watercourses, topography, vegetation, utilities, property boundaries, etc.) Site Plan – Comprehensive plan of all proposed improvements and limits of disturbance. Grading & Drainage Plan – Plan illustrates existing and proposed slopes, proposed stormwater quantity and quality mitigation measures and limits of disturbance. Utility Plan – Plan includes detailed design information for the installation of all proposed utilities resulting in the disturbance of soil for this project. Erosion and Sediment Control Plan – Erosion and sediment control measures to be in place and inspected, prior to commencement of construction. The proposed measures were designed in accordance with the current New York Standards and Specifications for Erosion and Control Manual. Proposed measures include inlet protection, silt fence along the project perimeter, temporary stone outlet sediment traps, stabilized construction entrance and construction sequencing. Erosion and Sediment Control Details – Plan contains all notes, details and construction sequencing necessary for the construction of the erosion control practices as shown on the Erosion and Sediment Control Plan. Landscaping Plan – Included is all proposed landscaping for the project. Construction Details – Included are all details associated with the post- construction stormwater management system. IV. Soil Description: Data supplied by the USDA Natural Resources Conservation Service (NRCS) indicates that site soils are primarily classified as Deerfield Loamy Fine Sand (DeA and DeB) with a hydrologic soils group classification of “A” type soil group. NRCS soil data can be found in the Stormwater Management Report included in the appendices. Further on-site geotechnical evaluation was performed to confirm soil characteristics and the findings may also be found in the Stormwater Management Report included in the appendices. 4 | P a g e V. Construction Phasing: Limits of clearing and grading, utility and infrastructure installation and all other associated activities resulting in soil disturbance are detailed on the Erosion and Sediment Control, Grading and Drainage and Utility Plans. Construction sequencing is listed on the General Notes Sheet. VI. Pollution Prevention Measures: Pollution Prevention measures during construction are detailed on the SWPPP / Erosion and Sediment Control Plan. Construction waste will be disposed in on-site construction dumpsters immediately. The dumpsters shall be located such that any stormwater run-off will be directed to a sediment trap. Any materials or chemicals considered to be hazardous shall be covered or stored in construction trailers to ensure no discharge to stormwater will occur. VII. Soil Stabilization Measures: Initial clearing and grading will commence once the proposed erosion and sediment control practices are in place as detailed on the erosion and sediment control plan and approved by the SWPPP Monitoring Professional. All grading and excavation will be conducted such that associated stormwater run-off is directed to the temporary sediment trap. The trap will be abandoned once the drainage structures are in place with proper inlet protection installed and all disturbed areas are stabilized. VIII. Erosion and Sediment Control Practices: Specific types, sizes, lengths and dimensions for all erosion control practices and sizing for temporary sediment basins are detailed on the Erosion and Sediment Control Plan and Detail Sheet. All temporary erosion control practices shall be in place prior to construction and shall remain until the limits of disturbed areas are stabilized. IX. Maintenance Schedule: Maintenance of the proposed erosion and sediment control practices are detailed on the Erosion and Sediment Control Plan. Included in this report are Construction Inspection and Operations and Maintenance Checklists. The operator is ultimately responsible for inspection and maintenance during construction. Stabilization must be achieved prior to removal of temporary erosion and sediment control devices and filing of the NYSDEC Notice of Termination (NOT). The SWPPP Monitoring Professional must inspect and approve final stabilization prior to filing of the NOT. Following the NOT filing, which terminates permit coverage, the Property Owner or any subsequent owner 5 | P a g e shall follow the guidelines set forth in this report and will be responsible for operations and maintenance over the lifetime of the facility. Operations and Maintenance of this facility is the responsibility of THBC NY, LLC. A designated representative shall conduct bi-annual inspections and keep a log of results and mitigation measures taken. This log shall be made available to the City of Saratoga Springs at their request. Maintenance shall depend mainly on inspection observations. Any deficiencies in the facility shall be corrected immediately upon discovery. Sediment removal shall occur on an as needed basis but at minimum twice yearly (if applicable). A qualified hauler, familiar in the proper disposal of waste, shall dispose of sediment. All parking lots shall be swept two (2) times per year, between the dates of October 1 and June 1 of each year. Cleaning of structures shall include the removal, and proper disposal, of all sand and debris from the sumps. Inspection forms and/or checklists in addition to maintenance procedures have been provided for use as part of this document. X. Receiving Waters: The proposed drainage system is designed to treat and release stormwater below the pre-development flow rate for all subject storm events. Stormwater is discharged to the existing wetlands along the eastern property line where it eventually discharges to Kayaderosseras Creek, mimicking existing conditions. XI. SWPPP Implementation and Permit Coverage Termination: THBC NY, LLC, as the operator, shall have each contractor and sub- contractors identify at least one (1) person responsible for SWPPP Implementation. This person must be trained and certified by the NYSDEC as stated on Page 19, Part III.A.6 of the NYSDEC General Permit GP-0-20-001 included in the appendix of this report. THBC NY, LLC, as the operator, shall designate an inspector meeting the qualifications as set forth on page 24, Part IV of the General Permit. The inspector shall be responsible for the construction phase of the project and the implementation of the pollution prevention measures set forth in this report. The designated individual shall have a complete understanding of all components of the stormwater management system. Delineation of SWPPP implementation responsibilities for the construction phase of the project are detailed in the Erosion and Sediment Control Plan. The plan details structural practices proposed to divert flows from exposed soils, store flows, and limit run-off and discharge of pollutants from exposed areas of the site during construction. THBC NY, LLC, shall also designate a qualified representative for the post development inspection and monitoring. The inspector shall follow the guidelines of the Operations and Maintenance Checklists included in this report. The inspector shall keep a continuous record of all inspection checklists, maintenance and repairs and shall make them available to the City and the NYSDEC at their request. 6 | P a g e An owner or operator that is eligible to terminate coverage must submit a completed NOT form to the address in Part II.A.1 of the NYSDEC General Permit GP-0-20-001 included in the appendix of this report. The NOT form shall be one which is associated with the general permit, signed in accordance with Part VII.H. An owner or operator may terminate coverage when one or more of the conditions in Parts V.A.1 thru V.A.5 have been met. XII. Stormwater Run-off Characteristics: Existing and proposed data describing stormwater run-off characteristics are included in the Stormwater Management Report, prepared by Bohler Engineering. This report is included in the Appendix. XIII. Archeological Sensitive Area: The project site lies within an archeologically sensitive area per CRIS mapping (map included in the Appendix). Application has been made to the State Historic Preservation Office and the project site has been determined to have no significant archeological sensitivity; no further investigation is required. XIV. Construction Activities Meeting Conditions in Table 2 of Appendix B This project will generate site run-off from construction activity that involves soil disturbance of one (1) or more acres, described in the permit section referenced above. Therefore, the following information is provided: 1. Descriptions of each post-construction stormwater control practice are included in the Stormwater Management Report and are detailed on the Grading and Drainage Plan included in the Appendix of this report. 2. Hydrologic and hydraulic analyses for all structural components of the stormwater control system, for all applicable design storms, are included in the Stormwater Management Report. 3. Comparison of pre and post development stormwater run-off conditions is included in the Stormwater Management Report. 4. Dimensions, materials and installation details for all post construction strormwater control practices are specified on the enclosed Grading and Drainage Plan. 5. A maintenance schedule is detailed on the Erosion and Sediment Control Plan and in the Operations and Maintenance Checklists included in this report. 7 | P a g e XV. SWPPP Development – 6 Step Process: 1. Site Planning - Green Infrastructure 2. WQv Determination 3. Apply GI Practices and Standard SMP’s with RRv Capacity 4. Determine minimum RRv 5. Apply Standard SMP’s to address remaining WQv, if required 6. Apply volume and peak control 1. Site Planning – Green Infrastructure: a) Preservation of Natural Resources: o Preservation of Undisturbed Areas: Construction and/or silt fence shall be constructed along the perimeter of the limits of disturbance of the site. The operator and contractors shall be instructed not to disturb any soil or vegetation beyond the limits of construction as noted on the plans. The size of the site and undisturbed area does not justify the delineation of permanent conservation easements. o Preservation of Buffers: The project does not impact any natural buffers. Therefore, delineation of permanent conservation easements is not warranted. o Reduction of Clearing and Grading: The limits of clearing and grading have been proposed at a minimum needed to construct the proposed facility. o Locating Development in Less Sensitive Areas: The proposed development will not result in adverse impact to sensitive resource areas such as floodplains, erodible soils, wetlands, mature forests and critical habitats. o Open Space Design: The proposed layout of this facility has been designed as conservatively as practical to reduce impervious coverage, preserve open space and protect water resources, while maintaining adequate space for access, parking and building area needed for the proposed use. o Soil Restoration / Preservation: The greenspace areas will have fresh topsoil and seed/sod added to establish turf and increase the porosity of the soils, in addition to application of NYSDEC mandated soil restoration practices. 8 | P a g e b) Reduction of Impervious Cover o Roadway Reduction: Roadway reduction is not applicable to this project. o Sidewalk Reduction: The sidewalks have been designed at a minimum width and length to provide safe access through and around the facilities. o Driveway Reduction: The access drives have been designed at a minimum width and length to provide safe access through the site. o Cul-de-sac Reduction: Cul-de-sac reduction is not applicable to this project. o Building Footprint Reduction: The building footprints have been designed at a minimum footprint to meet the needs of the intended use. o Parking Reduction: The parking areas have been designed to provide the minimum number of spaces needed for the intended uses. 2. Determining Water Quality Volume: The Water Quality Volume (WQv) has been calculated and is shown in the details section of the Storm Water Management Report. 3. Runoff Reduction: Standard SMP Infiltration Basin and Dry Swale practices have been applied to provide runoff reduction. Volume Reduction Porous Pavement practices have also been applied to further reduce runoff volume. GI worksheets and calculations are included within the Stormwater Management Report prepared by Bohler, dated December 4, 2023, no revisions listed. 4. Minimum RRv: The Minimum Runoff Reduction Volume Criteria has been calculated and is shown in the details section of the Storm Water Management Report. 9 | P a g e 5. Apply SMP’s to address remaining WQv: The required WQv is treated through several standard treatment practices –Infiltration Basins and Dry Swales, as outlined within the Stormwater Management Report. 6. Apply volume and peak rate control practices: The stormwater management facilities have been designed to detain tributary stormwater on site to control the volume and peak rate for the 1, 10 and 100 year storm events, as shown in the Drainage Report, included as an appendix to this document. 10 | P a g e XVI. Appendices A. NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-20-001 B. NYSDEC Notice of Intent (NOI) and Notice of Termination Forms C. Stormwater General Operation and Maintenance Plan, Construction / Operation and Maintenance / Inspection Report Forms, Inspector Certification Form, Inspection Log & Construction Site Inspection and Maintenance Log Book D. Contractor/Owner Cert. Forms, Construction Activity Form E. Cultural Resource Information System – Archeological Map and NYSOPRHP Letter of No Effect F. Stormwater Management Report G. Construction Drawings & Phasing Plans                                 A. NYSDEC SPEDES GENERAL PERMIT  FOR STORMWATER DISCHARGES  FROM CONSTRUCTION ACTIVITY  PERMIT NO GP‐0‐20‐001  þ{ËìûtYsËK$TÅTåOTTPPO&TIJNITYÐepartnnent *fHnvlranmantattsnseruatiðnNEW YORK STATEDEPARTMENT OF ENVI RONMENTAL CONSERVATIONSPDES GENERAL PERMITFOR STORMWATER D¡SCHARGESFromCONSTRUCTION ACTIVITYPermit No. GP- 0-20-001lssued Pursuant to Article 17, Titles 7, I and Article 70of the Environmental Conservation LawEffective Date: January 29,2020Expiration Date: January 28,2025John J. FergusonChief Permit Administrator/^ zZ -Z-öuthorized SignatureDateAddress: NYS DECDivision of Environmental Permits625 Broadway, 4th FloorAlbany, N.Y. 12233-1750 I PREFACE Pursuant to Section 402 of the Clean Water Act (“CWA”), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (“NPDES”) permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of “construction activity”, as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS ............................................................. 1 A. Permit Application ................................................................................................. 1 B. Effluent Limitations Applicable to Discharges from Construction Activities ........... 1 C. Post-construction Stormwater Management Practice Requirements .................... 4 D. Maintaining Water Quality ..................................................................................... 8 E. Eligibility Under This General Permit ..................................................................... 9 F. Activities Which Are Ineligible for Coverage Under This General Permit .............. 9 Part II. PERMIT COVERAGE ........................................................................................... 12 A. How to Obtain Coverage ..................................................................................... 12 B. Notice of Intent (NOI) Submittal .......................................................................... 13 C. Permit Authorization ............................................................................................ 13 D. General Requirements For Owners or Operators With Permit Coverage ........... 15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002 ....................... 17 F. Change of Owner or Operator ............................................................................. 17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ........................... 18 A. General SWPPP Requirements .......................................................................... 18 B. Required SWPPP Contents ................................................................................ 20 C. Required SWPPP Components by Project Type ................................................. 24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS ..................................... 24 A. General Construction Site Inspection and Maintenance Requirements .............. 24 B. Contractor Maintenance Inspection Requirements ............................................. 24 C. Qualified Inspector Inspection Requirements ...................................................... 25 Part V. TERMINATION OF PERMIT COVERAGE ........................................................... 29 A. Termination of Permit Coverage ......................................................................... 29 Part VI. REPORTING AND RETENTION RECORDS ...................................................... 31 A. Record Retention ................................................................................................ 31 B. Addresses ........................................................................................................... 31 Part VII. STANDARD PERMIT CONDITIONS .................................................................. 31 A. Duty to Comply .................................................................................................... 31 B. Continuation of the Expired General Permit ........................................................ 32 C. Enforcement ........................................................................................................ 32 D. Need to Halt or Reduce Activity Not a Defense................................................... 32 E. Duty to Mitigate ................................................................................................... 33 F. Duty to Provide Information ................................................................................. 33 G. Other Information ................................................................................................ 33 H. Signatory Requirements ...................................................................................... 33 I. Property Rights ................................................................................................... 35 J. Severability.......................................................................................................... 35 K. Requirement to Obtain Coverage Under an Alternative Permit ........................... 35 L. Proper Operation and Maintenance .................................................................... 36 M. Inspection and Entry ........................................................................................... 36 N. Permit Actions ..................................................................................................... 37 O. Definitions ........................................................................................................... 37 P. Re-Opener Clause .............................................................................................. 37 Q. Penalties for Falsification of Forms and Reports ................................................. 37 R. Other Permits ...................................................................................................... 38 APPENDIX A – Acronyms and Definitions ....................................................................... 39 Acronyms ...................................................................................................................... 39 Definitions ..................................................................................................................... 40 APPENDIX B – Required SWPPP Components by Project Type .................................... 48 Table 1.......................................................................................................................... 48 Table 2.......................................................................................................................... 50 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ........................ 52 APPENDIX D – Watersheds with Lower Disturbance Threshold ..................................... 58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) ........... 59 APPENDIX F – List of NYS DEC Regional Offices .......................................................... 65 (Part I) 1 Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a) – (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part I.B.1.(a) – (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan (“SWPPP”) the reason(s) for the (Part I.B.1) 2 deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments (Part I.B.1.b) 3 listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (Part I.B.1.e.iii) 4 (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices (“SMPs”) are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume (“RRv”): Reduce the total Water Quality Volume (“WQv”) by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. (Part I.C.2.a.ii) 5 For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shal l be treated by application of standard SMPs. (iii) Channel Protection Volume (“Cpv”): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (“Qp”): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (“Qf”): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1 -year, 24 hour design storm over the post-developed watershed and shall be (Part I.C.2.b.i) 6 calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (Part I.C.2.c) 7 c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 – 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are n o changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site (Part I.C.2.d) 8 d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Comp ilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. (Part I.E) 9 E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; waters to which other components have not been added that are used to control dust in accordance with the SWPPP ; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or (Part I.F.4) 10 operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non -jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase “D” (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. (Part I.F.8) 11 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ▪ 1-5 acres of disturbance - 20 feet ▪ 5-20 acres of disturbance - 50 feet ▪ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (Part I.F.8.c) 12 (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. (Part II.B) 13 B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department’s website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department’s online NOI. 3. The owner or operator shall have the SWPPP preparer sign the “SWPPP Preparer Certification” statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act (“SEQRA”) have been satisfied, when SEQRA is applicable. See the Department’s website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act (“UPA”) (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits (Part II.C.2.b) 14 must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. (Part II.C.3.b) 15 b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed “MS4 SWPPP Acceptance” form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed “MS4 SWPPP Acceptance” form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (“NOT”) has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor’s or subcontractor’s certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land (Part II.D.3) 16 use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than fi ve (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner’s or operator’s coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the (Part II.D.6) 17 regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or (Part II.F.3) 18 operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; (Part III.A.4.b) 19 b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notificati on, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department’s comments in the specified time frame, the Department may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with (Part III.A.6) 20 the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project (Part III.B.1.b) 21 b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection (Part III.B.1.i) 22 schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and l. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component – The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; (Part III.B.2.b) 23 b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post - development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alt ernative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. (Part III.B.3) 24 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post-construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall (Part IV.B.1) 25 begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ▪ licensed Professional Engineer, ▪ Certified Professional in Erosion and Sediment Control (CPESC), ▪ New York State Erosion and Sediment Control Certificate Program holder ▪ Registered Landscape Architect, or ▪ someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located (Part IV.C.1.a) 26 in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. (Part IV.C.2.d) 27 d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall includ e and/or address the following: (Part IV.C.4.a) 28 a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post- construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and (Part IV.C.4.l) 29 l. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.B.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; (Part V.A.2.b) 30 b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the “MS4 Acceptance” statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) required in Part V.A.3. of this permit. 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, (Part V.A.5.b) 31 b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT sub mitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.B.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water (Part VII.A) 32 Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non - compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non -compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Reg ional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. (Part VII.E) 33 E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. th e scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post-construction stormwater management practice, or there is an increase in the disturbance ar ea or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOIs and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (Part VII.H.1.a) 34 (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, (Part VII.H.2.b) 35 superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or reg ulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall (Part VII.K.1) 36 include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SW PPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be k ept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and (Part VII.M.3) 37 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750 -1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. (Part VII.R) 38 R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 39 APPENDIX A – Acronyms and Definitions Acronyms APO – Agency Preservation Officer BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control Cpv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW – Division of Water EAF – Environmental Assessment Form ECL - Environmental Conservation Law EPA – U. S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA – State Historic Preservation Act SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume Appendix A 40 Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both “sewage” and “stormwater”. Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activit ies; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system Appendix A 41 and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Embankment –means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species – see 6 NYCRR Part 182 of the Department’s rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) – means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property – means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – means not technologically possible, or not economically practicable and achievable in light of best industry practices. Appendix A 42 Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term “plan” in “larger common plan of development or sale” is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. Minimize – means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer; and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer –means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. Appendix A 43 New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department’s receipt and acceptance of a complete Notice of Intent. This letter documents the owner’s or operator’s authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank –means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria – means the design criteria listed under the “Required Elements” sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . Appendix A 44 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department en dorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC’s Appendix A 45 SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ▪ Re-grading of gravel roads or parking lots, ▪ Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ▪ Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ▪ Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ▪ Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ▪ Long-term use of equipment storage areas at or near highway maintenance facilities, ▪ Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, ▪ Existing use of Canal Corp owned upland disposal sites for the canal, and ▪ Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations – means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Appendix A 46 Steep Slope – means land area designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank – as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed Appendix A 47 training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 48 APPENDIX B – Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber -optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Appendix B 49 Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the “Agricultural Management Practices Catalog f or Nonpoint Source Pollution in New York State”, excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activit y is complete Appendix B 50 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family home that disturbs five (5) or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) and structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW’s, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 Appendix B 51 Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 52 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual (“Design Manual”). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 Appendix C 53 Figure 1 - New York City Watershed East of the Hudson Appendix C 54 Figure 2 - Onondaga Lake Watershed Appendix C 55 Figure 3 - Greenwood Lake Watershed Appendix C 56 Figure 4 - Oscawana Lake Watershed Appendix C 57 Figure 5 - Kinderhook Lake Watershed 58 APPENDIX D – Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 59 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using ”The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy” dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 60 Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 61 Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 62 Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 63 Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 303(d) Segments Impaired by Construction Related Pollutant(s) 64 Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 65 APPENDIX F – List of NYS DEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1150 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7438 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070                                   B. NYSDEC NOTICE OF INTENT (NOI),  NOTICE OF TERMINATION AND  SWPPP ACCEPTANCE FORMS  NOI for coverage under Stormwater General Permit for Construction Activity version 1.37 (Submission #: HPZ-BH6H-HY9YM, version 1) Details Originally Started By Bohler Engineering Alternate Identifier Proposed Microproduction Brewery Submission ID HPZ-BH6H-HY9YM Submission Reason New Status Draft Form Input Owner/Operator Information Owner/Operator Name (Company/Private Owner/Municipality/Agency/Institution, etc.) THBC NY, LLC Owner/Operator Contact Person Last Name (NOT CONSULTANT) Lanier Owner/Operator Contact Person First Name Nathan Owner/Operator Mailing Address 129 Sturbridge ROad City Charlton State MA Zip 01507 Phone 413-523-2367 Email nate@treehousebrew.com Federal Tax ID N/A If the owner/operator is an organization, provide the Federal Tax ID number, or Employer Identification Number (EIN), in the format xx-xxxxxxx. If the owner/operator is an individual and not an organization, enter "Not Applicable" or "N/A" and do not provide the individual’s social security number. Project Location Project/Site Name Proposed Microproduction Brewery Street Address (Not P.O. Box) 3376 South Broadway East City/Town/Village (THAT ISSUES BUILDING PERMIT) Saratoga Springs NY Zip 12866 5 The DEC Region must be provided. Please use the NYSDEC Stormwater Interactive Map (https://gisservices.dec.ny.gov/gis/stormwater/) to confirm which DEC Region this site is located in. To view the DEC Regions, click on “Other Useful Reference Layers” on the left side of the map, then click on “DEC Administrative Boundary.” Zoom out as needed to see the Region boundaries. For projects that span multiple Regions, please select a primary Region and then provide the additional Regions as a note in Question 39. SARATOGA Name of Nearest Cross Street Crescent Ave Distance to Nearest Cross Street (Feet) 1300 South Tax Map Numbers Section-Block-Parcel 178.00-2-15 Tax Map Numbers n/a If the project does not have tax map numbers (e.g. linear projects), enter “Not Applicable” or "N/A". 1. Coordinates Provide the Geographic Coordinates for the project site. The two methods are: - Navigate to the project location on the map (below) and click to place a marker and obtain the XY coordinates. - The "Find Me" button will provide the lat/long for the person filling out this form. Then pan the map to the correct location and click the map to place a marker and obtain the XY coordinates. Navigate to your location and click on the map to get the X,Y coordinates 43.0547105,-73.7879983 Project Details Side of Street State DEC Region County Project In Relation to Cross Street Redevelopment with increase in impervious area For the purposes of this eNOI, “New Construction” refers to any project that does not involve the disturbance of existing impervious area (i.e. 0 acres). If existing impervious area will be disturbed on the project site, it is considered redevelopment with either increase in impervious area or no increase in impervious area. 3. Select the predominant land use for both pre and post development conditions. Pasture/Open Land Other: Brewery, Eating + Drinking establishment 3a. If Single Family Subdivision was selected in question 3, enter the number of subdivision lots. NONE PROVIDED 4. In accordance with the larger common plan of development or sale, enter the total project site acreage, the acreage to be disturbed and the future impervious area (acreage)within the disturbed area. *** ROUND TO THE NEAREST TENTH OF AN ACRE. *** Total Site Area (acres) 10.7 Total Area to be Disturbed (acres) 9.8 Existing Impervious Area to be Disturbed (acres) 0.4 Future Impervious Area Within Disturbed Area (acres) 3.9 No 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 100 B (%) 0 C (%) 0 D (%) 0 No 8. Enter the planned start and end dates of the disturbance activities. Start Date 04/01/2024 End Date 08/30/2024 2. What is the nature of this project? Pre-Development Existing Landuse Post-Development Future Land Use 5. Do you plan to disturb more than 5 acres of soil at any one time? 7. Is this a phased project? 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Wetland Drainage ditches and storm sewer systems are not considered surface waterbodies. Please identify the surface waterbody that they discharge to. If the nearest surface waterbody is unnamed, provide a description of the waterbody, such as, “Unnamed tributary to Niagara River.” Wetland/State Jurisdiction On Site (Answer 9b) Other Waterbody Type Off Site Description NONE PROVIDED Delineated by Consultant No No No Please use the DEC Stormwater Interactive Map (https://gisservices.dec.ny.gov/gis/stormwater/) to confirm if this site is located in one of the watersheds of an AA or AA-S classified water. To view the watershed areas, click on “Permit Related Layers” on the left side of the map, then click on “Class AA AAS Watersheds.” If No, skip question 13. No If Yes, what is the acreage to be disturbed? NONE PROVIDED No No 16. What is the name of the municipality/entity that owns the separate storm sewer system? NONE PROVIDED No No No No 9a. Type of waterbody identified in question 9? 9b. If "wetland" was selected in 9A, how was the wetland identified? 10. Has the surface waterbody(ies) in question 9 been identified as a 303(d) segment in Appendix E of GP-0-20-001? 11. Is this project located in one of the Watersheds identified in Appendix C of GP-0-20-001? 12. Is the project located in one of the watershed areas associated with AA and AA-S classified waters? 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as D (provided the map unit name is inclusive of slopes greater than 25%), E or F on the USDA Soil Survey? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? 17. Does any runoff from the site enter a sewer classified as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? 19. Is this property owned by a state authority, state agency, federal government or local government? 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) Required SWPPP Components Yes Yes If you answered No in question 22, skip question 23 and the Post-construction Criteria and Post-construction SMP Identification sections. Yes Professional Engineer (P.E.) SWPPP Preparer Bohler Engineering and Landscape Architecture NY, LLC Contact Name (Last, First) Wilson, Steven Mailing Address 17 Computer Drive West City Albany State NY Zip 12205 Phone 518-438-9900 Email steven.wilson@bohlereng.com Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Scan the signed form 4) Upload the scanned document Download SWPPP Preparer Certification Form Please upload the SWPPP Preparer Certification SWPPP Preparer Cert.pdf - 11/22/2023 01:43 PM Comment NONE PROVIDED Erosion & Sediment Control Criteria Yes 26. Select all of the erosion and sediment control practices that will be employed on the project site: 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and Quantity Control practices/techniques)? 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: 25. Has a construction sequence schedule for the planned management practices been prepared? Sediment Basin Silt Fence Stabilized Construction Entrance Temporary Swale None Seeding Sodding Topsoiling Mulching Land Grading Other NONE PROVIDED Post-Construction Criteria * IMPORTANT: Completion of Questions 27-39 is not required if response to Question 22 is No. Preservation of Undisturbed Area Reduction of Clearing and Grading Locating Development in Less Sensitive Areas Sidewalk Reduction Driveway Reduction Building Footprint Reduction Parking Reduction All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). (Acre- feet) 0.35 29. Post-construction SMP Identification Use the Post-construction SMP Identification section to identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity that were used to reduce the Total WQv Required (#28). Identify the SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use the Post-Construction SMP Identification section to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. (acre-feet) 0.35 Yes If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0.95) (Ai) / 12, Ai=(s) (Aic)] (acre-feet) 0.185 Temporary Structural Biotechnical Vegetative Measures Permanent Structural 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version). 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28)? Yes If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 33. SMPs Use the Post-construction SMP Identification section to identify the Standard SMPs and, if applicable, the Alternative SMPs to be used to treat the remaining total WQv (=Total WQv Required in #28 - Total RRv Provided in #30). Also, provide the total impervious area that contributes runoff to each practice selected. NOTE: Use the Post-construction SMP Identification section to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question #29. (acre-feet) 0 Note: For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calculated using the contributing drainage area to the practice - provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a). 0.35 Yes If Yes, go to question 36. If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv required and provided or select waiver (#36a), if applicable. CPv Required (acre-feet) .002 CPv Provided (acre-feet) NONE PROVIDED Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (#37a), if applicable. Overbank Flood Control Criteria (Qp) Pre-Development (CFS) 0.49 Post-Development (CFS) 0.03 Total Extreme Flood Control Criteria (Qf) Pre-Development (CFS) 5.90 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? 36a. The need to provide channel protection has been waived because: Post-Development (CFS) 3.24 Downstream analysis reveals that the Qp and Qf controls are not required. Yes If Yes, Identify the entity responsible for the long term Operation and Maintenance THBC NY, LLC 39. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). (See question #32a) This space can also be used for other pertinent project information. NONE PROVIDED Post-Construction SMP Identification Runoff Reduction (RR) Techniques, Standard Stormwater Management Practices (SMPs) and Alternative SMPs Identify the Post-construction SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. RR Techniques (Area Reduction) Round to the nearest tenth Total Contributing Acres for Conservation of Natural Area (RR-1) NONE PROVIDED Total Contributing Impervious Acres for Conservation of Natural Area (RR-1) NONE PROVIDED Total Contributing Acres for Sheetflow to Riparian Buffers/Filter Strips (RR-2) NONE PROVIDED Total Contributing Impervious Acres for Sheetflow to Riparian Buffers/Filter Strips (RR-2) NONE PROVIDED Total Contributing Acres for Tree Planting/Tree Pit (RR-3) NONE PROVIDED Total Contributing Impervious Acres for Tree Planting/Tree Pit (RR-3) NONE PROVIDED Total Contributing Acres for Disconnection of Rooftop Runoff (RR-4) NONE PROVIDED RR Techniques (Volume Reduction) Total Contributing Impervious Acres for Disconnection of Rooftop Runoff (RR-4) NONE PROVIDED Total Contributing Impervious Acres for Vegetated Swale (RR-5) 1.47 Total Contributing Impervious Acres for Rain Garden (RR-6) NONE PROVIDED Total Contributing Impervious Acres for Stormwater Planter (RR-7) NONE PROVIDED 37a. The need to meet the Qp and Qf criteria has been waived because: 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? Total Contributing Impervious Acres for Rain Barrel/Cistern (RR-8) NONE PROVIDED Total Contributing Impervious Acres for Porous Pavement (RR-9) 1.49 Total Contributing Impervious Acres for Green Roof (RR-10) NONE PROVIDED Standard SMPs with RRv Capacity Total Contributing Impervious Acres for Infiltration Trench (I-1) NONE PROVIDED Total Contributing Impervious Acres for Infiltration Basin (I-2) 2.65 Total Contributing Impervious Acres for Dry Well (I-3) NONE PROVIDED Total Contributing Impervious Acres for Underground Infiltration System (I-4) NONE PROVIDED Total Contributing Impervious Acres for Bioretention (F-5) NONE PROVIDED Total Contributing Impervious Acres for Dry Swale (O-1) .4 Standard SMPs Total Contributing Impervious Acres for Micropool Extended Detention (P-1) NONE PROVIDED Total Contributing Impervious Acres for Wet Pond (P-2) NONE PROVIDED Total Contributing Impervious Acres for Wet Extended Detention (P-3) NONE PROVIDED Total Contributing Impervious Acres for Multiple Pond System (P-4) NONE PROVIDED Total Contributing Impervious Acres for Pocket Pond (P-5) NONE PROVIDED Total Contributing Impervious Acres for Surface Sand Filter (F-1) NONE PROVIDED Total Contributing Impervious Acres for Underground Sand Filter (F-2) NONE PROVIDED Total Contributing Impervious Acres for Perimeter Sand Filter (F-3) NONE PROVIDED Total Contributing Impervious Acres for Organic Filter (F-4) NONE PROVIDED Total Contributing Impervious Acres for Shallow Wetland (W-1) NONE PROVIDED Total Contributing Impervious Acres for Extended Detention Wetland (W-2) NONE PROVIDED Total Contributing Impervious Acres for Pond/Wetland System (W-3) NONE PROVIDED Total Contributing Impervious Acres for Pocket Wetland (W-4) NONE PROVIDED Total Contributing Impervious Acres for Wet Swale (O-2) NONE PROVIDED Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area for Hydrodynamic NONE PROVIDED Total Contributing Impervious Area for Wet Vault NONE PROVIDED Total Contributing Impervious Area for Media Filter NONE PROVIDED "Other" Alternative SMP? NONE PROVIDED Total Contributing Impervious Area for "Other" NONE PROVIDED Provide the name and manufaturer of the alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. Manufacturer of Alternative SMP NONE PROVIDED Name of Alternative SMP NONE PROVIDED Other Permits None If SPDES Multi-Sector GP, then give permit ID NONE PROVIDED If Other, then identify NONE PROVIDED No If "Yes," then indicate Size of Impact, in acres, to the nearest tenth NONE PROVIDED 42. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. NONE PROVIDED MS4 SWPPP Acceptance Yes - Please attach the MS4 Acceptance form below If No, skip question 44 40. Identify other DEC permits, existing and new, that are required for this project/facility. 41. Does this project require a US Army Corps of Engineers Wetland Permit? 43. Is this project subject to the requirements of a regulated, traditional land use control MS4? No Please note that per Part VII.H.4. of GP-0-20-001, the MS4 SWPPP Acceptance Form must be signed by a principal executive officer or ranking elected official of the MS4, or a duly authorized representative of that person. MS4 SWPPP Acceptance Form Download Download form from the link below. Complete, sign, and upload. MS4 SWPPP Acceptance Form MS4 Acceptance Form Upload NONE PROVIDED Comment NONE PROVIDED Owner/Operator Certification Owner/Operator Certification Form Download Download the certification form by clicking the link below. Complete, sign, scan, and upload the form. Owner/Operator Certification Form (PDF, 45KB) Upload Owner/Operator Certification Form NONE PROVIDED Comment NONE PROVIDED Attachments Date Attachment Name Context User 11/22/2023 1:43 PM SWPPP Preparer Cert.pdf Attachment Bohler Engineering 44. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person:4a.Telephone: 4b. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. □ All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. □ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. □ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? □ yes □ no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed?□yes □ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? □ yes □no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): □Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. □ Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). □For post-construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record. □For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? □ yes □no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII.Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-0 01) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15. City/State/Zip: 16. Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form -continued V. Certification Statement -MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC -MS4 SWPPP Acceptance Form -January 2015) Page 2 of 2 C. INSPECTION NOTES, CONSTRUCTION/  OPERATION AND MAINTENANCE /  INSPECTION REPORT FORMS,  INSPECTOR CERTIFICATION FORM,  INSPECTION LOG  INSPECTION NOTES: THIS SECTION CONTAINS A GENERAL MAINTENANCE PLAN, INSPECTION REPORT FORMS, MANUALS AND LOGS TO ASSIST THE INSPECTION, PROPER INSTALLATION AND CONTINUED OPERATIONS AND MAINTENANCE OF THE SYSTEM DURING CONSTRUCTI ON AND AFTER, FOR THE LIFETIME OF THE FACILITY. THE INSPECTOR SHALL MEET THE REQUIREMENTS AS OUTLINED IN THE GENERAL PERMIT AND SHALL BE FAMILIAR WITH THE COMPONENTS OF THE STORMWATER MANAGEMENT SYSTEM. THE INSPECTOR SHALL FOLLOW ALL DOCUMENTS INCLUDED IN THE SWPPP. THE PROPER INSTALLATION AND PROTECTION OF STORMWATER MANAGEMENT FACILITIES DURING CONSTRUCTION IS CRITICAL TO THE LONG TERM OPERATION OF THIS SYSTEM. THE CONSTRUCTION SEQUENCING AND PLAN NOTES ON THE EROSION AND SEDIMENT CONTROL PLAN MUST BE FOLLOWED WITH SPECIFIC ATTENTION TO THE PROPER MARKING, PROTECTION AND INSTALLATION OF THE STORM FACILITY. STORMWATER FROM DISTURBED AREAS SHALL BE DIVERTED TO THE TEMPORARY EROSION CONTOL MEASURES AS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN. THE STORMWATER SYSTEM SHALL NOT BE CONNECTED TO THE STORM MANAGEMENT AREA OR ANY STORMWATER DIVERTED TO THE SYSTEM UNTIL THE CONTRIBUTING AREAS HAVE BEEN COMPLETELY STABILIZED AND INSPECTED BY THE TOWN STORMWATER COORDINATOR (IF APPLICABLE). New York State Stormwater Management Design Manual Appendix F F-12 Infiltration Basin Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 1. Pre-Construction Runoff diverted Soil permeability tested Groundwater / bedrock depth 2. Excavation Size and location Side slopes stable Excavation does not compact subsoils 3. Embankment Barrel Anti-seep collar or Filter diaphragm Fill material New York State Stormwater Management Design Manual Appendix F F-13 CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 4. Final Excavation Drainage area stabilized Sediment removed from facility Basin floor tilled Facility stabilized 5. Final Inspection Pretreatment facility in place Inlets / outlets Contributing watershed stabilized before flow is routed to the factility Comments: Actions to be Taken: New York State Stormwater Management Design Manual Appendix F F-20 Open Channel System Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 1. Pre-Construction Pre-construction meeting Runoff diverted Facility location staked out 2. Excavation Size and location Side slope stable Soil permeability Groundwater / bedrock Lateral slopes completely level Longitudinal slopes within design range Excavation does not compact subsoils 3. Check dams Dimensions Spacing Materials New York State Stormwater Management Design Manual Appendix F F-21 CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 4. Structural Components Underdrain installed correctly Inflow installed correctly Pretreatment devices installed 5. Vegetation Complies with planting specifications Topsoil adequate in composition and placement Adequate erosion control measures in place 6. Final inspection Dimensions Check dams Proper outlet Effective stand of vegetation and stabilization Contributing watershed stabilized before flow is routed to the factility Comments: New York State Stormwater Management Design Manual Appendix F F-22 Actions to be Taken: New York State Stormwater Management Design Manual Appendix G G-6 Infiltration Trench Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY / UNSATISFACTORY COMMENTS 1. Debris Cleanout (Monthly) Trench surface clear of debris Inflow pipes clear of debris Overflow spillway clear of debris Inlet area clear of debris 2. Sediment Traps or Forebays (Annual) Obviously trapping sediment Greater than 50% of storage volume remaining 3. Dewatering (Monthly) Trench dewaters between storms 4. Sediment Cleanout of Trench (Annual) No evidence of sedimentation in trench Sediment accumulation doesn=t yet require cleanout 5. Inlets (Annual) New York State Stormwater Management Design Manual Appendix G G-7 MAINTENANCE ITEM SATISFACTORY / UNSATISFACTORY COMMENTS Good condition No evidence of erosion 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repair No evidence of erosion 7. Aggregate Repairs (Annual) Surface of aggregate clean Top layer of stone does not need replacement Trench does not need rehabilitation Comments: Actions to be Taken: New York State Stormwater Management Design Manual Appendix G G-13 Open Channel Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY/ UNSATISFACTORY COMMENTS 1. Debris Cleanout (Monthly) Contributing areas clean of debris 2. Check Dams or Energy Dissipators (Annual, After Major Storms) No evidence of flow going around structures No evidence of erosion at downstream toe Soil permeability Groundwater / bedrock 3. Vegetation (Monthly) Mowing done when needed Minimum mowing depth not exceeded No evidence of erosion Fertilized per specification 4. Dewatering (Monthly) Dewaters between storms New York State Stormwater Management Design Manual Appendix G G-14 MAINTENANCE ITEM SATISFACTORY/ UNSATISFACTORY COMMENTS 5. Sediment deposition (Annual) Clean of sediment 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repairs No evidence of erosion Comments: Actions to be Taken: INSPECTION CERTIFICATION FORM Name New York SPDES Permit number (fill in when obtained) Certification: “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Signature Date Title GP-0-20-001 CONSTRUCTION ACTIVITY FORM NOTE: The contractor is responsible for maintaining an accurate and complete log of construction activities, including, but not limited to, commencement of stabilization, major grading activities, timeframes when construction ceases on a portion of site (temporary or permanent) until the Notice of Termination (NOT) is filed. MAJOR STABILIZATION AND GRADING ACTIVITIES Construction Activity Contractor Name Start Date End Date Location                                       D. CONTRACTOR/OWNER CERTIFICATION FORMS,  CONSTRUCTION ACTIVITY FORM                                      CONTRACTOR CERTIFICATION FORM Proposed Microproduction Brewery South Broadway City of Saratoga Springs, Saratoga County, NY Contractor responsible for the implementation of the SWPPP: THBC NY, LLC Company Name Business Telephone Number Business Address City, State, Zip Code Business Facsimile E-mail Address CERTIFICATION: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment of knowing violations.” Signature Date Printed Name Title Company Name Business Telephone Number Business Address City, State, Zip Code Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP-0-15-002) Project/Site Name: ________________________________________________________ eNOI Submission Number: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name M.I. Last Name ___________________________________________________________ Signature ________________________________ Date E. NYSOPRHP MAP  AND LETTER Site Location New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo KATHY HOCHUL ERIK KULLESEID Governor Commissioner November 15, 2023 Steve Wilson Project Manager Bohler Engineering 17 Computer Drive West Alb, NY 12205 Re: DEC THBC NY, LLC (Treehouse Brewing Company) 3376 United States Route 9, Saratoga Springs, NY 12866 23PR09559 Dear Steve Wilson: Thank you for requesting the comments of the Division for Historic Preservation of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the submitted materials in accordance with the New York State Historic Preservation Act of 1980 (section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the Division for Historic Preservation and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. OPRHP has reviewed the Phase I Archaeological Survey Report prepared for this project (October 2023; 23SR00600). No archaeological sites were identified by the survey and the OPRHP concurs with the report recommendation that no additional archaeological work is necessary. Please note that these comments pertain only to archaeological resources. Please continue to consult with Leslie Krupa in the Survey and Evaluation Unit at Leslie.Krupa@parks.ny.gov. If you have any questions concerning archaeology, I can be reached at Jessica.Schreyer@parks.ny.gov. Sincerely, Jessica Schreyer Historic Preservation Program Analyst - Archaeologist KATHY HOCHUL Governor ERIK KULLESEID Commissioner November 30, 2023 Steve Wilson Project Manager Bohler Engineering 17 Computer Drive West Alb, NY 12205 Re: DEC THBC NY, LLC (Treehouse Brewing Company) 3376 United States Route 9, Saratoga Springs, NY 12866 23PR09559 Dear Steve Wilson: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Sincerely, R. Daniel Mackay Deputy Commissioner for Historic Preservation Division for Historic Preservation rev: L. Krupa New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo                               F. STORMWATER MANAGEMENT REPORT                                                STORMWATER MANAGEMENT REPORT THBC NY, LLC Proposed Microproduction Brewery Site Location: 3376 South Broadway City of Saratoga Springs, Saratoga County, State of New York December 4, 2023 Revised: Feburary 2, 2024 Prepared by: 17 Computer Drive West, Albany, NY 12205 Phone: (518) 438-9900 Fax: (518) 438-0900 www.bohlereng.com No. NYB230191 Page | 1 Table of Contents I. Introduction .......................................................................................................................................... 2 II. Existing Stormwater Conditions ............................................................................................................ 2 a. Existing Stormwater Conditions Summary ....................................................................................... 2 b. Existing Drainage Tributary Map ....................................................................................................... 3 III. Proposed Stormwater Conditions ..................................................................................................... 4 a. Proposed Stormwater Conditions Summary .................................................................................... 4 b. Proposed Drainage Tributary Map .................................................................................................... 6 IV. Conclusion ......................................................................................................................................... 7 a. Pre-Development and Post-Development Storm Water Discharge Comparison Table ................... 8 b. WQv and RRv Calculations & Table ................................................................................................... 9 c. Pre and Post Development Watershed Hydrological Analysis ......................................................... 10 f. NRCS Soils Data…………………………………………………………………………………………………………………………. g. Geotechnical Report ……………………………………..…………………………………………………………………………. Page | 2 I. Introduction The applicant, THBC NY, LLC. is proposing to develop a ±10.7-acre site within the City of Saratoga Springs, Saratoga County, New York. The project site is located at 3376 US Route 9 (South Broadway), approximately ±1,300 feet south of the intersection with Crescent Ave and is currently developed with portions of paved parking. A new 2-story, ±22,778 sf microproduction brewery and three pavilions are proposed along with new patio seating, parking facilities, utility connections, stormwater management facilities, and other appurtenances as depicted on the Proposed Site Plan Documents prepared by Bohler, dated November 30, 2023, no revisions listed. This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as required by the New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-20-001. This report will briefly discuss the proposed site development and provide a detailed analysis of the existing and proposed site conditions and the proposed stormwater management system. Hydraulic calculations included in this report were generated for the 1, 10 and 100 year storm events utilizing the SCS TR-20 and HydroCad Stormwater modeling software. II. Existing Stormwater Conditions a. Existing Stormwater Conditions Summary The existing overall ±10.7- acre parcel is currently undeveloped except for a small area of paved parking and consists primarily of wooded and grassed areas. Based on the survey, the majority of stormwater from the site sheet flows overland in a southeasterly direction towards the existing wetlands located along the easterly property boundary. These wetlands eventually discharge into the Kayaderosseras Creek, tributary to Saratoga Lake. For analysis purposes, the project has been analyzed as one (1) watershed to demonstrate tributary flows; Watershed EX-1. Watershed EX-1 consists of stormwater flows associated with the entirety of the property, and primarily consists of brush and grassed areas, wooded areas, a small area of existing paved parking and wetlands. Stormwater from this area sheet flows overland to the existing wetlands located along the easterly side of the subject site; designated as Design Point 1. The existing watershed areas and topography are illustrated on the Existing Drainage Tributary Map included on the next page of this report. Page | 3 b. Existing Drainage Tributary Map SOUTH BROADWAYU.S. ROUTE 9DP1 HSG A EX-1 W E S EXISTING CONDITIONS DRAINAGE AREA MAP 3376 SOUTH BROADWAY CITY OF SARATOGA SPRINGS, NEW YORK SCALE:1"=100' DATE: 11/22/2023 PREPARED BY P:\2023\NYB230191.00\CAD\Drawings\Plan Sets\Civil Site Plans\NYB230191.00-SWPP-0a.dwgDP# EX-# A/B/C/D DESIGN POINT EXISTING SUBCATCHMENT HYDROLOGIC SOIL GROUP RATING LEGEND SUBCATCHMENT BOUNDARY TIME OF CONCENTRATION Page | 4 III. Proposed Stormwater Conditions a. Proposed Stormwater Conditions Summary The proposed development will create new impervious areas while implementing new buildings, parking, utilities, and stormwater management facilities along with other appurtenances. Stormwater is proposed to be treated onsite and discharged in a way to mimic the existing drainage patterns while treating the water for quality and reducing the discharge flow rate from the pre-developed conditions as required and set forth in the 2015 NYSDEC Stormwater Design Manual. This project includes the redevelopment of ±0.4 acres of existing pavement, which is classified by the NYSDEC as a redevelopment activity. The total impervious cover for the proposed project will be ±4.9 acres, resulting in ±4.5 acres of new impervious cover. Per Section 9.2.1.B.II, the plan proposes that a minimum of 25% of the water quality volume from the disturbed, impervious area and 100% of the new impervious area is captured and treated by a standard SMP, or ±4.6 acres total. The majority of the proposed impervious cover, including the proposed buildings, parking areas and drive aisles, totaling ±4.7 acres, is sent to the proposed stormwater management facilities for treatment. In order to analyze the proposed stormwater conditions, the project site has been designed with the same watershed as described in the existing conditions above and has been designated as Watershed PR-1, as depicted on the Proposed Drainage Tributary Map following this section of the report. Watershed PR has been further divided into six (6) sub catchments – namely PR-1A, PR-1B, PR-2, PR-3, PR-4 and PR-5. The watersheds have unique flow paths and therefore have been analyzed individually. Subcatchment PR-1A consists of the wooded areas and wetlands at the easterly side of the site. This area also includes a portion of the neighboring site to the south and surrounding existing greenspace areas. Stormwater flows associated with this area sheet flow overland to the existing wetlands on-site, designated as DP1, similar to existing conditions. Subcatchments PR-1B is comprised of a portion of the proposed visitor parking area and drive aisle along the southerly side of the site that sheet flows into sections of porous pavement where the stormwater is treated for quality and quantity. The porous pavement is designed per the requirements set forth by the NYSDEC Stormwater Design Manual. Stormwater above and beyond the WQv and capacity of the porous pavement will be discharged to the existing wetlands, similar to existing conditions. Subcatchment PR-2 is comprised of the southern half of the proposed building, the proposed ingress access drive and some proposed walkways and surrounding greenspace. Stormwater from the building will flow into roof drains and will be directed to proposed aboveground infiltration basins where stormwater will be treated for quality and quantity. Stormwater above and beyond the WQv and capacity of the infiltration system will be discharged to a proposed swale that leads to the existing wetlands, similar to existing conditions. Page | 5 Subcatchment PR-3 is comprised of a portion of the parking area along the frontage of the building and a proposed dry swale. Stormwater from the pavement portions sheet flow to a gravel diaphragm and into a proposed dry swale where it is treated for quality and quantity. Upon reaching the system’s capacity, stormwater will discharge out to the proposed infiltration basin located to the south. Subcatchment PR-4 is comprised of the loading dock area. Stormwater from the truck dock will flow into perforated piping and to the existing wetlands on-site, designated as DP1. Subcatchment PR-5 is comprised of the northern half of the proposed building, the pavilion, parking areas and drive aisles to the north and east of the building, along with patio seating areas, gravel pathways and surrounding grassed areas. Stormwater from the building will flow into roof drains and will be directed to a proposed swale. Stormwater from these areas travel via sheet flow to a proposed Vegetateted Swale and eventually to a proposed stormwater basin where it is treated and detained. Upon reaching capacity, the basin discharges via an emergency spillway to the existing wetlands. The basin is also equipped with a low flow orifice to be released at a controlled rate to the existing wetlands, as it does today. As designed, the Stormwater management systems provide the required quality and quantity treatment for the project, as set forth in the 2015 New York State DEC Stormwater Management Design Manual. All calculations, flow rates, and modeling are a part of this report and have been included herein. The majority of stormwater from developed areas of the site will be diverted to several proposed treatment systems located throughout the site. The proposed stormwater systems have been designed with sufficient capacity to provide WQv treatment and detention and to mitigate off-site discharge rates to below existing conditions for all subject storm events. The underground infiltration systems have been designed per the NYSDEC Stormwater Management Design Manual for infiltration systems. The proposed watershed areas, topography and flow paths are illustrated on the Proposed Drainage Tributary Map, included on the following page of this report. Page | 6 b. Proposed Drainage Tributary Map N 12°46'59" E 501.66'S 85°46'00" E 610.83'N 10°13' 5 9 " E 7 3 . 9 6 'N 86°12'05" E 170.93'N 86°41'18" E 107.94'S 11°54' 1 8 " W 6 1 7 . 3 5 'N 85°30'00" W 887.00'WETLAND "A"AREA=0.53 ACRESC/OSC/OS423155DP1WESPROPOSED CONDITIONSDRAINAGE AREA MAP3376 SOUTH BROADWAYCITY OF SARATOGA SPRINGS, NEW YORKSCALE:1"=100' DATE: 01/02/2024PREPARED BY\\bohlereng.net\shares\MA-PROJECTS\2023\NYB230191.00\CAD\Drawings\Plan Sets\Civil Site Plans\NYB230191.00-SWPPP-0a.dwg DP#PR-#XX#A/B/C/DX-#DESIGN POINTEXISTING SUBCATCHMENTBASIN OR MODELED DRAINAGE STRUCTUREHYDROLOGIC SOIL GROUP RATINGSWALE OR MODELED JUNCTIONLEGENDSUBCATCHMENT BOUNDARYHSG ATIME OF CONCENTRATIONS-1PR-1BPR-2PR-3PR-5PR-1AIB1DS-1PP-1IB2PR-4VS-1 Page | 7 IV. Conclusion The proposed development has been designed with a stormwater management system that meets or exceeds the objectives set forth in the 2015 NYSDEC Stormwater Management Design Manual by providing stormwater quality and quantity treatment practices. Uniform sizing criteria were calculated as follows:  The 90% Rule Water Quality Volume (WQv) is discharged to infiltration treatment practices (I-2) and dry swales (O-1). All practices have been designed per the requirements set forth by the NYSDEC.  Runoff Reduction Volume (RRv) requirement has been achieved by exceeding the minimum required RRv in the proposed infiltration systems, dry swales and a section of porous pavement (RR-9).  Channel Protection (Cpv) was calculated using the 24-hour extended detention of post developed 1year, 24 hour storm event.  Overbank Flood (Qp) protection was designed to control the peak discharge from the 10-year storm to the 10-year predevelopment rates. These calculations can be found in the 10-year storm analysis for each watershed and the total stormwater discharge comparison chart included in the report.  Extreme Storm (Qf) protection was designed to control the peak discharge from the 100-year storm to rates less than the 100-year predevelopment rates. These calculations can be found in the 100-year storm analysis for each watershed and the total stormwater discharge comparison chart included in the report. The proposed stormwater management system, as designed, will serve to mitigate the effects of the development of the parcel, such that the proposed use will not adversely affect any downstream or adjacent properties. Significant stormwater quality and quantity improvements to the existing condition are proposed as part of this redevelopment project. These improvements are expected to not only meet but significantly exceed the objectives set forth in the NYSDEC Stormwater Management Design Manual. Page | 8 a. Pre-Development and Post-Development Storm Water Discharge Comparison Table Discharge Quantity (cfs) Summary Table – DP1 Rainfall Event Design Point 1 % Reduction Existing Proposed 1 Year 0.01 0.00 -100% 10 Year 0.49 0.03 -94% 100 year 5.90 3.24 -45% Page | 9 b. WQv and RRv Calculations & Table Required Water Quality Volume (WQv) Calculations P = Design rainfall event depth = 1.1 inches Pd = Proposed disturbed area = ±11.1 acres Ed = Existing Impervious area to be disturbed = ±0.4 acres EI = Existing Impervious area = ±0.4 acres PI = Proposed total impervious area = ±4.9 acres NI = Net increase of impervious area = PI - EI = ±4.9 – ±0.4 = ±4.5 acres Refer to GI worksheet attached within this report for WQv calculations and underground infiltration system sizing. Water Quality Treatment Summary Table Runoff Reduction Volume (RRv) Water Quality Volume (WQv) Minimum Proposed % achieved Required Proposed % achieved ±0.185 AF ±0.352 AF 190% ±0.356 AF ±0.356 CF 100% Page | 10 c. Pre and Post Development Watershed Hydrological Analysis Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 Design Point: 1 P= 1.10 inch Catchment  Number Total Area (Acres) Impervious Area (Acres) Percent  Impervious % Rv WQv (ft 3 )Description 1 2.02 1.49 74% 0.71 5,758 Porous Pavement 2 1.20 0.46 38% 0.40 1,893 Infiltration Trench 3 0.56 0.40 71% 0.69 1,549 Infiltration Trench 4 0.04 0.04 100% 0.95 152 5 4.39 1.47 33% 0.35 6,159 Vegetated Swale 6 7 8 9 10 Subtotal (1‐30)8.21 3.86 47% 0.47 15,511 Subtotal 1 Total 8.21 3.86 47% 0.47 15,511 Initial WQv Total  Contributing  Area Contributing  Impervious Area (Acre) (Acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (Acres) Impervious Area (Acres) Percent  Impervious % Runoff  Coefficient Rv WQv (ft 3 ) 8.21 3.86 47% 0.47 15,511 0.00 0.00 8.21 3.86 47% 0.47 15,511 0.00 8.21 3.86 47% 0.47 15,511 Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post‐ development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to  150 feet Up to 100 sf directly connected impervious  area may be subtracted per treeTree Planting Filter Strips Total NotesTechnique minimum 10,000 sfConservation of Natural Areas  Adjusted WQv after Area  Reduction and Rooftop  Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area  Reductions Minimum RRv Soil Group Acres S A 8.36 55% B 40% C 30% D 20% Total Area 8.36 S =0.55 Impervious = 3.86 acre Precipitation 1.1 in Rv  0.95 Minimum RRv 8,053 ft3 0.18 af Enter the Soils Data for the site Calculate the Minimum RRv Runoff Reduction Techiques/Standard  SMPs Total  Contributing  Area  Total  Contributing  Impervious  Area WQv  Reduced  (RRv) WQv  Treated (acres) (acres) cf cf Conservation of Natural Areas  RR‐1 0.00 0.00 Sheetflow to Riparian Buffers/Filter  Strips RR‐2 0.00 0.00 Tree Planting/Tree Pit RR‐3 0.00 0.00 Disconnection of Rooftop Runoff RR‐4 0.00 Vegetated Swale RR‐5 4.39 1.47 1232 Rain Garden RR‐6 0.00 0.00 0 Stormwater Planter RR‐7 0.00 0.00 0 Rain Barrel/Cistern RR‐8 0.00 0.00 0 Porous Pavement RR‐9 2.02 1.49 5758 Green Roof (Intensive & Extensive) RR‐10 0.00 0.00 0 Infiltration Trench I‐1 0.00 0.00 0 0 Infiltration Basin I‐2 4.95 1.87 7708 0 Dry Well I‐3 0.00 0.00 0 0 Underground Infiltration System I‐4 Bioretention & Infiltration Bioretention F‐5 0.00 0.00 0 0 Dry swale O‐1 0.56 0.40 621 928 Micropool Extended Detention (P‐1) P‐1 Wet Pond (P‐2) P‐2 Wet Extended Detention (P‐3) P‐3 Multiple Pond system (P‐4) P‐4 Pocket Pond (p‐5) P‐5 Surface Sand filter (F‐1) F‐1 Underground Sand filter (F‐2) F‐2 Perimeter Sand Filter (F‐3) F‐3 Organic Filter (F‐4 F‐4 Shallow Wetland (W‐1) W‐1 Extended Detention Wetland (W‐2 W‐2 Pond/Wetland System (W‐3) W‐3 Pocket Wetland (W‐4) W‐4 Wet Swale (O‐2) O‐2 →0.00 0.00 0 →6.41 2.96 6990 →5.51 2.27 8329 928 →0.00 0.00 0 → 11.92 5.23 15,319 928 Impervious Cover √ error Totals by Volume Reduction Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( Area + Volume + all SMPs) Runoff Reduction Volume and Treated volumes Standard SMPs w/RRv CapacityStandard SMPs   Area/Volume Reduction Totals by Area Reduction Vegetated Swale Worksheet Design Point:1 Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 5 4.39 1.47 0.33 0.35 6159.20 1.10 Vegetated Swale 7.50 in/hour Modified CN 90 Ia 0.223 Ia/P 0.203 Tc  (hours)6.00 qu 0.07 Qp 0.00 cfs Q10 1.9 cfs 3 ft 3 :1 1 ft 0.30 ft Okay 1.0% 504.00 ft 0.03 Top Width 4.80 2.2 Area 1.17 ft 2 1.91 fps Wetted  Perimeter 4.90 ft 4.39 minutes 504.00 ft 504.00 ft 3.00 fps 10.00 inches 2.00 inches Soil Group A 0.20 No 1,232 ft3 4,927 ft3 Percent Reduction Is the Vegetated Swale contributing flow to  another practice?Select Practice N/A Required Length Length Provided Q10 Velocity Q10 flow depth Q10 freeboard Note: qu value is taken from TR‐55 (either Exhibit 4‐II (Type II Rainfall Distribution) or  Exhibit 4‐III (Type III Rainfall Distribution) depending on the location in the State Enter Swale Dimensions Enter Site Data For Drainage Area to be Treated by Practice From TR‐55 Enter Soil Infiltration Rate Soil Infiltration Rate Okay Calculate Peak WQv Note: Value is modified curve number using Appendix B.2 ‐ Water Quality Peak Flow Calculation  of the New York State Stormwater Management Design Manual Note: Tc is a direct entry using the flow path for the catchment draining to the practice Bottom Width Minimum of 2 ft but no greater than 6 ft Side Slopes Okay Channel Height Flow Depth Longitudinal Slope Between .5% and 4% (1.5‐2.5% Preferred) Swale Length Mannings Coef.Use variable n values corresponding to flow depths  (from 15 down to 03) (APPENDIX L) Runoff Reduction Portion of WQv not reduced that must be  directed to a standard SMP Calculated Swale Dimensions Q Velocity Detention Time Determine Required Length Of Channel Determine Runoff Reduction Porous Pavement Worksheet Ap ft2 Vw ft3 n dt Design Point:1 Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 2.02 1.49 0.74 0.71 5757.91 1.10 Porous Pavement 7.50 in/hour Vw 5,758 ft 3 n 0.40 ‐ dt 1.60 ft Ap 8,997 sf 9,552 sf 6,113 ft 3 RRv 5,758 ft 3 Are underdrains being used? No ‐ Ap = Vw / (n x dt) Determine the Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice Calculate Required Surface Area Required porous pavement surface area Design Volume porosity of gravel bed/resevoir depth of gravel bed/resevoir Assume .4 for gravel Soil Inflitration Rate Enter Soil Infiltration Rate Design Volume Dimensions of pavement can be provided  here Porosity of Gravel Bed Gravel Bed Depth Required Surface Area Surface Area Provided Storage Volume Provided   Dry Swale Worksheet Design Point:1 Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 0.56 0.40 0.71 0.69 1549.28 1.10 Infiltration Trench 71% 0.69 1,549 155 ft 3 Bottom Width 3.5 ft Side Slope  (X:1)3 Okay Longitudinal  Slope 1%Okay Flow Depth 1 ft Top Width 9.5 ft Area 6.50 sf Minimum  Length 215 ft Actual Length 215 ft End Point  Depth check 0.50 Okay Storage  Capacity 1,552 ft 3 A No RRv 621 ft 3 Volume  Treated 928 ft 3 Volume  Directed 0 ft 3 Volume √Okay Check to be sure that channel is long enough to store WQv This is the difference between the WQv calculated and the runoff  reduction achieved in the swale Enter Site Data For Drainage Area to be Treated by Practice Calculate Available Storage Capacity Pretreatment (10% of WQv) Design with a bottom width no greater than eight feet to avoid  potential gullying and channel braiding, but no less than two feet Channels shall be designed with moderate side slopes (flatter  than 3:1) for most conditions. 2:1 is the absolute maximum side slope Maximum longitudinal slope shall be 4% Maximum ponding depth of one foot at the mid‐point of the  channel, and a maximum depth of 18" at the end point of the  channel (for storage of the WQv) A maximum depth of 18" at the end point of the channel (for  storage of the WQv) Pretreatment Technique Enter Impervious Area Reduced  by Disconnection of Rooftops <<WQv after adjusting for  Disconnected Rooftops Pretreatment Provided  Runoff Reduction Runnoff Reduction equals 40% in HSG A and B and 20% in HSG C  and D up to the WQv This volume is directed another practice Is the Dry Swale contributing flow to another  practice?Select Practice Soil Group (HSG) TW pBW Infiltration Basin Worksheet Design Point:1 Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 0.56 0.40 0.71 0.69 1549.28 1.10 Infiltration Trench 71% 0.69 1,549 ft 3 7.50 in/hour 100 % WQv 1,549 ft 3 1,550 ft 3 Design  Volume 1,549 ft 3 Basal Area  Required 775 ft 2 Basal Area  Provided 2,377 ft 2 Design Depth 2.00 ft Volume  Provided 4,754 ft 3 RRv 1,549 ft 3 Volume  Treated 0 ft 3 Sizing √ OK 90% of the storage provided in the basin or WQv whichever is  smaller The infiltration basin must provide storage equal to or greater than  the WQv of the contributing area. This is the portion of the WQv that is not reduced/infiltrated Storage Volume provided in infiltration basin area (not including  pretreatment. Determine Runoff Reduction Grass Channel Enter the portion of the WQv that is not reduced for all practices  routed to this practice.   Infiltration practices shall be designed to exfiltrate the entire WQv  through the floor of each practice. Enter Impervious Area  Reduced by Disconnection of  Rooftops <<WQv after adjusting for  Disconnected Rooftops WQv Enter Site Data For Drainage Area to be Treated by Practice Pretreatment Techniques to Prevent Clogging   Size An Infiltration Basin Infiltration Rate Pretreatment Sizing Pretreatment Required Volume Pretreatment Provided Pretreatment Techniques utilized Okay 25% minimum;  50% if >2 in/hr 100% if >5in/hour   Infiltration Basin Worksheet Design Point:1 Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 5 4.39 1.47 0.33 0.35 6159.20 1.10 Vegetated Swale 33% 0.35 6,159 ft 3 7.50 in/hour 100 % WQv 6,159 ft 3 6,160 ft 3 Design  Volume 6,159 ft 3 Basal Area  Required 6,159 ft 2 Basal Area  Provided 8,746 ft 2 Design Depth 1.00 ft Volume  Provided 8,746 ft 3 RRv 6,159 ft 3 Volume  Treated 0 ft 3 Sizing √ OK Infiltration practices shall be designed to exfiltrate the entire WQv  through the floor of each practice.   The infiltration basin must provide storage equal to or greater than  the WQv of the contributing area. 90% of the storage provided in the basin or WQv whichever is  smaller This is the portion of the WQv that is not reduced/infiltrated Size An Infiltration Basin Storage Volume provided in infiltration basin area (not including  pretreatment. Determine Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice   Enter Impervious Area  Reduced by Disconnection of  Rooftops <<WQv after adjusting for  Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices  routed to this practice. Pretreatment Techniques to Prevent Clogging Pretreatment Provided Infiltration Rate Okay Pretreatment Sizing 25% minimum;  50% if >2 in/hr 100% if >5in/hour Pretreatment Required Volume   Pretreatment Techniques utilized Grass Channel WQv 13S EX-1 P-1H P-1H PR-1A P-1A PR-2 PR-2 PR-3 PR-3 PR-4 RP-4 PR-5 PR-5 RP-1B P-1B DP1 DP-1 (POST) EDP1 DP-1 (PRE) 27P Wetland Forebay 37P Wetland DS-1 Dry Swale DS-2 Veg Swale IB-1 Inftration Basin IB-2 Infiltration Basin PP-1 Porous Pave Routing Diagram for Treehouse - (2024-01-31) Prepared by Bohler Engineering, Printed 2/2/2024 HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 2HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EX-1 Runoff = 0.01 cfs @ 24.17 hrs, Volume= 0.002 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description * 19,323 98 Paved parking 55,422 36 Woods, Fair, HSG A 409,645 49 50-75% Grass cover, Fair, HSG A 484,390 49 Weighted Average 465,067 96.01% Pervious Area 19,323 3.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.9 100 0.0044 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.36" 29.9 765 0.0037 0.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 73 0.0247 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 52.3 938 Total Subcatchment 13S: EX-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Runoff=0.01 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=484,390 sf Runoff Volume=0.002 af Runoff Depth=0.00" Flow Length=938' Tc=52.3 min CN=49 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 3HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P-1H: P-1H [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description * 3,915 98 Paved parking 29,941 39 >75% Grass cover, Good, HSG A 1,884 36 Woods, Fair, HSG A 35,740 45 Weighted Average 31,825 89.05% Pervious Area 3,915 10.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1H: P-1H Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Runoff=0.00 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=35,740 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=6.0 min CN=45 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 4HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1A: P-1A [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description * 10,105 98 Paved parking 59,438 39 >75% Grass cover, Good, HSG A 35,708 36 Woods, Fair, HSG A 105,251 44 Weighted Average 95,146 90.40% Pervious Area 10,105 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PR-1A: P-1A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Runoff=0.00 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=105,251 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=6.0 min CN=44 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 5HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2: PR-2 Runoff = 0.10 cfs @ 12.03 hrs, Volume= 0.014 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description 10,442 98 Roofs, HSG A * 9,626 98 Paved parking 32,364 39 >75% Grass cover, Good, HSG A 52,432 62 Weighted Average 32,364 61.73% Pervious Area 20,068 38.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2: PR-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Runoff=0.10 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=52,432 sf Runoff Volume=0.014 af Runoff Depth=0.14" Tc=6.0 min CN=62 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 6HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3: PR-3 Runoff = 0.75 cfs @ 11.98 hrs, Volume= 0.035 af, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description * 17,543 98 Paved parking 6,919 39 >75% Grass cover, Good, HSG A 24,462 81 Weighted Average 6,919 28.28% Pervious Area 17,543 71.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3: PR-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Runoff=0.75 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=24,462 sf Runoff Volume=0.035 af Runoff Depth=0.76" Tc=6.0 min CN=81 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 7HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-4: RP-4 Runoff = 0.14 cfs @ 11.97 hrs, Volume= 0.007 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description * 1,904 98 Paved parking 1,904 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-4: RP-4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Runoff=0.14 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=1,904 sf Runoff Volume=0.007 af Runoff Depth=2.00" Tc=6.0 min CN=98 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 8HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-5: PR-5 Runoff = 0.07 cfs @ 12.41 hrs, Volume= 0.033 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description 3,550 98 Roofs, HSG A 10,772 98 Roofs, HSG A * 49,579 98 Paved parking 127,158 39 >75% Grass cover, Good, HSG A 191,059 59 Weighted Average 127,158 66.55% Pervious Area 63,901 33.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 100 0.0100 0.90 Sheet Flow, Pavement Smooth surfaces n= 0.011 P2= 2.36" 1.1 132 0.0100 2.03 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 7.2 504 0.0060 1.16 Shallow Concentrated Flow, swale Grassed Waterway Kv= 15.0 fps 10.2 736 Total Subcatchment PR-5: PR-5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Runoff=0.07 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=191,059 sf Runoff Volume=0.033 af Runoff Depth=0.09" Flow Length=736' Tc=10.2 min CN=59 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 9HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment RP-1B: P-1B Runoff = 4.38 cfs @ 11.97 hrs, Volume= 0.205 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.23" Area (sf) CN Description * 64,917 98 Paved parking 13,400 39 >75% Grass cover, Good, HSG A * 9,552 98 Pervious Pavemant 87,869 89 Weighted Average 13,400 15.25% Pervious Area 74,469 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment RP-1B: P-1B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Runoff=4.38 cfs Type II 24-hr 1-yr Rainfall=2.23" Runoff Area=87,869 sf Runoff Volume=0.205 af Runoff Depth=1.22" Tc=6.0 min CN=89 Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 10HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Reach DP1: DP-1 (POST) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.449 ac, 38.48% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Reach DP1: DP-1 (POST) Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=11.449 ac Inflow=0.00 cfs Outflow=0.00 cfs Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 11HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Reach EDP1: DP-1 (PRE) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.120 ac, 3.99% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.01 cfs @ 24.17 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 24.17 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Reach EDP1: DP-1 (PRE) Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=11.120 ac Inflow=0.01 cfs Outflow=0.01 cfs Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 12HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond 27P: Wetland Forebay Inflow Area = 0.820 ac, 10.95% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 300.00' @ 0.00 hrs Surf.Area= 61 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 300.00' 3,732 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 300.00 61 0 0 304.00 911 1,944 1,944 305.00 1,265 1,088 3,032 305.50 1,533 700 3,732 Device Routing Invert Outlet Devices #1 Primary 304.25'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=300.00' TW=299.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 13HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond 27P: Wetland Forebay Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.820 ac Inflow=0.00 cfs Primary=0.00 cfs Peak Elev=300.00' Storage=0 cf Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 14HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond 37P: Wetland Inflow Area = 0.820 ac, 10.95% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 299.00' @ 0.00 hrs Surf.Area= 104 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 299.00' 35,552 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 299.00 104 0 0 301.00 565 669 669 302.00 4,498 2,532 3,201 303.00 5,957 5,228 8,428 304.00 9,536 7,747 16,175 305.00 11,332 10,434 26,609 305.75 12,518 8,944 35,552 Device Routing Invert Outlet Devices #1 Primary 304.50'6.0" Round Culvert L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0250 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 305.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 304.75'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=299.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 15HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond 37P: Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.820 ac Inflow=0.00 cfs Primary=0.00 cfs Peak Elev=299.00' Storage=0 cf Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 16HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond DS-1: Dry Swale Inflow Area = 0.562 ac, 71.72% Impervious, Inflow Depth = 0.76" for 1-yr event Inflow = 0.75 cfs @ 11.98 hrs, Volume= 0.035 af Outflow = 0.75 cfs @ 11.98 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.75 cfs @ 11.98 hrs, Volume= 0.035 af Secondary = 0.00 cfs @ 11.98 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 305.00' @ 0.00 hrs Surf.Area= 351 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 856.0 - 856.0 ) Volume Invert Avail.Storage Storage Description #1 305.00' 2,827 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.00 351 0 0 306.00 1,235 793 793 307.00 2,832 2,034 2,827 Device Routing Invert Outlet Devices #1 Secondary 304.79'0.5" Round Culvert L= 161.0' Ke= 0.500 Inlet / Outlet Invert= 304.79' / 303.98' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.00 sf #2 Primary 304.50'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 11.98 hrs HW=305.00' TW=302.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Passes 0.00 cfs of 13.95 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 11.98 hrs HW=305.00' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 0.00 cfs potential flow) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 17HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond DS-1: Dry Swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.562 ac Inflow=0.75 cfs Outflow=0.75 cfs Primary=0.75 cfs Secondary=0.00 cfs Peak Elev=305.00' Storage=0 cf Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 18HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond DS-2: Veg Swale Inflow Area = 4.386 ac, 33.45% Impervious, Inflow Depth = 0.09" for 1-yr event Inflow = 0.07 cfs @ 12.41 hrs, Volume= 0.033 af Outflow = 0.07 cfs @ 12.41 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 12.41 hrs, Volume= 0.002 af Primary = 0.07 cfs @ 12.41 hrs, Volume= 0.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 304.00' @ 0.00 hrs Surf.Area= 1,500 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 1,018.3 - 1,018.3 ) Volume Invert Avail.Storage Storage Description #1 304.00' 1,500 cf Custom Stage Data (Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 304.00 1,500 0 0 1,500 305.00 1,500 1,500 1,500 1,637 Device Routing Invert Outlet Devices #1 Discarded 304.00'7.500 in/hr Exfiltration over Wetted area #2 Primary 302.50'12.0" Round Culvert L= 97.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 302.50' / 302.00' S= 0.0052 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.00 cfs @ 12.41 hrs HW=304.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.26 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 12.41 hrs HW=304.00' TW=302.00' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 3.47 cfs potential flow) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 19HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond DS-2: Veg Swale Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=4.386 ac Inflow=0.07 cfs Outflow=0.07 cfs Discarded=0.00 cfs Primary=0.07 cfs Peak Elev=304.00' Storage=0 cf Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 20HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond IB-1: Inftration Basin Inflow Area = 1.765 ac, 48.91% Impervious, Inflow Depth = 0.34" for 1-yr event Inflow = 0.82 cfs @ 11.99 hrs, Volume= 0.050 af Outflow = 0.82 cfs @ 11.99 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Discarded = 0.82 cfs @ 11.99 hrs, Volume= 0.050 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 302.00' @ 0.00 hrs Surf.Area= 2,377 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 889.9 - 889.9 ) Volume Invert Avail.Storage Storage Description #1 302.00' 11,610 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 302.00 2,377 0 0 305.00 5,363 11,610 11,610 Device Routing Invert Outlet Devices #1 Primary 306.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 302.00'7.50 cfs Exfiltration at all elevations Discarded OutFlow Max=0.00 cfs @ 11.99 hrs HW=302.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 7.50 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 21HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond IB-1: Inftration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.765 ac Inflow=0.82 cfs Outflow=0.82 cfs Discarded=0.82 cfs Primary=0.00 cfs Peak Elev=302.00' Storage=0 cf Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 22HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond IB-2: Infiltration Basin Inflow Area = 4.430 ac, 34.10% Impervious, Inflow Depth = 0.10" for 1-yr event Inflow = 0.14 cfs @ 11.97 hrs, Volume= 0.038 af Outflow = 0.14 cfs @ 11.97 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Discarded = 0.14 cfs @ 11.97 hrs, Volume= 0.038 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 302.00' @ 0.00 hrs Surf.Area= 6,997 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 969.1 - 969.1 ) Volume Invert Avail.Storage Storage Description #1 302.00' 7,872 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 302.00 6,997 0 0 303.00 8,746 7,872 7,872 Device Routing Invert Outlet Devices #1 Discarded 302.00'7.500 in/hr Exfiltration over Surface area #2 Primary 302.75'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=302.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 1.21 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 23HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond IB-2: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=4.430 ac Inflow=0.14 cfs Outflow=0.14 cfs Discarded=0.14 cfs Primary=0.00 cfs Peak Elev=302.00' Storage=0 cf Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 24HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond PP-1: Porous Pave [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=582) Inflow Area = 2.017 ac, 84.75% Impervious, Inflow Depth = 1.22" for 1-yr event Inflow = 4.38 cfs @ 11.97 hrs, Volume= 0.205 af Outflow = 1.71 cfs @ 12.08 hrs, Volume= 0.206 af, Atten= 61%, Lag= 6.3 min Discarded = 1.71 cfs @ 12.08 hrs, Volume= 0.206 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 303.39' @ 12.08 hrs Surf.Area= 8,997 sf Storage= 1,408 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.2 min ( 826.4 - 823.2 ) Volume Invert Avail.Storage Storage Description #1 303.00' 5,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,395 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.00 8,997 0 0 304.60 8,997 14,395 14,395 Device Routing Invert Outlet Devices #1 Discarded 303.00'7.500 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 299.00' Discarded OutFlow Max=1.71 cfs @ 12.08 hrs HW=303.39' (Free Discharge) 1=Exfiltration ( Controls 1.71 cfs) Type II 24-hr 1-yr Rainfall=2.23"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 25HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond PP-1: Porous Pave Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=2.017 ac Inflow=4.38 cfs Discarded=1.71 cfs Peak Elev=303.39' Storage=1,408 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 26HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EX-1 Runoff = 0.49 cfs @ 12.85 hrs, Volume= 0.209 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description * 19,323 98 Paved parking 55,422 36 Woods, Fair, HSG A 409,645 49 50-75% Grass cover, Fair, HSG A 484,390 49 Weighted Average 465,067 96.01% Pervious Area 19,323 3.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.9 100 0.0044 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.36" 29.9 765 0.0037 0.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 73 0.0247 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 52.3 938 Total Subcatchment 13S: EX-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Runoff=0.49 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=484,390 sf Runoff Volume=0.209 af Runoff Depth=0.23" Flow Length=938' Tc=52.3 min CN=49 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 27HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P-1H: P-1H Runoff = 0.01 cfs @ 12.44 hrs, Volume= 0.008 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description * 3,915 98 Paved parking 29,941 39 >75% Grass cover, Good, HSG A 1,884 36 Woods, Fair, HSG A 35,740 45 Weighted Average 31,825 89.05% Pervious Area 3,915 10.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1H: P-1H Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Runoff=0.01 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=35,740 sf Runoff Volume=0.008 af Runoff Depth=0.12" Tc=6.0 min CN=45 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 28HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1A: P-1A Runoff = 0.03 cfs @ 13.30 hrs, Volume= 0.020 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description * 10,105 98 Paved parking 59,438 39 >75% Grass cover, Good, HSG A 35,708 36 Woods, Fair, HSG A 105,251 44 Weighted Average 95,146 90.40% Pervious Area 10,105 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PR-1A: P-1A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Runoff=0.03 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=105,251 sf Runoff Volume=0.020 af Runoff Depth=0.10" Tc=6.0 min CN=44 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 29HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2: PR-2 Runoff = 1.42 cfs @ 11.99 hrs, Volume= 0.073 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description 10,442 98 Roofs, HSG A * 9,626 98 Paved parking 32,364 39 >75% Grass cover, Good, HSG A 52,432 62 Weighted Average 32,364 61.73% Pervious Area 20,068 38.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2: PR-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Runoff=1.42 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=52,432 sf Runoff Volume=0.073 af Runoff Depth=0.73" Tc=6.0 min CN=62 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 30HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3: PR-3 Runoff = 1.90 cfs @ 11.97 hrs, Volume= 0.089 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description * 17,543 98 Paved parking 6,919 39 >75% Grass cover, Good, HSG A 24,462 81 Weighted Average 6,919 28.28% Pervious Area 17,543 71.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3: PR-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Runoff=1.90 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=24,462 sf Runoff Volume=0.089 af Runoff Depth=1.90" Tc=6.0 min CN=81 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 31HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-4: RP-4 Runoff = 0.23 cfs @ 11.97 hrs, Volume= 0.013 af, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description * 1,904 98 Paved parking 1,904 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-4: RP-4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Runoff=0.23 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=1,904 sf Runoff Volume=0.013 af Runoff Depth=3.50" Tc=6.0 min CN=98 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 32HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-5: PR-5 Runoff = 3.14 cfs @ 12.04 hrs, Volume= 0.215 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description 3,550 98 Roofs, HSG A 10,772 98 Roofs, HSG A * 49,579 98 Paved parking 127,158 39 >75% Grass cover, Good, HSG A 191,059 59 Weighted Average 127,158 66.55% Pervious Area 63,901 33.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 100 0.0100 0.90 Sheet Flow, Pavement Smooth surfaces n= 0.011 P2= 2.36" 1.1 132 0.0100 2.03 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 7.2 504 0.0060 1.16 Shallow Concentrated Flow, swale Grassed Waterway Kv= 15.0 fps 10.2 736 Total Subcatchment PR-5: PR-5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Runoff=3.14 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=191,059 sf Runoff Volume=0.215 af Runoff Depth=0.59" Flow Length=736' Tc=10.2 min CN=59 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 33HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment RP-1B: P-1B Runoff = 8.91 cfs @ 11.97 hrs, Volume= 0.432 af, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.73" Area (sf) CN Description * 64,917 98 Paved parking 13,400 39 >75% Grass cover, Good, HSG A * 9,552 98 Pervious Pavemant 87,869 89 Weighted Average 13,400 15.25% Pervious Area 74,469 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment RP-1B: P-1B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Runoff=8.91 cfs Type II 24-hr 10-yr Rainfall=3.73" Runoff Area=87,869 sf Runoff Volume=0.432 af Runoff Depth=2.57" Tc=6.0 min CN=89 Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 34HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Reach DP1: DP-1 (POST) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.449 ac, 38.48% Impervious, Inflow Depth = 0.02" for 10-yr event Inflow = 0.03 cfs @ 13.30 hrs, Volume= 0.020 af Outflow = 0.03 cfs @ 13.30 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Reach DP1: DP-1 (POST) Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=11.449 ac Inflow=0.03 cfs Outflow=0.03 cfs Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 35HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Reach EDP1: DP-1 (PRE) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.120 ac, 3.99% Impervious, Inflow Depth = 0.23" for 10-yr event Inflow = 0.49 cfs @ 12.85 hrs, Volume= 0.209 af Outflow = 0.49 cfs @ 12.85 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Reach EDP1: DP-1 (PRE) Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=11.120 ac Inflow=0.49 cfs Outflow=0.49 cfs Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 36HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond 27P: Wetland Forebay Inflow Area = 0.820 ac, 10.95% Impervious, Inflow Depth = 0.12" for 10-yr event Inflow = 0.01 cfs @ 12.44 hrs, Volume= 0.008 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 301.59' @ 24.34 hrs Surf.Area= 398 sf Storage= 364 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 300.00' 3,732 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 300.00 61 0 0 304.00 911 1,944 1,944 305.00 1,265 1,088 3,032 305.50 1,533 700 3,732 Device Routing Invert Outlet Devices #1 Primary 304.25'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=300.00' TW=299.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 37HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond 27P: Wetland Forebay Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.820 ac Inflow=0.01 cfs Primary=0.00 cfs Peak Elev=301.59' Storage=364 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 38HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond 37P: Wetland Inflow Area = 0.820 ac, 10.95% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 299.00' @ 0.00 hrs Surf.Area= 104 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 299.00' 35,552 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 299.00 104 0 0 301.00 565 669 669 302.00 4,498 2,532 3,201 303.00 5,957 5,228 8,428 304.00 9,536 7,747 16,175 305.00 11,332 10,434 26,609 305.75 12,518 8,944 35,552 Device Routing Invert Outlet Devices #1 Primary 304.50'6.0" Round Culvert L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0250 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 305.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 304.75'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=299.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 39HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond 37P: Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.820 ac Inflow=0.00 cfs Primary=0.00 cfs Peak Elev=299.00' Storage=0 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 40HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond DS-1: Dry Swale Inflow Area = 0.562 ac, 71.72% Impervious, Inflow Depth = 1.90" for 10-yr event Inflow = 1.90 cfs @ 11.97 hrs, Volume= 0.089 af Outflow = 1.90 cfs @ 11.97 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary = 1.90 cfs @ 11.97 hrs, Volume= 0.089 af Secondary = 0.00 cfs @ 11.97 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 305.00' @ 0.00 hrs Surf.Area= 351 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 828.9 - 828.9 ) Volume Invert Avail.Storage Storage Description #1 305.00' 2,827 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.00 351 0 0 306.00 1,235 793 793 307.00 2,832 2,034 2,827 Device Routing Invert Outlet Devices #1 Secondary 304.79'0.5" Round Culvert L= 161.0' Ke= 0.500 Inlet / Outlet Invert= 304.79' / 303.98' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.00 sf #2 Primary 304.50'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 11.97 hrs HW=305.00' TW=302.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Passes 0.00 cfs of 13.95 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 11.97 hrs HW=305.00' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 0.00 cfs potential flow) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 41HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond DS-1: Dry Swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.562 ac Inflow=1.90 cfs Outflow=1.90 cfs Primary=1.90 cfs Secondary=0.00 cfs Peak Elev=305.00' Storage=0 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 42HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond DS-2: Veg Swale Inflow Area = 4.386 ac, 33.45% Impervious, Inflow Depth = 0.59" for 10-yr event Inflow = 3.14 cfs @ 12.04 hrs, Volume= 0.215 af Outflow = 3.14 cfs @ 12.04 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.0 min Discarded = 0.22 cfs @ 12.04 hrs, Volume= 0.015 af Primary = 2.92 cfs @ 12.04 hrs, Volume= 0.200 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 304.00' @ 12.04 hrs Surf.Area= 1,500 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 908.3 - 908.3 ) Volume Invert Avail.Storage Storage Description #1 304.00' 1,500 cf Custom Stage Data (Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 304.00 1,500 0 0 1,500 305.00 1,500 1,500 1,500 1,637 Device Routing Invert Outlet Devices #1 Discarded 304.00'7.500 in/hr Exfiltration over Wetted area #2 Primary 302.50'12.0" Round Culvert L= 97.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 302.50' / 302.00' S= 0.0052 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.26 cfs @ 12.04 hrs HW=304.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.26 cfs) Primary OutFlow Max=3.47 cfs @ 12.04 hrs HW=304.00' TW=302.07' (Dynamic Tailwater) 2=Culvert (Barrel Controls 3.47 cfs @ 4.42 fps) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 43HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond DS-2: Veg Swale Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=4.386 ac Inflow=3.14 cfs Outflow=3.14 cfs Discarded=0.22 cfs Primary=2.92 cfs Peak Elev=304.00' Storage=0 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 44HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond IB-1: Inftration Basin Inflow Area = 1.765 ac, 48.91% Impervious, Inflow Depth = 1.10" for 10-yr event Inflow = 3.31 cfs @ 11.98 hrs, Volume= 0.162 af Outflow = 3.31 cfs @ 11.98 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Discarded = 3.31 cfs @ 11.98 hrs, Volume= 0.162 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 302.00' @ 11.97 hrs Surf.Area= 2,377 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 856.7 - 856.7 ) Volume Invert Avail.Storage Storage Description #1 302.00' 11,610 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 302.00 2,377 0 0 305.00 5,363 11,610 11,610 Device Routing Invert Outlet Devices #1 Primary 306.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 302.00'7.50 cfs Exfiltration at all elevations Discarded OutFlow Max=7.50 cfs @ 11.98 hrs HW=302.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 7.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 45HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond IB-1: Inftration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.765 ac Inflow=3.31 cfs Outflow=3.31 cfs Discarded=3.31 cfs Primary=0.00 cfs Peak Elev=302.00' Storage=0 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 46HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond IB-2: Infiltration Basin [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=581) Inflow Area = 4.430 ac, 34.10% Impervious, Inflow Depth = 0.58" for 10-yr event Inflow = 3.06 cfs @ 12.04 hrs, Volume= 0.213 af Outflow = 1.26 cfs @ 12.19 hrs, Volume= 0.213 af, Atten= 59%, Lag= 9.0 min Discarded = 1.26 cfs @ 12.19 hrs, Volume= 0.213 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 302.13' @ 12.19 hrs Surf.Area= 7,230 sf Storage= 947 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.7 min ( 901.5 - 898.8 ) Volume Invert Avail.Storage Storage Description #1 302.00' 7,872 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 302.00 6,997 0 0 303.00 8,746 7,872 7,872 Device Routing Invert Outlet Devices #1 Discarded 302.00'7.500 in/hr Exfiltration over Surface area #2 Primary 302.75'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=1.26 cfs @ 12.19 hrs HW=302.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.26 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 47HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond IB-2: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=4.430 ac Inflow=3.06 cfs Outflow=1.26 cfs Discarded=1.26 cfs Primary=0.00 cfs Peak Elev=302.13' Storage=947 cf Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 48HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond PP-1: Porous Pave [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=541) Inflow Area = 2.017 ac, 84.75% Impervious, Inflow Depth = 2.57" for 10-yr event Inflow = 8.91 cfs @ 11.97 hrs, Volume= 0.432 af Outflow = 2.10 cfs @ 12.12 hrs, Volume= 0.432 af, Atten= 76%, Lag= 8.8 min Discarded = 2.10 cfs @ 12.12 hrs, Volume= 0.432 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 304.37' @ 12.12 hrs Surf.Area= 8,997 sf Storage= 4,943 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.9 min ( 814.9 - 802.0 ) Volume Invert Avail.Storage Storage Description #1 303.00' 5,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,395 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.00 8,997 0 0 304.60 8,997 14,395 14,395 Device Routing Invert Outlet Devices #1 Discarded 303.00'7.500 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 299.00' Discarded OutFlow Max=2.10 cfs @ 12.12 hrs HW=304.37' (Free Discharge) 1=Exfiltration ( Controls 2.10 cfs) Type II 24-hr 10-yr Rainfall=3.73"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 49HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond PP-1: Porous Pave Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.017 ac Inflow=8.91 cfs Discarded=2.10 cfs Peak Elev=304.37' Storage=4,943 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 50HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EX-1 Runoff = 5.90 cfs @ 12.61 hrs, Volume= 1.100 af, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description * 19,323 98 Paved parking 55,422 36 Woods, Fair, HSG A 409,645 49 50-75% Grass cover, Fair, HSG A 484,390 49 Weighted Average 465,067 96.01% Pervious Area 19,323 3.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.9 100 0.0044 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.36" 29.9 765 0.0037 0.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 73 0.0247 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 52.3 938 Total Subcatchment 13S: EX-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Runoff=5.90 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=484,390 sf Runoff Volume=1.100 af Runoff Depth=1.19" Flow Length=938' Tc=52.3 min CN=49 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 51HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P-1H: P-1H Runoff = 1.07 cfs @ 12.00 hrs, Volume= 0.061 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description * 3,915 98 Paved parking 29,941 39 >75% Grass cover, Good, HSG A 1,884 36 Woods, Fair, HSG A 35,740 45 Weighted Average 31,825 89.05% Pervious Area 3,915 10.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1H: P-1H Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Runoff=1.07 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=35,740 sf Runoff Volume=0.061 af Runoff Depth=0.90" Tc=6.0 min CN=45 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 52HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1A: P-1A Runoff = 2.79 cfs @ 12.00 hrs, Volume= 0.167 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description * 10,105 98 Paved parking 59,438 39 >75% Grass cover, Good, HSG A 35,708 36 Woods, Fair, HSG A 105,251 44 Weighted Average 95,146 90.40% Pervious Area 10,105 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PR-1A: P-1A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Runoff=2.79 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=105,251 sf Runoff Volume=0.167 af Runoff Depth=0.83" Tc=6.0 min CN=44 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 53HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2: PR-2 Runoff = 4.85 cfs @ 11.98 hrs, Volume= 0.226 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description 10,442 98 Roofs, HSG A * 9,626 98 Paved parking 32,364 39 >75% Grass cover, Good, HSG A 52,432 62 Weighted Average 32,364 61.73% Pervious Area 20,068 38.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2: PR-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Runoff=4.85 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=52,432 sf Runoff Volume=0.226 af Runoff Depth=2.26" Tc=6.0 min CN=62 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 54HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3: PR-3 Runoff = 4.00 cfs @ 11.97 hrs, Volume= 0.192 af, Depth= 4.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description * 17,543 98 Paved parking 6,919 39 >75% Grass cover, Good, HSG A 24,462 81 Weighted Average 6,919 28.28% Pervious Area 17,543 71.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3: PR-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Runoff=4.00 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=24,462 sf Runoff Volume=0.192 af Runoff Depth=4.10" Tc=6.0 min CN=81 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 55HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-4: RP-4 Runoff = 0.39 cfs @ 11.97 hrs, Volume= 0.022 af, Depth= 6.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description * 1,904 98 Paved parking 1,904 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-4: RP-4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Runoff=0.39 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=1,904 sf Runoff Volume=0.022 af Runoff Depth=6.00" Tc=6.0 min CN=98 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 56HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PR-5: PR-5 Runoff = 13.06 cfs @ 12.03 hrs, Volume= 0.729 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description 3,550 98 Roofs, HSG A 10,772 98 Roofs, HSG A * 49,579 98 Paved parking 127,158 39 >75% Grass cover, Good, HSG A 191,059 59 Weighted Average 127,158 66.55% Pervious Area 63,901 33.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 100 0.0100 0.90 Sheet Flow, Pavement Smooth surfaces n= 0.011 P2= 2.36" 1.1 132 0.0100 2.03 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 7.2 504 0.0060 1.16 Shallow Concentrated Flow, swale Grassed Waterway Kv= 15.0 fps 10.2 736 Total Subcatchment PR-5: PR-5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Runoff=13.06 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=191,059 sf Runoff Volume=0.729 af Runoff Depth=1.99" Flow Length=736' Tc=10.2 min CN=59 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 57HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment RP-1B: P-1B Runoff = 16.53 cfs @ 11.97 hrs, Volume= 0.835 af, Depth= 4.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.24" Area (sf) CN Description * 64,917 98 Paved parking 13,400 39 >75% Grass cover, Good, HSG A * 9,552 98 Pervious Pavemant 87,869 89 Weighted Average 13,400 15.25% Pervious Area 74,469 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment RP-1B: P-1B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Runoff=16.53 cfs Type II 24-hr 100-yr Rainfall=6.24" Runoff Area=87,869 sf Runoff Volume=0.835 af Runoff Depth=4.97" Tc=6.0 min CN=89 Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 58HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Reach DP1: DP-1 (POST) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.449 ac, 38.48% Impervious, Inflow Depth = 0.28" for 100-yr event Inflow = 3.24 cfs @ 12.32 hrs, Volume= 0.263 af Outflow = 3.24 cfs @ 12.32 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Reach DP1: DP-1 (POST) Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=11.449 ac Inflow=3.24 cfs Outflow=3.24 cfs Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 59HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Reach EDP1: DP-1 (PRE) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.120 ac, 3.99% Impervious, Inflow Depth = 1.19" for 100-yr event Inflow = 5.90 cfs @ 12.61 hrs, Volume= 1.100 af Outflow = 5.90 cfs @ 12.61 hrs, Volume= 1.100 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Reach EDP1: DP-1 (PRE) Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=11.120 ac Inflow=5.90 cfs Outflow=5.90 cfs Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 60HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond 27P: Wetland Forebay Inflow Area = 0.820 ac, 10.95% Impervious, Inflow Depth = 0.90" for 100-yr event Inflow = 1.07 cfs @ 12.00 hrs, Volume= 0.061 af Outflow = 0.03 cfs @ 19.22 hrs, Volume= 0.011 af, Atten= 97%, Lag= 433.5 min Primary = 0.03 cfs @ 19.22 hrs, Volume= 0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 304.26' @ 19.22 hrs Surf.Area= 1,004 sf Storage= 2,195 cf Plug-Flow detention time= 569.7 min calculated for 0.011 af (19% of inflow) Center-of-Mass det. time= 377.6 min ( 1,288.3 - 910.7 ) Volume Invert Avail.Storage Storage Description #1 300.00' 3,732 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 300.00 61 0 0 304.00 911 1,944 1,944 305.00 1,265 1,088 3,032 305.50 1,533 700 3,732 Device Routing Invert Outlet Devices #1 Primary 304.25'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.03 cfs @ 19.22 hrs HW=304.26' TW=299.24' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.26 fps) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 61HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond 27P: Wetland Forebay Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.820 ac Inflow=1.07 cfs Primary=0.03 cfs Peak Elev=304.26' Storage=2,195 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 62HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond 37P: Wetland Inflow Area = 0.820 ac, 10.95% Impervious, Inflow Depth = 0.17" for 100-yr event Inflow = 0.03 cfs @ 19.22 hrs, Volume= 0.011 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 300.67' @ 35.38 hrs Surf.Area= 489 sf Storage= 496 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 299.00' 35,552 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 299.00 104 0 0 301.00 565 669 669 302.00 4,498 2,532 3,201 303.00 5,957 5,228 8,428 304.00 9,536 7,747 16,175 305.00 11,332 10,434 26,609 305.75 12,518 8,944 35,552 Device Routing Invert Outlet Devices #1 Primary 304.50'6.0" Round Culvert L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0250 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 305.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 304.75'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=299.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 63HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond 37P: Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.820 ac Inflow=0.03 cfs Primary=0.00 cfs Peak Elev=300.67' Storage=496 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 64HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond DS-1: Dry Swale Inflow Area = 0.562 ac, 71.72% Impervious, Inflow Depth = 4.10" for 100-yr event Inflow = 4.00 cfs @ 11.97 hrs, Volume= 0.192 af Outflow = 4.00 cfs @ 11.97 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary = 4.00 cfs @ 11.97 hrs, Volume= 0.192 af Secondary = 0.00 cfs @ 11.97 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 305.00' @ 0.00 hrs Surf.Area= 351 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 806.9 - 806.9 ) Volume Invert Avail.Storage Storage Description #1 305.00' 2,827 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.00 351 0 0 306.00 1,235 793 793 307.00 2,832 2,034 2,827 Device Routing Invert Outlet Devices #1 Secondary 304.79'0.5" Round Culvert L= 161.0' Ke= 0.500 Inlet / Outlet Invert= 304.79' / 303.98' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.00 sf #2 Primary 304.50'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 11.97 hrs HW=305.00' TW=302.05' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Passes 0.00 cfs of 13.95 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 11.97 hrs HW=305.00' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 0.00 cfs potential flow) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 65HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond DS-1: Dry Swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.562 ac Inflow=4.00 cfs Outflow=4.00 cfs Primary=4.00 cfs Secondary=0.00 cfs Peak Elev=305.00' Storage=0 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 66HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond DS-2: Veg Swale [93] Warning: Storage range exceeded by 19.58' [90] Warning: Qout>Qin may require smaller dt or Finer Routing [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=595) Inflow Area = 4.386 ac, 33.45% Impervious, Inflow Depth = 1.99" for 100-yr event Inflow = 13.06 cfs @ 12.03 hrs, Volume= 0.729 af Outflow = 16.40 cfs @ 12.02 hrs, Volume= 0.729 af, Atten= 0%, Lag= 0.0 min Discarded = 0.28 cfs @ 11.99 hrs, Volume= 0.043 af Primary = 16.11 cfs @ 12.02 hrs, Volume= 0.686 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 324.58' @ 12.02 hrs Surf.Area= 1,500 sf Storage= 1,500 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.2 min ( 864.7 - 863.5 ) Volume Invert Avail.Storage Storage Description #1 304.00' 1,500 cf Custom Stage Data (Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 304.00 1,500 0 0 1,500 305.00 1,500 1,500 1,500 1,637 Device Routing Invert Outlet Devices #1 Discarded 304.00'7.500 in/hr Exfiltration over Wetted area #2 Primary 302.50'12.0" Round Culvert L= 97.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 302.50' / 302.00' S= 0.0052 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.28 cfs @ 11.99 hrs HW=308.65' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=16.06 cfs @ 12.02 hrs HW=324.44' TW=302.44' (Dynamic Tailwater) 2=Culvert (Barrel Controls 16.06 cfs @ 20.45 fps) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 67HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond DS-2: Veg Swale Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.386 ac Inflow=13.06 cfs Outflow=16.40 cfs Discarded=0.28 cfs Primary=16.11 cfs Peak Elev=324.58' Storage=1,500 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 68HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond IB-1: Inftration Basin [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=598) Inflow Area = 1.765 ac, 48.91% Impervious, Inflow Depth = 2.84" for 100-yr event Inflow = 8.84 cfs @ 11.98 hrs, Volume= 0.418 af Outflow = 7.50 cfs @ 11.97 hrs, Volume= 0.418 af, Atten= 15%, Lag= 0.0 min Discarded = 7.50 cfs @ 11.97 hrs, Volume= 0.418 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 302.11' @ 12.02 hrs Surf.Area= 2,490 sf Storage= 275 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 831.4 - 831.3 ) Volume Invert Avail.Storage Storage Description #1 302.00' 11,610 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 302.00 2,377 0 0 305.00 5,363 11,610 11,610 Device Routing Invert Outlet Devices #1 Primary 306.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 302.00'7.50 cfs Exfiltration at all elevations Discarded OutFlow Max=7.50 cfs @ 11.97 hrs HW=302.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 7.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 69HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond IB-1: Inftration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.765 ac Inflow=8.84 cfs Outflow=7.50 cfs Discarded=7.50 cfs Primary=0.00 cfs Peak Elev=302.11' Storage=275 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 70HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond IB-2: Infiltration Basin Inflow Area = 4.430 ac, 34.10% Impervious, Inflow Depth = 1.92" for 100-yr event Inflow = 16.42 cfs @ 12.02 hrs, Volume= 0.708 af Outflow = 4.22 cfs @ 12.33 hrs, Volume= 0.708 af, Atten= 74%, Lag= 18.6 min Discarded = 1.51 cfs @ 12.33 hrs, Volume= 0.612 af Primary = 2.71 cfs @ 12.33 hrs, Volume= 0.096 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 302.99' @ 12.33 hrs Surf.Area= 8,721 sf Storage= 7,746 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 26.9 min ( 886.2 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 302.00' 7,872 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 302.00 6,997 0 0 303.00 8,746 7,872 7,872 Device Routing Invert Outlet Devices #1 Discarded 302.00'7.500 in/hr Exfiltration over Surface area #2 Primary 302.75'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=1.51 cfs @ 12.33 hrs HW=302.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.51 cfs) Primary OutFlow Max=2.71 cfs @ 12.33 hrs HW=302.99' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.71 cfs @ 1.15 fps) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 71HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond IB-2: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.430 ac Inflow=16.42 cfs Outflow=4.22 cfs Discarded=1.51 cfs Primary=2.71 cfs Peak Elev=302.99' Storage=7,746 cf Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 72HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Summary for Pond PP-1: Porous Pave [93] Warning: Storage range exceeded by 52.50' [90] Warning: Qout>Qin may require smaller dt or Finer Routing [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=11) Inflow Area = 2.017 ac, 84.75% Impervious, Inflow Depth = 4.97" for 100-yr event Inflow = 16.53 cfs @ 11.97 hrs, Volume= 0.835 af Outflow = 22.69 cfs @ 11.96 hrs, Volume= 0.835 af, Atten= 0%, Lag= 0.0 min Discarded = 22.69 cfs @ 11.96 hrs, Volume= 0.835 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 357.10' @ 11.96 hrs Surf.Area= 8,997 sf Storage= 5,758 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.2 min ( 795.8 - 783.6 ) Volume Invert Avail.Storage Storage Description #1 303.00' 5,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,395 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.00 8,997 0 0 304.60 8,997 14,395 14,395 Device Routing Invert Outlet Devices #1 Discarded 303.00'7.500 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 299.00' Discarded OutFlow Max=22.58 cfs @ 11.96 hrs HW=356.81' (Free Discharge) 1=Exfiltration ( Controls 22.58 cfs) Type II 24-hr 100-yr Rainfall=6.24"Treehouse - (2024-01-31) Printed 2/2/2024Prepared by Bohler Engineering Page 73HydroCAD® 10.00-19 s/n 02674 © 2016 HydroCAD Software Solutions LLC Pond PP-1: Porous Pave Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.017 ac Inflow=16.53 cfs Discarded=22.69 cfs Peak Elev=357.10' Storage=5,758 cf United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Saratoga County, New York Natural Resources Conservation Service November 10, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Saratoga County, New York............................................................................13 DeA—Deerfield loamy fine sand, 0 to 3 percent slopes..............................13 DeB—Deerfield loamy fine sand, 3 to 8 percent slopes..............................14 References............................................................................................................17 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4767570476760047676304767660476769047677204767750476778047675704767600476763047676604767690476772047677504767780598680 598710 598740 598770 598800 598830 598860 598890 598920 598950 598980 599010 598680 598710 598740 598770 598800 598830 598860 598890 598920 598950 598980 599010 43° 3' 22'' N 73° 47' 18'' W43° 3' 22'' N73° 47' 2'' W43° 3' 15'' N 73° 47' 18'' W43° 3' 15'' N 73° 47' 2'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300Feet 0 20 40 80 120Meters Map Scale: 1:1,590 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 23, Sep 6, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI DeA Deerfield loamy fine sand, 0 to 3 percent slopes 6.5 70.2% DeB Deerfield loamy fine sand, 3 to 8 percent slopes 2.7 29.8% Totals for Area of Interest 9.2 100.0% 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, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Saratoga County, New York DeA—Deerfield loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2xfg8 Elevation: 0 to 1,100 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Deerfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Deerfield Setting Landform:Outwash terraces, outwash deltas, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy outwash derived from granite, gneiss, and/or quartzite Typical profile Ap - 0 to 9 inches: loamy fine sand Bw - 9 to 25 inches: loamy fine sand BC - 25 to 33 inches: fine sand Cg - 33 to 60 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well 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:About 15 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum:11.0 Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Windsor Percent of map unit:7 percent Landform:Outwash terraces, kame terraces, outwash deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Wareham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Outwash plains, kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Ninigret Percent of map unit:1 percent Landform:Kame terraces, outwash plains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Hydric soil rating: No DeB—Deerfield loamy fine sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2xfg9 Elevation: 0 to 1,190 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Deerfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 14 Description of Deerfield Setting Landform:Outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy outwash derived from granite, gneiss, and/or quartzite Typical profile Ap - 0 to 9 inches: loamy fine sand Bw - 9 to 25 inches: loamy fine sand BC - 25 to 33 inches: fine sand Cg - 33 to 60 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:About 15 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum:11.0 Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Windsor Percent of map unit:7 percent Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Wareham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains Landform position (three-dimensional):Tread Custom Soil Resource Report 15 Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Ninigret Percent of map unit:1 percent Landform:Outwash plains, outwash terraces, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Hydric soil rating: No Custom Soil Resource Report 16 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 17 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 18 1 1 Project: Location: Surface Elevation:±|| Termination Depth:Date Completed:|| Proposed Location:| -- At Completion:| -- --| | --24 Hours: --| No Type 0.0 5.0 10.0 15.0 16.0 20.0 25.0 WOH /12"SUBSOIL 2 2 28 7 4 3 4 3 2 1 3 2 3 3 2 2 1 1 17 2 2 - 4 4 - 6 6 - 8 8 - 10 S-5 S-4 S-3 S-2 3 - - 5 3 15 20 18 2 - - As Above, Loose (SP-SM) As Above, Very Loose to Loose (SP-SM) As Above, Loose (SP-SM) As Above (SP-SM)-10 - 12 S-6 3 16 6 20 2415 - 17 S-7 10 - 4 6 - 8 - Proposed Brewery/Restaurant WAI Project No.:GM2321159.Y00 RECORD OF Boring No.: B-1 SUBSURFACE EXPLORATION Page of Elevation 20.7 feet bgs 11/8/2023 (feet bgs) (ft NAVD88)(feet bgs) (ft NAVD88) 3376 South Broadway, Saratoga Springs, Saratoga County, New York Client:WL Enterprises Asquisitions, LLC NS feet Above NAVD88 Date Started:11/8/2023 Water Depth Elevation Cave-In Depth --Drill / Test Method:HSA / SPT (Autohammer)Contractor:CC -- Building Logged By:OR During:6.0 At Completion: -- -- SAMPLE INFORMATION DEPTH STRATA DESCRIPTION OF MATERIALS REMARKSDepth (feet)Blows Per 6" Rec. (in.)N (feet)(Classification) Equipment:Geoprobe 7822DT 24 Hours: TS 6" Topsoil 18" Subsoil, Roots Brown, Very Loose, Poorly Graded Sand with Silt (SP-SM) TILL As Above, Very Dense Boring B-1 Terminated at a Depth of 20.7 Feet Below Ground Surface. 0 - 2 S-1 3 1 - - - - - - - - - - - 16 - 40/ 5" As Above, Medium Dense (SP-SM) Brown, Dense, Silty Sand with Gravel (SM) GLACIAL LACUSTRINE DEPOSIT 20 - 20.7 S-8 51 - 40/2"7 - NOTES: bgs = below ground surface, msl = mean sea level, NA = Not Applicable, NE = Not Encountered, NS = Not Surveyed, P = Perched RECORD OF SUBSURFACE EXPLORATION WL Restaurant Brewery Saratoga Springs NY GM2321159.Y00 Boring Logs 10-8-23.xlsx 11/22/2023 1 1 Project: Location: Surface Elevation:±|| Termination Depth:Date Completed:|| Proposed Location:| -- At Completion:| -- --| | --24 Hours: --| No Type 0.0 5.0 10.0 15.0 20.0 25.0 LACUSTRINE As Above (SP-SM)17 5 1/12" 1 1 DEPOSIT As Above, Medium Dense (SP-SM) Boring B-2 Terminated at a Depth of 22 Feet Below Ground Surface. 15 - 17 S-5 1 1 16 2 As Above (SP-SM) 1 22 18 - 10 S-4 1 45 - 7 S-3 3 As Above, Very Loose (SP-SM) Brown, Loose, Poorly Graded Sand with Silt (SP-SM) 3 2 SUBSOIL 18" Subsoil, Roots 2 - 4 S-2 3 3 4 5 13 7 0 - 2 S-1 11 10 19 192 8 TS 12" Topsoil SAMPLE INFORMATION DEPTH STRATA DESCRIPTION OF MATERIALS REMARKSDepth (feet)Blows Per 6" Rec. (in.)N (feet)(Classification) --Equipment:Geoprobe 7822DT 24 Hours: -- Drill / Test Method:HSA / SPT (Autohammer)Contractor:CC --At Completion: -- Building Logged By:OR During:6.0 Elevation 22.0 feet bgs 11/8/2023 (feet bgs) (ft NAVD88)(feet bgs) (ft NAVD88) 3376 South Broadway, Saratoga Springs, Saratoga County, New York Client:WL Enterprises Asquisitions, LLC NS feet Above NAVD88 Date Started:11/8/2023 Water Depth Elevation Cave-In Depth Proposed Brewery/Restaurant WAI Project No.:GM2321159.Y00 RECORD OF Boring No.: B-2 SUBSURFACE EXPLORATION Page of 20 - 22 S-6 2 3 8 9 12 11 NOTES: bgs = below ground surface, msl = mean sea level, NA = Not Applicable, NE = Not Encountered, NS = Not Surveyed, P = Perched RECORD OF SUBSURFACE EXPLORATION WL Restaurant Brewery Saratoga Springs NY GM2321159.Y00 Boring Logs 10-8-23.xlsx 11/22/2023 1 1 Project: Location: Surface Elevation:±|| Termination Depth:Date Completed:|| Proposed Location:| -- At Completion:| -- --| | --24 Hours: --| No Type 0.0 5.0 10.0 15.0 20.0 25.0 2 2 As Above (SP-SM) Boring B-3 Terminated at a Depth of 22 Feet Below Ground Surface. As Above, Medium Dense (SP-SM)15 - 17 S-5 4 14 LACUSTRINE 8 - 10 S-4 2 2 24 4 As Above, Very Loose to Loose (SP-SM) 3 As Above (SP-SM)5 - 7 S-3 2 2 1 2 16 2 - 4 S-2 2 2 1 Brown, Very Loose, Poorly Graded Sand with Silt (SP-SM) 0 - 2 S-1 2 2 SUBSOIL 21" Subsoil, Roots 3 2 24 5 TS 9" Topsoil 2 17 3 SAMPLE INFORMATION DEPTH STRATA DESCRIPTION OF MATERIALS REMARKSDepth (feet)Blows Per 6" Rec. (in.)N (feet)(Classification) --Equipment:Geoprobe 7822DT 24 Hours: -- Drill / Test Method:HSA / SPT (Autohammer)Contractor:CC --At Completion: -- Building Logged By:OR During:6.0 Elevation 22.0 feet bgs 11/8/2023 (feet bgs) (ft NAVD88)(feet bgs) (ft NAVD88) 3376 South Broadway, Saratoga Springs, Saratoga County, New York Client:WL Enterprises Asquisitions, LLC NS feet Above NAVD88 Date Started:11/8/2023 Water Depth Elevation Cave-In Depth Proposed Brewery/Restaurant WAI Project No.:GM2321159.Y00 RECORD OF Boring No.: B-3 SUBSURFACE EXPLORATION Page of DEPOSIT 20 - 22 S-6 7 8 16 21 15 24 8 2 16 22 NOTES: bgs = below ground surface, msl = mean sea level, NA = Not Applicable, NE = Not Encountered, NS = Not Surveyed, P = Perched RECORD OF SUBSURFACE EXPLORATION WL Restaurant Brewery Saratoga Springs NY GM2321159.Y00 Boring Logs 10-8-23.xlsx 11/22/2023 1 1 Project: Location: Surface Elevation:±|| Termination Depth:Date Completed:|| Proposed Location:| -- At Completion:| -- --| | --24 Hours: --| No Type 0.0 5.0 10.0 15.0 20.0 21.0 25.0 SUBSOIL 15" Subsoil, Roots 1/12" TILL Boring B-4 Terminated at a Depth of 22 Feet Below Ground Surface. 20 - 22 S-6 7 9 29 44 12 38 As Above (SP-SM) GLACIAL Brown, Very Dense, Silty Sand with Gravel (SM) 16 1 15 - 17 S-5 6 11 8 7 18 19 As Above, Medium Dense (SP-SM) 10 - 12 S-5 1 1 3 As Above, Very Loose (SP-SM) DEPOSIT LACUSTRINE As Above (SP-SM) 8 - 10 S-4 3 1 2 1 14 6 As Above (SP-SM)5 - 7 S-3 3 3 3 3 16 2 10 52 - 4 S-2 2 3 2 Brown, Loose, Poorly Graded Sand with Silt (SP-SM) 0 - 2 S-1 1 2 2 2 15 4 TS 9" Topsoil SAMPLE INFORMATION DEPTH STRATA DESCRIPTION OF MATERIALS REMARKSDepth (feet)Blows Per 6" Rec. (in.)N (feet)(Classification) --Equipment:Geoprobe 7822DT 24 Hours: -- Drill / Test Method:HSA / SPT (Autohammer)Contractor:CC --At Completion: -- Building Logged By:OR During:5.5 Elevation 22.0 feet bgs 11/8/2023 (feet bgs) (ft NAVD88)(feet bgs) (ft NAVD88) 3376 South Broadway, Saratoga Springs, Saratoga County, New York Client:WL Enterprises Asquisitions, LLC NS feet Above NAVD88 Date Started:11/8/2023 Water Depth Elevation Cave-In Depth Proposed Brewery/Restaurant WAI Project No.:GM2321159.Y00 RECORD OF Boring No.: B-4 SUBSURFACE EXPLORATION Page of NOTES: bgs = below ground surface, msl = mean sea level, NA = Not Applicable, NE = Not Encountered, NS = Not Surveyed, P = Perched RECORD OF SUBSURFACE EXPLORATION WL Restaurant Brewery Saratoga Springs NY GM2321159.Y00 Boring Logs 10-8-23.xlsx 11/22/2023 1 1 Project: Location: Surface Elevation:±|| Termination Depth:Date Completed:|| Proposed Location:| -- At Completion:| -- --| | --24 Hours: --| No Type 0.0 5.0 10.0 15.0 15 - 15.7 S-5 16 -0 - 20.0 25.0 Boring B-5 Terminated at a Depth of 15.7 Feet Below Ground Surface. No Recovery 8 - 10 S-4 4 1 1 1 14 2 As Above (SP-SM) As Above (SP-SM)5 - 7 S-3 1 1 18 11/12" 1 18 22 - 4 S-2 2 1 1 Brown, Very Loose, Poorly Graded Sand with Silt (SP-SM) 0 - 2 S-1 2 2 SUBSOIL 12" Subsoil, Roots 3 2 20 5 TS 9" Topsoil SAMPLE INFORMATION DEPTH STRATA DESCRIPTION OF MATERIALS REMARKSDepth (feet)Blows Per 6" Rec. (in.)N (feet)(Classification) --Equipment:Geoprobe 7822DT 24 Hours: -- RECORD OF Boring No.: B-5 SUBSURFACE EXPLORATION Page of Elevation 15.7 feet bgs 11/8/2023 (feet bgs) (ft NAVD88)(feet bgs) (ft NAVD88) 3376 South Broadway, Saratoga Springs, Saratoga County, New York Client:WL Enterprises Asquisitions, LLC NS feet Above NAVD88 Date Started:11/8/2023 Water Depth Elevation 40/2" LACUSTRINE DEPOSIT Proposed Brewery/Restaurant WAI Project No.:GM2321159.Y00 Cave-In Depth Drill / Test Method:HSA / SPT (Autohammer)Contractor:CC --At Completion: -- Building Logged By:OR During:5.0 NOTES: bgs = below ground surface, msl = mean sea level, NA = Not Applicable, NE = Not Encountered, NS = Not Surveyed, P = Perched RECORD OF SUBSURFACE EXPLORATION WL Restaurant Brewery Saratoga Springs NY GM2321159.Y00 Boring Logs 10-8-23.xlsx 11/22/2023 G. CONSTRUCTION DRAWINGS