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HomeMy WebLinkAbout20241018 NYS Route 29 Prime Station Lane Site Plan SWPPPPrepared by: EP Land Services LLC 621 Columbia Street Ext. Cohoes, NY 12047 (518) 785-9000 Stormwater Management Report, Stormwater Pollution Prevention Plan (SWPPP) and Post Construction Maintenance for Station Park Subdivision City of Saratoga Springs Saratoga County, New York Prepared for Prime Companies 621 Columbia Street Ext. Cohoes NY 12047 July 12, 2024 Revised 7/30/25 April 2025 STORMWATER MANAGEMENT REPORT For STATION PARK SUBDIVISION SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK Table of Contents 1.0 EXECUTIVE SUMMARY ............................................................................................................ 1 1.1 Methodology for Designing Storm Water Management .................................................................... 1 2.0 SITE CONDITIONS .................................................................................................................... 2 2.1 Topography............................................................................................................................................ 2 2.2 Soils ........................................................................................................................................................ 2 2.3 Test Pits and Percolation Test ............................................................................................................. 2 3.0 PRE AND POST DEVELOPMENT PEAK DISCHARGE ............................................................ 3 3.1 Pre-Development Area Descriptions and Discharge Points ............................................................. 3 3.2 Post Development Area Descriptions and Discharge Points ........................................................... 3 3.3 Time of Concentration (TOC) ............................................................................................................... 4 3.4 Weighted Curve Number (CN).............................................................................................................. 4 3.5 Peak Discharges for Pre and Post Development Areas .................................................................... 4 3.6 Pre-Development vs Post Development Peak Discharges at Discharge Points ............................ 5 4.0 NYSDEC UNIFORM SIZING CRITERIA ..................................................................................... 6 4.1 Water Quality Volume (WQv) ............................................................................................................... 7 4.2 Runoff Reduction Volume (RRv) ......................................................................................................... 7 4.3 Channel Protection Volume (CPv) ....................................................................................................... 8 4.4 Overbank Flood Protection Volume .................................................................................................... 8 4.5 Extreme Flood Protection Volume ...................................................................................................... 8 4.6 Safe passage of the 100-Year Design Storm ...................................................................................... 8 5.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS ................................................. 9 5.1 Proposed Stormwater Management Strategy .................................................................................... 9 5.2 Water Quality Treatment, Pretreatment and Runoff Reduction Volume (Area #1A) ...................... 9 5.3 Water Quality Treatment, Pretreatment and Runoff Reduction Volume (Area #2) ......................... 9 5.4 Water Quality Treatment, Pretreatment and Runoff Reduction Volume (Area #3A) .................... 10 5.5 Water Quantity Using TR-55 Tabular Method For Post Development Area #1A .......................... 10 5.6 Water Quantity Using TR-55 Tabular Method For Post Development Area #2 ............................. 11 5.7 Water Quantity Using TR-55 Tabular Method For Post Development Area #3A .......................... 12 5.8 Combined Flows to Discharge Point #1, #2 and #3 ......................................................................... 13 5.9 Water Quality Treatment Diversion (STMH#7) ................................................................................. 14 6.0 PROPOSED CONVEYANCE SYSTEM AND DISCHARGE POINT ......................................... 15 7.0 COMMUNITY RISK AND RESILIENCY ACT (CRRA) .............................................................. 16 8.0 OWNER AND CONTRACTOR’S/SUBCONTRACTOR’S CERTIFICATION ............................. 17 8.1 NOI Permittee’s Certification: ............................................................................................................ 17 8.2 General Site Contractor’s Contractor and Subcontractors Certification: ..................................... 17 9.0 CONSTRUCTION EROSION CONTROL PRACTICES ............................................................ 18 9.1 Erosion Control Maintenance During Construction ........................................................................ 18 10.0 CONSTRUCTION WASTE MANAGEMENT............................................................................. 19 11.0 SEQUENCE OF CONSTRUCTION .......................................................................................... 20 12.0 GENERAL PERMIT (GP-0-25-001) INFORMATION ................................................................ 23 12.1 Historical Places ................................................................................................................................. 23 12.2 Endangered Species ........................................................................................................................... 23 12.3 Notice of Intent .................................................................................................................................... 23 April 2025 12.4 Notice of Termination ......................................................................................................................... 23 13.0 POST CONSTRUCTION MAINTENANCE ............................................................................... 24 13.1 Operation and Maintenance Information .......................................................................................... 24 13.2 Maintenance and Inspection Responsibilities ................................................................................. 24 13.3 Design and Construction Information .............................................................................................. 25 13.4 Funding Mechanism ........................................................................................................................... 26 13.5 Post-Construction Stormwater Management Facilities (Practices) ............................................... 27 Practice A: Wet Swale (O-2) ............................................................................................................................ 27 Practice B: Underground Infiltration Array (I-4) ............................................................................................ 28 Practice C: Underground Basins (I-2) ............................................................................................................ 29 Practice D: Hydrodynamic Unit (Contech)- Pretreatment ............................................................................ 30 Practice E: Private Closed Drainage System ................................................................................................ 31 13.6 Attachments to Maintenance Plan .................................................................................................... 32 Exhibits ............................................................................................................................................................. 33 Exhibit A – Soils, Rainfall and CN Calculations ........................................................................................... 34 .1 24-Hour Rainfall Intensity Table ....................................................................................................... 34 .2 Pre-Development CN ........................................................................................................................ 34 .3 Post Development CN ...................................................................................................................... 34 .4 NRCS Soil Information and Gifford Soil results ................................................................................ 34 Exhibit B – WQv and Pretreatment ................................................................................................................ 35 .1 WQv/RRv calculations ...................................................................................................................... 35 .2 NOI Information ................................................................................................................................. 35 .3 WQv Peak flows ................................................................................................................................ 35 .4 Hydrodynamic Information ................................................................................................................ 35 Exhibit C – Hydrologic Model Simulation Using TR-55 Tabular Method .................................................... 36 .1 Routing Tables for the 1, 2, 10, 25, and 100 year storms with Inflow and Outflow Hydrographs .... 36 Exhibit D – Drainage Calculations .................................................................................................................. 37 .1 Pipe Capacities and Expected Flows ............................................................................................... 37 Exhibit E – Maps ............................................................................................................................................... 38 .1 Project Location Map ........................................................................................................................ 38 .2 Soil Map (Figure 1) ........................................................................................................................... 38 .3 Pre-Development Watersheds (Figure 2) ......................................................................................... 38 .4 Post Development Watersheds (Figure 3)........................................................................................ 38 .5 Catch Basin Sub-Watershed Areas (Figure 4) ................................................................................. 38 Exhibit F – Stormwater Pollution Prevention Plan (SWPPP) ....................................................................... 39 .1 Notice of Intent (NOI) ........................................................................................................................ 39 .2 MS4 form .......................................................................................................................................... 39 .3 General Permit .................................................................................................................................. 39 .4 Construction Site Log Book .............................................................................................................. 39 .5 SHPO Correspondence and NYSDEC Correspondence ................................................................. 39 Exhibit G – Post Construction Maintenance Information ............................................................................ 40 .1 Location Map .................................................................................................................................... 40 .2 Infiltration Basin/Underground Infiltration Array Maintenance/wet swale ......................................... 40 .3 Hydrodynamic Maintenance Checklist.............................................................................................. 40 .4 Estimated O & M Costs..................................................................................................................... 40 HTTPS://PRIMECOMPANIES-MY.SHAREPOINT.COM/PERSONAL/JEASTON_THEPRIMECOMPANIES_COM/DOCUMENTS/JEASTON/ENGINEERING PROJECTS/PRIME COMPANIES/2022/2022-02-SARATOGA STATION/03-ADMIN/REPORTS/STORM REPORT/SWMR REPORT 4.4.25.DOCX Stormwater Management Report April 2025 Page 1 1.0 EXECUTIVE SUMMARY Prime Companies proposes to construct two multi-family buildings, townhouses and a hotel on parcels located at NYS Route 29 (between Washington Street and Station Lane) in the City of Saratoga Springs. The parcels total 17.6 acres and are comprised of tax parcels 165.2-70, 165-2-18 and 165-2-19. The proposed project will construct 344 multi-family apartment units within 2 buildings, 46 row houses and one 110 room hotel. As part of the project the parcel will be subdivided into thirteen (13) parcels. Currently, the site is undeveloped with woods covering most of the parcels. The proposed plan the project will be subject to NYSDEC SPDES Phase II requirements for water quality and quantity as the project will disturb greater than 1 acre. Approximately 17.0 acres will be disturbed for the development of the site. The proposed site improvements have been designed in accordance with the Stormwater Management Design Manual (SWDM) published by the New York State Department of Environmental Conservation (NYSDEC) The objective of controlling water quantity is to ensure that the peak rate of runoff leaving the site does not increase as result of site development. Enhanced stormwater regulations implemented in 2003 call for more stringent design standards when dealing with stormwater runoff on sites disturbing more than 1 acre of land. The “new” regulations are commonly referred to as “Phase II” guidelines. The proposed improvements for the project site meet or exceed water quantity, runoff reduction and water quality requirements as specified in the July 31, 2024 NYSDEC SWDM guidelines. The proposed management strategy consists of using a wet swale (O-2), Infiltration Basin (I-2) and underground infiltration arrays (I-4) to manage water quantity and address Water Quality (WQv) and Reduction Runoff (RRv) for the project site. Routine maintenance is a key component in the successful operation of the stormwater management practice. Provisions ensuring the upkeep are required and are submitted in the accompanying maintenance plan. The Maintenance Plan, Stormwater Pollution Prevention Plan (SWPPP) and draft Notice-of-Intent (NOI) Application have been completed for this site. The NOI is required to be submitted to NYSDEC in order to obtain a SPDES Phase II permit. Application to NYSDEC for coverage under the Phase II permit occurs prior to construction activities and after municipal site plan approvals are obtained. The following Stormwater Management Report quantitatively assesses the pre-development and post- development runoff conditions of the site. The report documents that the proposed improvements will meet the minimum requirements of water quality parameters as set forth in the NYSDEC guidelines. 1.1 Methodology for Designing Storm Water Management 1. Determine contributory watershed area(s) and subsequent sub-watersheds for proposed site according to site conditions. Design a pipe layout to convey stormwater to selected locations. 2. Evaluate pre and post development stormwater runoff conditions for various storm intensities, durations and frequencies of occurrences using USDA Technical Release 55 (TR-55) methodology. 3. Evaluate peak runoff and storage requirements for the NYSDEC specified WQv, 1, 2, 10, 25 and 100-year storm frequencies. Stormwater Management Report April 2025 Page 2 2.0 SITE CONDITIONS 2.1 Topography The general topography slopes from east to west. See Exhibit E.2 for the existing topography and the site is generally flat. Some of the project area stormwater runoff from will flow to the existing wetlands along Station Lane, while a majority of the site just infiltrates stormwater runoff due to the topography and sandy soil. Stormwater runoff from the site will eventually flow to Geser Brook to the north. 2.2 Soils The USDA Soil Survey was used to determine the existing soils within the project boundaries. Hydrologic soil groups were determined to analyze runoff volumes and flow rates. Soils found within the project and adjacent properties are as follows: DeA DeerField HSG A Sa Scarboro HSG A Wa Wareham HSG A WnB/WnC Windsor HSG A Hydrologic Soil Groups (HSG) A through D; ranging from well to poorly drained soils respectively. See Exhibit A.4 for further soil information. The information in Exhibit A.4 is depicted in Exhibit E.2, entitled “Soil Map” for soil delineation within the project site. 2.3 Test Pits and Percolation Test Contained within civil site plans there are multiple test pits and failing head test performed by Gifford Engineering. The test pits and percolation test were performed within the proposed stormwater management areas. Per the test pit results, the test pit went down 6 to 8 feet in depth from existing grade. The proposed bottom of infiltration systems or wet swale varies but upon the site location. The season high water elevation (SHGW) elevation varied throughout the site but in general from east to west. The SHGW elevation general went from elevation 319.0 to elevation 315 from east to west across the site. Per NYSDEC SWDM an infiltration basin or underground infiltration arrays are required to have 2-foot separation requirement between SHGW elevation and bottom of infiltration system. The table below summaries those results shown on C-2 of construction drawings. Percolation tests (falling head test in conformance with NYSDEC SWDM were performed next to the test pits. See Exhibit A.4 and construction drawings for results shown below. Stormwater Practice Test Pit # Ground Elevation Depth to Ground Water Ground Water Elevation Seasonal High Ground Water Elevation (SHGW) Bottom Elevation of Stormwater Practice Difference between SHGW and bottom of Practice (feet) Field Infiltration Rate (inches/hour) Wet Swale TP# 1 320.4 5.5 314.9 318.9 320 1.1 30 Infiltration Array #1 TP# 8 323.4 7.5 315.9 315.9 318 2.1 43,200 Infiltration Array #1 TP# 8A 323.4 7.5 315.9 315.9 318 2.1 43,200 Infiltration Basin #1 TP# 11 323.6 9 314.6 314.6 319 4.4 2,466 Infiltration Basin #1 TP# 10A 323.1 9 314.1 314.1 319 4.9 2,544 Stormwater Management Report April 2025 Page 3 3.0 PRE AND POST DEVELOPMENT PEAK DISCHARGE This section describes the stormwater analysis relative to the site, including the runoff generated within the limits of the site as well as contributing watershed to the discharge point. Analysis of upstream/downstream watershed to the receiving waters for this project site is not included in the computations for this report. The peak discharge rates represented in this report demonstrate only the expected peak flows from the delineated watersheds and do not take into account the overall watersheds. The non-delineated Pre and Post Development upstream/downstream watersheds are considered base flow and where the proposed site improvement will not have an effect on stormwater runoff. Therefore, the Pre and Post Development non-delineated upstream/downstream watershed will have the exact same stormwater runoff characteristics. 3.1 Pre-Development Area Descriptions and Discharge Points The Pre-Development stormwater system was analyzed by subdividing the watershed areas to estimate the runoff from each watershed area. The site was divided into three (3) areas, based on the discharge points. (Refer to Figure 2– “Pre-Development Watersheds” in Exhibit E.3) Pre-Development Area #1 has been delineated and stormwater runoff flows to the wetlands on the parcel located in the north portion of the site. The watershed is approximately 2.4 acres in size and contains woods. All stormwater runoff from this watershed will flow to the east in the roadside swale of Station Lane (Discharge Point #1). All stormwater runoff from this watershed will eventually flow to the Geyser Brook. Pre-Development Area #2 has been delineated and stormwater runoff flows to a low point on the site in which infiltration occurs (Discharge Point #2). The watershed is approximately 10.5 acres in size and contains woods, grass and impervious area. Pre-Development Area #3 has been delineated and stormwater runoff flows to the west (railroad tracks- Discharge Point #3). The watershed is approximately 8.5 acres in size and contains woods, grass, gravel and impervious areas. 3.2 Post Development Area Descriptions and Discharge Points The following section describes the post development stormwater system. The post development watershed has been subdivided in order to accurately estimate the runoff from the watershed and the effect of the proposed development. To analyze and compare the post development conditions, with the pre-development conditions, the watershed was divided into five (5) areas. (Refer to Figure 3 – “Post-Development Watersheds” in Exhibit E.4) Post Development Area #1 has been delineated and stormwater runoff flows to the wetlands on the parcel located in the north portion of the site. The watershed is approximately 1.3 acres in size and contains woods. All stormwater runoff from this watershed will flow to the east in the roadside swale of Station Lane (Discharge Point #1). All stormwater runoff from this watershed will eventually flow to the Geyser Brook. Post Development Area #1A is approximately 0.70 acres in size and contains grass and impervious areas from the proposed site improvements. The stormwater runoff will be collected by an on-site closed drainage system. The closed drainage system will direct stormwater runoff to a Wet- Swale (O-2). Stormwater runoff will then be discharged to the existing wetlands on site (Discharge Point #1). Post Development Area #2 is approximately 12.9 acres in size and contains woods, grass and impervious areas from the proposed site improvements. The stormwater runoff will be collected by an on-site closed drainage system. The closed drainage system will direct stormwater runoff to the underground Infiltration Array #1 (I-4). Stormwater runoff will then be discharged from the Underground Infiltration Array to the west (Discharge Point #3). Post Development Area #3 has been delineated and stormwater runoff flows to the west (railroad tracks- Discharge Point #3). The watershed is approximately 3.1 acres in size and contains woods, grass, and impervious areas. Post Development Area #3A is approximately 3.5 acres in size and contains grass and impervious areas from the proposed site improvements. The stormwater runoff will be collected by an on-site closed drainage system. The closed drainage system will direct stormwater runoff to the Infiltration Basin #1 (I-2). Stormwater runoff will then be discharged from the Infiltration Basin to the west (Discharge Point #3). Stormwater Management Report April 2025 Page 4 3.3 Time of Concentration (TOC) Times of Concentration (TOC) paths were determined for Pre and Post Development subareas by using the methodology described in National Resource Conservation Service’s TR-55 manual. Sheet flow never exceeded 150 feet over natural undisturbed terrain for Pre-Development and 100 feet for Post Development per NYSDEC standards over disturbed areas. A Manning’s n=0.40 was used for Pre and Post development areas that sheet flowed across wooded areas. Manning’s n=0.24 for areas in which there was sheet flow across lawns. Channel flow time for existing swales were estimated based on a 1-foot depth along with contours from the base map to determine cross sectional area and wetted perimeter. Channel flow time through proposed/existing piping was based on a 12” SICPP, flowing full with a Manning’s n=0.012. Any TOC paths using NRCS methodology resulting in times less than 6 minutes, a minimum value of 6 minutes for TOC was used in the calculations. Calculations for the TOC paths can be found in Exhibit C. 3.4 Weighted Curve Number (CN) Within each watershed area, cover type and hydrologic condition are compared to the Hydrologic Soil Group classification to derive a runoff curve number. Subsequently, a weighted average, or composite runoff curve number (CN) is determined. Runoff curve number supporting calculations for pre-development and post- development scenarios are presented in Exhibit A.2 and A.3. 3.5 Peak Discharges for Pre and Post Development Areas The stormwater analysis was performed using Hydraflow Hydrographs software developed by Intellisolve®. The software uses the Soil Conservation Service (SCS), now known as (NRCS) National Resources Conservation Service, for both pre and post development areas/watersheds are shown in the following tables. Note: the peak discharges for both pre and post development were based on TOC, runoff (Q), Weighted Curve Number (CN) and other factors. Table-1 Pre-Development Peak Discharge Watershed 1-Year Peak Flow (cfs) 2-Year Peak Flow (cfs) 10-Year Peak Flow (cfs) 25-Year Peak Flow (cfs) 50-Year Peak Flow (cfs) 100- Year Peak Flow (cfs) CN Area (Acres) TOC (Min.) Pre Area #1 0.000 0.000 0.000 0.000 0.007 0.023 30 2.415 29.30 Pre Area #2 0.000 0.000 0.000 0.003 0.044 0.139 31 10.554 49.40 Pre Area #3 0.000 0.000 0.000 0.035 0.115 0.485 35 8.479 30.20 Table-2 Post Development Peak Discharge (Unattenuated) Watershed 1-Year Peak Flow (cfs) 2-Year Peak Flow (cfs) 10-Year Peak Flow (cfs) 25-Year Peak Flow (cfs) 50-Year Peak Flow (cfs) 100- Year Peak Flow (cfs) CN Area (Acres) TOC (Min.) Post Area #1 0.000 0.000 0.000 0.000 0.006 0.018 31 1.337 28.60 Post Area #1A 0.575 0.848 1.742 2.480 3.200 4.074 75 0.705 6.00 Post Area #2 8.320 11.68 22.50 31.32 39.65 49.56 80 12.898 24.40 Post Area #3 0.000 0.000 0.006 0.029 0.120 0.421 38 3.008 30.20 Post Area #3A 3.156 4.569 9.168 12.94 16.64 21.08 76 3.551 6.00 * Post Development watersheds 1A and #3A were assigned a Time of Concentration of 6.0 minutes (minimum value) to determine the worst-case peak runoff conditions for these watersheds. Stormwater Management Report April 2025 Page 5 3.6 Pre-Development vs Post Development Peak Discharges at Discharge Points Post Development Areas #1, and #1A have a combined peak flow rate greater than Pre-Development Area #1 peak rate to discharge point #1 if a stormwater detention facility is not constructed. See section 5.0 of this report for water quantity mitigation required per NYSDEC SWDM. Post Development Areas #2 have a peak flow rate greater than Pre-Development Area #1 peak rate to discharge point #2 if a stormwater detention facility is not constructed. See section 5.0 of this report for water quantity mitigation required per NYSDEC SWDM. Post Development Areas #3, and #3A have a combined peak flow rate greater than Pre-Development Area #3 peak rate to discharge point #3 if a stormwater detention facility is not constructed. See section 5.0 of this report for water quantity mitigation required per NYSDEC SWDM. Stormwater Management Report April 2025 Page 6 4.0 NYSDEC UNIFORM SIZING CRITERIA The Environmental Protection Agency and New York State Department of Environmental Conservation have placed a greater emphasis on ensuring that water quality standards are maintained both onsite as well as downstream of the development. Maintaining water quality involves the removal or reduction of pollutants including suspended solids, phosphates, nitrates and other chemicals generated by development. The new water quality standards expand upon the peak flow attenuation concept to include parameters designed to protect downstream channels from stream bank erosion and flooding. NYSDEC assumes that, by default, the proposed stormwater management practice meets water quality objectives if the proposed practice is designed in accordance with the List of Acceptable Stormwater Management Practices set forth in the NYS Stormwater Management Design Manual (SMDM, page 4-3). The proposed strategy consists of utilizing a closed drainage system that directs the runoff towards Infiltration Systems or Wet Swale to address water quantity. All pretreatment for water quality will be done by a hydrodynamic unit before the stormwater runoff enters the Infiltration Systems or Wet Swale. The Infiltration Systems and Wet Swale will treat water quality volume and mitigate stormwater runoff volume associated with the development of the site. As an Infiltration Basins and Infiltration Array are listed as an approved practice in NYSDEC SWDM, table 3.7, 100% of WQv and 100% of RRv will be addressed by this practice. Implementation of green infrastructure practices aids in the reduction of runoff by proactively reducing runoff volume, peak flow, and flow duration. It promotes infiltration and evapotranspiration to improve groundwater recharge, and also relieves pollutants for the “end of pipe” stormwater treatment practice. The green infrastructure techniques within NYSDEC 2024 SWDM are categories as Preservation of Natural Resources, Reduction of Impervious Cover and Runoff Reduction Techniques. These measures were reviewed and are summarized below. Table-3 Runoff Reduction Techniques Group Practice Implementation/Justification Preservation of Natural Resources Preservation of Undisturbed Areas Areas were maintained as much as possible. Preservation of Buffers None presently exist on the site. Reduction of Clearing and Grading Clearing of site per zoning coding. Locating Development in Less Sensitive Areas No developed is proposed in area of steep slopes (Slopes E or F) on site and proposed in area of prior clearing/disturbance. Open Space Design The is per zoning code. Soil Restoration Soil restoration is provided for this project. See Construction Drawings for notes indicating this to be done. Reduction of Impervious Cover Roadway Reduction Roadway/accessway cross sections are minimal while maintaining Fire Code compliance and City code requirements. Sidewalk Reduction Sidewalk widths are based on ADA compliance and good engineering practice. Driveway Reduction Joint driveways are proposed. Cul-de-sac Reduction Cul-de-sacs have been avoided at this project. Building Footprint Reduction The height of the buildings was based upon building code. Parking Reduction Parking area and turn aisle are design to City standards. Runoff Reduction Conservation of natural areas (RR-1) Maintaining wetland buffer for project site. Stormwater Management Report April 2025 Page 7 Techniques Sheetflow to riparian buffers or filter strips (RR-2) None presently exist on the site. Tree Planting and Tree Pits (RR-3) No RRv credit was included in calculations for existing or proposed trees. Tree Trench (RR-3) Not applicable for project. Disconnection of Rooftop Runoff (RR-4) Project site does not allow enough space for dedicated filter strip area Vegetated Open Swale (RR-5) Project site is not physically large enough to satisfy the design requirements set forth in the SWDM. Filtration or Infiltration Rain Garden (RR-6) Filtration or Infiltration Rain Garden was not selected for this project due to the maximum area of 1,000 sf for the practice. Filtration or Infiltration Stormwater Planter (RR-7) Filtration or Infiltration Planters were not selected for this site due to space required. Rainwater Harvesting System (RR-8) Practice is not being proposed due to the cost of the system. Porous Pavement (RR-9) Porous pavement requires soils to be A or B or C to function properly per NYSDEC SWDM Chapter 5 page 5-74. Porous pavement was not selected due to maintenance and cold weather climate. Green Roof (RR-10) The architect has reviewed the option of installing a green roof, and has determined it was not feasible for this site. 4.1 Water Quality Volume (WQv) The Water Quality Volume is designed to improve water quality sizing to capture and treat 90% of the average annual stormwater runoff volume. The proposed stormwater management strategy for this project is sized to accommodate the Water Quality Volume. The WQv was determined to be: WQv=1,860 cf for Post Development Area #1A WQv=40,075 cf for Post Development Area #2 WQv=9.194 cf for Post Development Area #3A The Water Quantity Area was based upon the pavement, proposed parking areas, pavers, hard surfaces, proposed building areas and sidewalk within Post Area #1A, #2 and #3A watersheds. See Exhibit B and calculations for WQv is based upon NYSDEC Construction Stormwater Toolbox 2024 DM GI Worksheet with a 90% rainfall event of 1.15 inches. 4.2 Runoff Reduction Volume (RRv) The RRv is the minimum volume of runoff that is to be removed from the runoff volume that is sent to the “end of pipe” treatment practice by utilizing infiltration, evaporation, recycling, recharging, etc. The intent of implementing the green infrastructure techniques is to redistribute the WQv prior to runoff being collected by the proposed stormwater drainage system. As it is often difficult to remove the whole WQv, the minimum volume required is set as RRv. The remaining volume that is not treated (WQv – RRv as necessary) will then be treated at the “end of pipe” treatment system. RRv(acre-feet) = [(P)(Rv*)(Ai)] /12 Where: Ai=(S)(Aic) Stormwater Management Report April 2025 Page 8 =impervious cover targeted for runoff reduction (Aic)=Total area of new impervious cover Rv* = 0.05+0.009(I) where I is 100% impervious S=Hydrologic Soil Group (HSG) Specific Reduction Factor (S) HSG A = 0.55 HSG B = 0.40 HSG C = 0.30 HSG D = 0.20 Based upon calculations in Exhibit B the following was determined: Minimum RRv= 27,605 cf Project achieves= 49,270 cf of RRv on the site. There is a 96% reduction in RRv as infiltration is being proposed for most of the site. 4.3 Channel Protection Volume (CPv) The channel protection storage volume requirements are designed to protect downstream channels from erosion. This goal is accomplished by providing 24-hour extended detention of the one-year, 24-hour rainfall storm event. This volume is held over a 24 hour period; controlled by a discharge rate (volume/24 hours). The 2-year attenuated storm event is further discussed in Section “5.0 Proposed Water Quality and Quantity Controls project. 4.4 Overbank Flood Protection Volume The overbank flood protection volume requirements are incorporated to prevent an increase in the frequency of flooding and magnitude of out-of-bank flooding downstream of the management practice. Overbank control requires storage to attenuate the post-development 10-year storm and reduce the 24-hour peak discharge rate to the pre-development rates. 4.5 Extreme Flood Protection Volume The intent of the extreme flood protection volume is to a) prevent the increased risk of flood damage from large storm events, b) maintain the boundaries of the pre-development 100-year floodplain, and c) protect the physical integrity of the stormwater management practices. Extreme flood protection control requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate to the pre-development rates. The 100-year attenuated storm event is further discussed in Section “5.0 Proposed Water Quality and Quantity Controls project. 4.6 Safe passage of the 100-Year Design Storm The physical integrity of the stormwater management practice must be maintained. The outlet structure(s) and emergency spillways must be designed to accommodate the 100-year design storm. Used in conjunction with the stage-storage relationship, the safe passage of the 100-year design storm reveals the maximum water surface elevation anticipated for the management practice. The 100-year storm event is further discussed in Section “5.0 Proposed Water Quality and Quantity Controls”. Stormwater Management Report April 2025 Page 9 5.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS 5.1 Proposed Stormwater Management Strategy Stormwater runoff will be collected by an on-site closed drainage system that directs the runoff towards stormwater practices. The stormwater runoff will be directed towards either 1. Underground Infiltration Array #1 2. Infiltration Basin #1 3. Wet Swale The stormwater is to be “treated” by the stormwater water practices on the project site and will be used to manage stormwater runoff (water quantity) for the project. The stormwater analysis was performed using Hydraflow Hydrographs software developed by Intellisolve®. The software uses the Soil Conservation Service (SCS), now known as (NRCS) National Resources Conservation Service, hydrologic methods to compute the 24-hour precipitation event. The runoff curve numbers, and time of concentrations were computed using the NRCS TR-55 tabular methodology as described in Section 3.0 of this report. The 24-hour rainfall amounts for the City of Saratoga Springs are documented in Exhibit A.1. The hydrograph model is set up to simulate Pre-Development Areas and Post-Development to all Discharge Points. It is the goal of the hydraulic model to demonstrate the water surface elevation within the proposed stormwater practices and the net increase in peak discharge rates occur between pre-development and post- development conditions for the 1, 2, 10, 25, 50 and 100-year storm events. 5.2 Water Quality Treatment, Pretreatment and Runoff Reduction Volume (Area #1A) Post Development Area #1A watershed has been designed in accordance with NYSDEC Phase II Management Guidelines with respect to Water Quality requirements. The water quality volume (WQv) was determined to be 1,860 cf and a wet swale (O-2) is proposed to treat the water quality requirements of this watershed. The pretreatment volume of 10% of 1,860 cf must be achieved before stormwater runoff is allowed to flow into the wet swale practice. Using the SWDM, a WQv of 1,860 cf (see Exhibit B.1) equates to a WQv peak flow 0.80 cfs (See Exhibit B.3). The proposed hydrodynamic unit will be model CDS2020 (WQv#1 noted on plans) by Contech which can treat a WQv rate up to 1.1 cfs. The proposed wet swale (O-2) will only treat the WQv for this watershed and no RRv reduction is achieved per the SWDM for this practice. A wet swale was selected for this location as the seasonal high ground water (SHGW) elevation is 1.1 feet below the bottom of the practice. Even though the water table is 5 feet below the bottom of this practice, by default, due to the elevation of the SHGW, this practice is defined by SWDM as a wet swale for treatment of stormwater runoff. 5.3 Water Quality Treatment, Pretreatment and Runoff Reduction Volume (Area #2) Post Development Area #2 watershed has been designed in accordance with NYSDEC Phase II Management Guidelines with respect to Water Quality requirements. Post Development Area #2 stormwater runoff will be collected by a closed drainage system and will be sent to an Underground Infiltration Array #1 (I-4). Using the SWDM, the WQv was determined to be 40,075 cf and this calculation can be found in Exhibit B.1. For an infiltration system, 100% of WQv must be pretreated before it enters the Infiltration basin as a result of the percolation rate being faster than 5.0 inch/hour. As there is not enough space for a traditional forebay, a hydrodynamic unit will be used as a pretreatment device for this watershed. Stormwater Manhole #7 (STMH#7) will send stormwater to a hydrodynamic unit (WQv#2) before stormwater runoff is allowed to flow into the Underground Infiltration Array #1. Using the SWDM a WQv of 40,075 cf equates to a WQv peak flow 13.80 cfs (See Exhibit B.3). The proposed hydrodynamic unit will be model CDS5653-D by Contech which can treat a WQv rate up to 14.0 cfs. As the hydrodynamic unit (WQv#2) needs to bypass flow during large storm events, STMH #7, has been designed to ensure WQv volume flows to the WQv#2 and larger storm events are sent directly to the underground arrays. An 18 pipe from STMH #7 to WQv#2 at an invert elevation of 319.50 will send up to 15.36 cfs to the hydrodynamic unit. All other stormwater flow is transported by a 24”x38” arch pipe at an elevation of 321.25 that directs stormwater runoff directly to the Infiltration Array. Stormwater Management Report April 2025 Page 10 The Infiltration Array #1 will achieve 100% WQv treatment and 100% RRv treatment for this watershed as the stormwater management practice infiltrates up to the 100-year storm event, thus meeting NYSDEC SWDM requirements. 5.4 Water Quality Treatment, Pretreatment and Runoff Reduction Volume (Area #3A) Post Development Area #3A watershed has been designed in accordance with NYSDEC Phase II Management Guidelines with respect to Water Quality requirements. Stormwater from Post Development Area #3A will be collected by a closed drainage system and will be sent to an Infiltration Basin #1 (I-2). Using the SWDM, the WQv was determined to be 9,194 cf this calculation can be found in Exhibit B.1. For an infiltration system, 100% of WQv must be pretreated before it enters the Infiltration basin as a result of the percolation rate being faster than 5.0 inch/hour. As there is not enough space for a traditional forebay, a hydrodynamic unit will be used as a pretreatment device for this project. Catch Basin #48 (CB#48) will send stormwater to a hydrodynamic unit (WQv#3) before stormwater runoff is allowed to flow into the Infiltration Basin #1. Using the SWDM, the WQv of 9,194 cf (see Exhibit B.1) equates to a WQv peak flow 3.96 cfs (Exhibit B.3). The proposed hydrodynamic unit will be model 4030 by Contech which can treat a WQv rate up to 4.5 cfs. The Infiltration Array #1 will achieve 100% WQv treatment and 100% RRv treatment for this watershed as the stormwater management practice infiltrates up to the 100-year storm event, thus meeting NYSDEC SWDM requirements. 5.5 Water Quantity Using TR-55 Tabular Method For Post Development Area #1A Under the proposed condition stormwater runoff from Post Development Areas #1 and #1A will exceed Pre- Development Areas #1 peak runoff rates to discharge point #1 if a detention facility was not constructed. To manage the increase in stormwater runoff volume associated with the proposed site improvements, in Post Development Area #1A delineated watershed, a wet swale will be installed. The wet swale will attenuate the increased stormwater runoff from the development of the site. Hydraflow Hydrographs software was used to develop a hydraulic model of the proposed wet swale in Post Development Area #1A delineated watershed. Hydraflow Hydrographs software was used to calculate the rate of infiltration and flow rate from the emergency overflow weir from this practice. While NYSDEC SWDM does not allow RRv credit for infiltration in a wet swale as the SHGW elevation does not meet the 3-foot separation requirement, the existing soil does allow for infiltration within the practice based upon result of test pits/infiltration test results The model demonstrates that the wet-swale will store up to the 100-year storm from the stormwater runoff volume associated with Post Development Area #1A delineated watershed. The hydraulic modeling was simulated for the 1, 2, 10, 25, 50 and 100-year storm events. See Exhibit C for model information and design. To obtain the results in Table 4, inflow (hydrograph #5 labeled “Post #1A” in Hydraflow Hydrographs software model) vs. outflow (hydrograph 15 labeled “Route Wet Swale #1” in Hydraflow Hydrographs software model) hydrographs and routing tables were calculated for the proposed stormwater system and the results are as follows: Table-4 Post Flow from Wet Swale System 1-Year Flow (cfs) 2-Year Flow (cfs) 10-Year Flow (cfs) 25-Year Flow (cfs) 50-Year Flow (cfs) 100-Year Flow (cfs) Post Development Area #1A (Inflow) 0.575 0.848 1.742 2.480 3.200 4.074 Max. Water Surface Elevation (WSEL) 320.18 320.27 320.62 320.91 321.12 321.36 Discharge from Wet Swale (Ouflow) 0.00 0.00 0.00 0.00 0.00 0.00 To obtain the result in Table 4 from the proposed wet swale labeled as “Wet Swale #1” in the software model, a weir (emergency spillway) “WrA” at elevation 321.50 and infiltration rate of 20 inches/hour was used to stimulate storm events in the Hydraflow Hydrographs software model. Stormwater Management Report April 2025 Page 11 The 100-year WSEL has been determined to be 321.36 or there is 0.64 feet of freeboard within the practice as the top of swale is proposed is at elevation 322.00. There will be a maximum depth of 1.36 feet or 16 inches which is less than the maximum allowable of 18 inches per SWDM. Infiltration was utilized for this practice in the hydraulic model based upon existing test pits/infiltration test results. This area was determined to have a percolation rate of 30 inches/per hour at elevation 319.00 or 12-inches below the proposed bottom of wet swale. The model uses a percolation rate of 20 inches/per hour or a safety factor of 1.5 was used in the calculations. Stormwater Practice Test Pit # Ground Elevation Depth to Ground Water Ground Water Elevation Seasonal High Ground Water Elevation (SHGW) Bottom Elevation of Stormwater Practice Difference between SHGW and bottom of Practice (feet) Field Infiltration Rate (in/hr) Design Infiltration Rate (in/hr) Wet Swale TP# 1 320.4 5.5 314.9 318.9 320.0 1.1 30 20 5.6 Water Quantity Using TR-55 Tabular Method For Post Development Area #2 Under the proposed condition stormwater runoff from Post Development Areas #2 will exceed Pre-Development Areas #2 peak runoff rates to discharge point #2 if a detention facility was not constructed. To manage the increase in stormwater runoff volume associated with the proposed site improvements, in Post Development Area #2 delineated watershed, an underground infiltration array will be installed. The underground infiltration array will attenuate the increased stormwater runoff (water quantity) from the development of the site and also addresses WQv/RRV water quality requirements. The underground infiltration array (Infiltration Array #1) will be comprised of one stick of 48-inch pipe (isolator row), four (4) sticks of 36-inch perforated pipe, 200 linear feet long with void stone. Void stone was assigned 30% void ratio in design calculations. The 48-inch “isolator row” allows for up to 500 cf of sediment storage and a second method to prevent sediment from entering the infiltration array section to limit sediment form clogging the array. Hydraflow Hydrographs software was used to develop a hydraulic model of the infiltration array in Post Development Area #2 delineated watershed. The model demonstrates that the infiltration array will store up to the 100-year storm from the stormwater runoff volume associated with Post Development Area #2 delineated watershed. The hydraulic modeling was simulated for the 1, 2, 10, 25, 50 and 100-year storm events. See Exhibit C for model information and design. To obtain the results in Table 5, inflow (hydrograph #6 labeled “Post #2” in Hydraflow Hydrographs software model) vs. outflow (hydrograph 13 labeled “Route Array #1” in Hydraflow Hydrographs software model) hydrographs and routing tables were calculated for the proposed stormwater system and the results are as follows: Table-5 Post Flow from Underground Detention Array Systems 1-Year Flow (cfs) 2-Year Flow (cfs) 10-Year Flow (cfs) 25-Year Flow (cfs) 50-Year Flow (cfs) 100-Year Flow (cfs) Post Development Area #2 (Inflow) 8.327 11.67 22.51 31.33 39.65 49.56 Water Surface Elevation (WSEL-Array #1) 318.02 318.03 318.06 318.07 318.07 323.55 Discharge from Arrays (Outflow) 0.00 0.00 0.00 0.00 0.00 0.015 To obtain the result in Table 5 from the proposed Underground Infiltration Array labeled as “Infiltration Array #1” in the software model, an emergency overflow pipe “CLvA” at elevation 323.50 and infiltration rate of 100 inches/hour was used to stimulate storm events in the Hydraflow Hydrographs software model. The 100-year water Surface Elevation (WSEL) has been determined to elevation 323.55 within Infiltration Array #1. The top storage elevation of Infiltration Array #1 is elevation 324.00. This allows for approximately 0.45 feet of additional storage within the array. Stormwater Management Report April 2025 Page 12 Infiltration was utilized for this practice in the hydraulic model based upon existing test pits/infiltration test results. This area was determined to have a percolation rate greater than 40,000 inches/per hour at elevation 317.40 or 6- inches below the proposed bottom of array. The model uses a percolation rate of 100 inches/per hour or a safety factor over 200 was used in the calculations. Stormwater Practice Test Pit # Ground Elevation Depth to Ground Water Ground Water Elevation Seasonal High Ground Water Elevation (SHGW) Bottom Elevation of Stormwater Practice Difference between SHGW and bottom of Practice (feet) Field Infiltration Rate (in/hr) Design Infiltration Rate (in/hr) Infiltration Array #1 TP# 8 323.4 7.5 315.9 315.9 318.0 2.1 43,200 100 Infiltration Array #1 TP# 8A 323.4 7.5 315.9 315.9 318.0 2.1 43,200 100 The potential storage volume in the catch basins and closed drainage system was also not accounted for when the Hydraflow Hydrographs software model was developed. Between not including the closed drainage potential storage volume and having a safety factor on the infiltration rate, the WSEL in Table #5 is conversative or higher than what will actually occur. 5.7 Water Quantity Using TR-55 Tabular Method For Post Development Area #3A Under the proposed condition stormwater runoff from Post Development Areas #3 and #3A will exceed Pre- Development Areas #3 peak runoff rates to discharge point #3 if a detention facility was not constructed. To manage the increase in stormwater runoff volume associated with the proposed site improvements, in Post Development Area #3A delineated watershed, an Infiltration Basin will be installed. The Infiltration Basin will attenuate the increased stormwater runoff (water quantity) from the development of the site and addresses WQv/RRV water quality requirements. Hydraflow Hydrographs software was used to develop a hydraulic model of the proposed detention basin in Post Development Area #3A delineated watershed. The model demonstrates that the Infiltration Basin #1 will store up to the 100-year storm from the stormwater runoff volume associated with Post Development Area #3A delineated watershed. The hydraulic modeling was simulated for the 1, 2, 10, 25, 50 and 100-year storm events. See Exhibit C for model information and design. To obtain the results in Table 6, inflow (hydrograph #5 labeled “Post #3A” in Hydraflow Hydrographs software model) vs. outflow (hydrograph 14 labeled “Route Basin #1” in Hydraflow Hydrographs software model) hydrographs and routing tables were calculated for the proposed stormwater system and the results are as follows: Table-6 Post Flow from Infiltration Basin #1 1-Year Flow (cfs) 2-Year Flow (cfs) 10-Year Flow (cfs) 25-Year Flow (cfs) 50-Year Flow (cfs) 100-Year Flow (cfs) Post Development Area #3A (Inflow) 3.156 4.569 9.168 12.94 16.64 21.08 Max. Water Surface Elevation (WSEL) 319.57 319.85 320.72 321.39 321.99 322.55 Discharge from Basin (Outflow) 0.00 0.00 0.00 0.00 0.00 0.00 To obtain the result in Table 6 from the proposed Infiltration Basin labeled as “Basin #1” in the software model, a weir (emergency spillway) “WrA” at elevation 324.00 and infiltration rate of 100 inches/hour was used to stimulate storm events in the Hydraflow Hydrographs software model. The 100-year water Surface Elevation (WSEL) has been determined to elevation 322.55 within Infiltration Basin #1. This allows for approximately 2.45 feet of additional storage within the basin as the top of the basin is proposed at elevation 325.00. As all stormwater is recharged for the project site and within Post Development Area #3A watershed up to the 100-year storm event. Stormwater Management Report April 2025 Page 13 Infiltration was utilized for this practice in the hydraulic model based upon existing test pits/infiltration test results. This area was determined to have a percolation rate greater than 2,000 inches/per hour at elevation 319.0. The model uses a percolation rate of 100 inches/per hour or a safety factor over 20 was used in the calculations. Stormwater Practice Test Pit # Ground Elevation Depth to Ground Water Ground Water Elevation Seasonal High Ground Water Elevation (SHGW) Bottom Elevation of Stormwater Practice Difference between SHGW and bottom of Practice (feet) Field Infiltration Rate (in/hr) Design Infiltration Rate (in/hr) Infiltration Basin #1 TP# 10 323.1 9 314.1 314.1 319.0 4.9 2,466 100 Infiltration Basin #1 TP# 10A 323.1 9 314.1 314.1 319.0 4.9 2,544 100 5.8 Combined Flows to Discharge Point #1, #2 and #3 As stormwater runoff from the site will discharge to various locations, Post Development Area #1, #1A, #2 #3 and #3a must be compared to Pre-Development #1, #2 and #3 at discharge points. Hydraflow Hydrographs software hydraulic model calculations the expect combined Post Development peak discharge rate to various discharge points based upon routing of stormwater practices, what the discharge rates/flows from the stormwater management areas, time and overflow (define as watersheds not going to a stormwater management facility). As the hydraulic modeling simulated for the 1, 2, 10, 25, 50 and 100-year storm events, the post development combined peak flow rate to Discharge Point #1 #2 and #3 can be determined and are listed below. Table-7 Peak Flow to Discharge Point #1 1-Year Flow (cfs) 2-Year Flow (cfs) 10-Year Flow (cfs) 25-Year Flow (cfs) 50-Year Flow (cfs) 100-Year Flow (cfs) Pre Development (Area #1) 0.000 0.000 0.000 0.000 0.007 0.023 Post Combined Peak Flow (Post 1+ Outflow from Wet Swale-Post Area #1A 0.000 0.000 0.000 0.000 0.006 0.018 Net Change in Flow -0.0 -0.0 -0.0 -0.0 -0.001 -0.005 Table-8 Peak Flow to Discharge Point #2 1-Year Flow (cfs) 2-Year Flow (cfs) 10-Year Flow (cfs) 25-Year Flow (cfs) 50-Year Flow (cfs) 100-Year Flow (cfs) Pre Development (Area #2) 0.000 0.000 0.000 0.003 0.044 0.139 Post Combined Peak Flow (Outflow from Array #1-Post Area #2) 0.000 0.000 0.000 0.000 0.000 0.015 Net Change in Flow -0.000 -0.000 -0.000 -0.003 -0.044 -0.124 Stormwater Management Report April 2025 Page 14 Table-9 Peak Flow to Discharge Point #3 1-Year Flow (cfs) 2-Year Flow (cfs) 10-Year Flow (cfs) 25-Year Flow (cfs) 50-Year Flow (cfs) 100-Year Flow (cfs) Pre Development (Area #3) 0.000 0.000 0.000 0.036 0.115 0.485 Post Combined Peak Flow (Post 3+ Outflow from Basin #1-Post Area #3A) 0.000 0.000 0.000 0.029 0.120 0.421 Net Change in Flow -0.000 -0.000 -0.000 -0.007 +0.005 -0.064 5.9 Water Quality Treatment Diversion (STMH#7) Hydraflow Hydrographs software was used to develop a hydraulic model of the flow diversion, STMH #7. STMH #7 will send stormwater runoff to a hydrodynamic unit (WQv#2) or direct stormwater flow to STMH #6 that is connected to the Underground Infiltration Array. The model show as flow rates from Post Development Area #2 water will first go through an 18” pipe at elevation 319.50 to WQv #2 and when the high flow by-pass pipe (invert 321.25 24”x38” arch pipe) will activate and send storm directly to Underground Infiltration Array. Within the model it demonstrates the flow rates going through these two pipes during different storm events, and the net flow (added back together) at the underground array. This is demonstrated by Hydrographs #10, #11 and #12 labeled Flow to WQv #2, High Flow to Array and Flow to Array #1. By including STMH#7 in the model, it demonstrates the piping size and elevations are appropriately designed to convey the 100-year storm event to array and limiting the flow to the hydrodynamic unit as required. Stormwater Management Report April 2025 Page 15 6.0 PROPOSED CONVEYANCE SYSTEM AND DISCHARGE POINT The proposed closed drainage system was designed and verified to pass the 10-year storm event. Calculations for anticipated flow through each pipe run can be found in Exhibit D.1. The anticipated flows through each proposed pipe run were based upon the percentage of watershed flowing to each proposed catch basin. The model of stormwater systems takes into account hydraulic conditions and the model demonstrates that the HGL is within the pipe for the 10-year storm event. Stormwater Management Report April 2025 Page 16 7.0 COMMUNITY RISK AND RESILIENCY ACT (CRRA) Community Risk and Resiliency Act (CRRA) was reviewed during the design of the project and considerations of CRRA were considered. Physical Risks Due to Climate Change 1. Increased Temperature- The increase in the temperature of stormwater runoff entering heat-vulnerable environments is not applicable based upon the proposed infiltration practice. 2. Increased Precipitation- The proposed extra storage in system and safety factor utilized in calculations account for the intensity and frequency of precipitation events are projected to increase, resulting in significant increases in stormwater runoff and the potential for stormwater management and conveyance systems to be overwhelmed, leading to exacerbated or new sources of water quality pollution, and more frequent and severe flooding. 3. Increase Chance of Drought- The proposed stormwater practice is not affected by drought and vegetation is not required as part of WQv/RRv considerations for this practice. 4. Increased Flood- The site is not located within any flood plain. 5. Rise in Sea Level- Not applicable for this location as site is located +/- 320 feet above sea level. 6. Storm Surge- Not applicable for this location. 7. Shifting Ecology- The proposed stormwater practice is not affected by change in ecology as vegetation is not required for this practice. Stormwater Management Report April 2025 Page 17 8.0 OWNER AND CONTRACTOR’S/SUBCONTRACTOR’S CERTIFICATION Notice of Intent (NOI) Permitee and General Contractor and Subcontractors shall read Section 2.0 through Section 5.0 of Stormwater Pollution Prevention Plan (SWPPP). Each representative of his or her company shall understand their responsibilities, based upon their scope of work, that Erosion Control and Pollution Control are required for this project. The NOI Permittee, General Contractor and all Subcontractors shall sign the ”logbook” listed below. If a Subcontractor wishes NOT to sign the logbook the General Contractor is to obtain the name, company and phone number of this company and list the information in the logbook. 8.1 NOI Permittee’s Certification: “I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharge from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of referenced permit and the laws of State of New York and could subject me to criminal, civil and/or administrative proceedings.” Print Name: ______________________________________________ Company Name:________________________________________________ Signature:________________________________________________ Company Address:______________________________________________ _____________________________________________________ Phone #:______________________________________________ 8.2 General Site Contractor’s Contractor and Subcontractors Certification: “I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharge from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of referenced permit and the laws of State of New York and could subject me to criminal, civil and/or administrative proceedings.” General Site Contractor Print Name: ______________________________________________ Company Name:________________________________________________ Signature:________________________________________________ Company Address:______________________________________________ _____________________________________________________ Stormwater Management Report April 2025 Page 18 9.0 CONSTRUCTION EROSION CONTROL PRACTICES Listed below are the suggested Temporary Erosion Control Devices that may be required for this site above what is indicated on the Erosion Control Plan in the construction drawings. A SWPPP has been provided for the contractor to follow in the Construction Drawing Plan. The SWPPP is a general guideline for the contractor to follow during the course of construction. The site inspector may/can revise the SWPPP as he/she feels necessary to prevent erodible soil from leaving the construction work area. All anticipated Temporary and Permanent Erosion Control measures required for construction of this project have been shown in the “Construction Drawing” documents. Any modifications to the SWPPP during construction shall be subject to engineer review. The SPDES Permittee will be held responsible for any soil exposure and/or erosion that occurs outside the defined limits of work and haul roads and will immediately install erosion control measures and stabilize disturbed areas. Furthermore, any fines that could arise as a result of improper implementation of the SWPPP will be the responsibility of the SPDES Permittee. Siltation Fence (Temporary) Silt fence shall be installed and maintained to prevent sediment transport until permanent soil stabilization occurs. The anticipated locations for silt fence placement are shown on the plans. Additional Silt fence may be needed as site conditions warrant. The Contractor and Stormwater Management Inspector are encouraged to identify additional placement opportunities as necessary to maintain the highest water quality standards possible. (See Construction Drawings for typical silt fence installation). Silt fence shall be placed parallel to contours and should not be placed in concentrated flows. Stockpile (Temporary) Topsoil or any other soil excavated during construction shall stockpile in a suitable area clear from any stormwater drainage course. Silt fence will be used to enclose all stockpile areas. Stockpiles which are inactive for more than 14 days shall be temporary seeded. The temporary stockpile shall be protected with a diversion swale if necessary. Seed and Mulch (Temporary) Any disturbed areas that are exposed for than 14 days and not subject to construction traffic will immediately receive temporary seeding. If the season prevents the establishment of the temporary cover the disturbed areas with mulch or straw at rate of 2.0 tons per acre. Construction Entrance (Temporary) Construction entrance shall 50 foot long by 24 feet. The construction entrance captures material and debris before construction vehicles leave the project work zone. (See Construction Drawing for construction entrance installation) Dust Control (Temporary) Water will be applied at a rate to minimize air born particles from leaving the construction site as instructed by inspector. 9.1 Erosion Control Maintenance During Construction A certified/qualified inspector shall inspect the site at least once every (7) calendar days. The qualified inspector shall make modifications to the SWPPP as he/she feels the site conditions warrant. The qualified inspector shall complete weekly reports as required by NYSDEC. Weekly reports can be found in Exhibit F.4. Maintenance of erosion control devices shall follow the recommendations set forth in the “New York Standards and Specifications for Erosion and Sediment Controls” dated July 2016, commonly known as the “Blue Book”. The Contractor must maintain a record of the inspections in a site logbook. The logbook shall be maintained onsite and be made available to authorities upon request. Stormwater Management Report April 2025 Page 19 10.0 CONSTRUCTION WASTE MANAGEMENT Material Stockpiles Material resulting from the clearing and grubbing operation will be stockpiled up slope from adequate sedimentation controls. Equipment Cleaning and Maintenance The general Contractor will designate areas for equipment cleaning, maintenance, and repair. The general Contractor and subcontractors will utilize those areas. The areas will be protected by a temporary perimeter berm. Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) Spill Prevention and Response A Spill Prevention and Response Plan shall be developed for the site by the Contractor. The plan shall detail the steps needed to be followed in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Material Safety Data Sheets (MSDS) for all materials to be stored on-site. All workers on- site will be required to be trained on safe handling and spill prevention procedures for all materials used during construction. Regular tailgate safety meetings shall be held and all workers that are expected on the site during the week shall be required to attend. Concrete Wash Areas Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in specifically designated diked and impervious washout areas which have been prepared to prevent contact between the concrete wash and storm water. Waste generated from concrete wash water shall not be allowed to flow into drainage ways, inlets, receiving waters or highway right of ways, or any location other than the designated Concrete Wash Areas. Proper signage designating the “Concrete Wash Areas” shall be placed near the facility. Concrete Wash Areas shall be located at minimum 100 linear feet from drainage ways, inlets and surface waters. The hardened residue from the Concrete Wash Areas will be disposed of in the same manner as other non- hazardous construction waste materials. Maintenance of the wash area is to include removal of hardened concrete. The facility shall have sufficient volume to contain all the concrete waste resulting from washout and a minimum freeboard of 12 inches. The facility shall not be filled beyond 95% capacity and shall be cleaned out once 75% full unless a new facility is constructed. The Contractor will be responsible for seeing that these procedures are followed. Saw-cut Portland Cement Concrete (PCC) slurry shall not be allowed to enter storm drains or watercourses. Saw-cut residue should not be left on the surface of pavement or be allowed to flow over and off pavement. The Project may require the use of multiple concrete wash areas. All concrete wash areas will be located in an area where the likelihood of the area contributing to storm water discharges is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to stormwater discharges. Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that minimizes the impacts of the construction materials effecting stormwater quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. Stormwater Management Report April 2025 Page 20 11.0 SEQUENCE OF CONSTRUCTION The following sequence of construction is intended to demonstrate the general order of construction activities to ensure that no off-site degradation will be caused by erosion within the project limits. The sequencing of construction may be modified as field conditions warrant ensuring environmental compliance and good housekeeping. The general sequence of construction for the project shall be: See construction drawing for map of phases. Phase 1 PHASE 1A- 3.9 ACRES 1. INSTALL CONSTRUCTION ENTRANCE OVER EXISTING DRIVEWAY. 2. REMOVE STRUCTURE 3. CLEAR TREES (DO NOT REMOVE STUMPS) 4. INSTALL SILT FENCE. 5. REMOVE TREE STUMPS. 6. STRIP TOPSOIL AND STOCKPILE 7. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 1B- 4.2 ACRES 1. CLEAR TREES (DO NOT REMOVE STUMPS) 2. INSTALL SILT FENCE. 3. REMOVE TREE STUMPS. 4. STRIP TOPSOIL AND STOCKPILE 5. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 1C- 4.8 ACRES 1. CLEAR TREES (DO NOT REMOVE STUMPS) 2. INSTALL SILT FENCE. 3. REMOVE TREE STUMPS. 4. STRIP TOPSOIL AND STOCKPILE 5. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 1D- 4.8 ACRES 1. CLEAR TREES (DO NOT REMOVE STUMPS) 2. INSTALL SILT FENCE. 3. REMOVE TREE STUMPS. 4. STRIP TOPSOIL AND STOCKPILE 5. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. Phase 2 PHASE 2A- 3.9 ACRES 1. ROUGH GRADE AREA 2. IMPORT FILL 3. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 2B- 4.2 ACRES 1. ROUGH GRADE AREA 2. IMPORT FILL 3. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 2C- 4.8 ACRES 1. ROUGH GRADE AREA 2. IMPORT FILL 3. INSTALL RETAINING WALL ALONG WEST PROPERTY LINE 4. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 2D- 4.8 ACRES 1. ROUGH GRADE AREA Stormwater Management Report April 2025 Page 21 2. IMPORT FILL INSTALL RETAINING WALL ALONG WEST PROPERTY LINE Phase 3 PHASE 3A- 4.8 ACRES 1. INSTALL ADDITIONAL SILT FENCE OR CHECK DAMS IF REQUIRED. 2. INSTALL INFILTRATION ARRAY #1 AND WET SWALE #1. 3. INSTALL WATER, SEWER AND MAIN CLOSED DRAINAGE SYSTEM ON STATION PARK BLVD FROM 0+00 TO 11+75 4. INSTALL CATCH BASIN INLET PROTECT. 5. INSTALL WATER, SEWER AND MAIN CLOSED DRAINAGE SYSTEM ON RAILROAD PLACE FROM 0+00 TO 8+00 6. INSTALL CATCH BASIN INLET PROTECT. 7. INSTALL GAS, ELECTRICAL AND LIGHT POLE BASES 8. INSTALL ROADWAY SUBBASE AND PARKING LOT SUBBASE 9. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 3B- 4.6 ACRES 1. INSTALL ADDITIONAL SILT FENCE IF REQUIRED. 2. CONSTRUCTION INFILTRATION BASIN #1 3. COMPLETE UTILITY INSTALLATION (WATER, SEWER, MAIN CLOSED DRAINAGE SYSTEM) 4. INSTALL CATCH BASIN INLET PROTECT. 5. INSTALL GAS, ELECTRICAL AND LIGHT POLE BASE 6. INSTALL ROADWAY SUBBASE AND PARKING LOT SUBBASE. 7. TEMPORARY STABILIZE AREA BEFORE STARTING NEXT PHASE. Phase 4 PHASE 4A- 4.8 ACRES 1. CONSTRUCT BUILDING #1 2. CONNECT WATER AND SEWER LATERALS 3. INSTALL ALL CURBS 4. PAVE ROADWAY (STATION PARK AVE AND RAILROAD PLACE) AND PARKING AREAS 5. INSTALL SIDEWALK, POOL, PATIOS ETC. IN COURTYARD 6. INSTALL SIDEWALKS ALONG ROUTE 29 AND ALONG STATION PARK AVE. 7. COMPLETE ALL WORK IN NYSDOT R.O.W. 8. INSTALL FENCING, DECORATIVE FENCING, DOG PARK, PLAYGROUND AREA. 9. INSTALL SITE LIGHTING. 10. INSTALL LANDSCAPING. 11. TOPSOIL AND SEED ALL FINAL AREAS COMPLETED, STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 4B- 2.5 ACRES 1. CONSTRUCT BUILDING #2 2. CONNECT WATER AND SEWER LATERALS 3. PAVE PARKING LOT AREA. 4. INSTALL SIDEWALK AROUND BUILDING 5. INSTALL SITE LIGHTING. 6. INSTALL LANDSCAPING. 7. TOPSOIL AND SEED ALL FINAL AREAS COMPLETED, STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 4C- 2.0 ACRES 1. CONSTRUCT HOTEL 2. INSTALL PARKING LOT SUBBASE, CURBING, ETC. 3. CONNECT WATER AND SEWER LATERALS 4. INSTALL SIDEWALK AROUND BUILDING 5. INSTALL SITE LIGHTING. 6. INSTALL LANDSCAPING. 7. TOPSOIL AND SEED ALL FINAL AREAS COMPLETED. STABILIZE AREA BEFORE STARTING NEXT PHASE. PHASE 4D- 4.0 ACRES 1. CONSTRUCT ROWHOUSES Stormwater Management Report April 2025 Page 22 2. INSTALL PARKING LOT SUBBASE, CURBING, ETC. 3. CONNECT WATER AND SEWER LATERALS 4. INSTALL SIDEWALK AROUND BUILDING 5. INSTALL SITE LIGHTING. 6. INSTALL LANDSCAPING. 7. TOPSOIL AND SEED ALL FINAL AREAS COMPLETED. SOIL RESTORATION 1. APPLY 3 INCHES OF COMPOST OVER SUBSOIL. 2. TILL COMPOST INTO SUBSOIL TO DEPTH OF AT LEAST 12 INCHES USING XCAT-MOUNTED RIPPER, TRACTOR MOUNTED DISC, OR TILLER, MIXING AND CIRCULATING AIR AND COMPOST INTO SUBSOILS. 3. ROCK-PICK UNTIL UPLIFT STONE/ROCK MATERIALS OF FOUR INCHES AND LARGER SIZE ARE CLEANED OFF THE SITE. 4. APPLY TOPSOIL TO DEPTH OF 6 INCHES 5. VEGETATE AS REQUIRED BY APPROVED PLAN. AT THE END OF PROJECT AN INSPECTOR SHOULD BE ABLE TO TO PUSH A 3/8" METAL BAR 12" INCHES INTO SOIL JUST WITH BODY WEIGHT. TILLING (STEP 2 ABOVE) SHOULD NOT BE PERFORMED WITHIN THE DRIP LINE OF ANY EXISTING TREES OR OVER UTILITY INSTALLATIONS THAT ARE WITHIN 24 INCHES OF THE SURFACE. COMPOST SHALL BE AGED, FROM PLANT DERIVED MATERIALS, FREE OF VIABLE WEEDS SEEDS, HAVE NO VISIBLE FREE WATER OR DUST PRODUCED WHEN HANDLING, PASS THROUGH A HALH INCH SCREEN AND HAVE A PH SUITABLE TO GROW DESIRED PLANTS. TOPSOIL SHALL MEET THE SPECIFACTIONS OF NYSDOT TYPE "A" TOPSOIL. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING EROSION AND SEDIMENT CONTROL TO PROTECT SURROUNDING WATER BODIES. Stormwater Management Report April 2025 Page 23 12.0 GENERAL PERMIT (GP-0-25-001) INFORMATION 12.1 Historical Places Stormwater discharge from the site does not affect listed or eligible for listing on State or National Register of Historic Places. See enclosed No affect letter from NYSOPRHP in Exhibit . 12.2 Endangered Species Per NYSDEC EAF mapper, there are no endangered or threatened species areas affected. See letter in Exhibit F. 12.3 Notice of Intent Application for a SPDES discharge permit is deemed necessary for the proposed project. The owner shall make an application to the New York State Department of Environmental Conservation for the SPDES General Permit (GP-0-25-001). The draft permit application is included as Exhibit F. The owner will make a formal submission to NYSDEC for coverage under SPDES General Permit (GP-0-25-001) after local, county and state approvals for this project are granted. 12.4 Notice of Termination After satisfactory completion of the construction of the project, the Owner will file an electronic Notice of Termination of Coverage (ENOT) with NYSDEC for the SPDES General Permit (GP-0-25-001). Prior to filing the NOT, the Owner shall have the qualified professional perform a final site inspection and sign off from municipality MS4 coordinator if applicable. Stormwater Management Report April 2025 Page 24 13.0 POST CONSTRUCTION MAINTENANCE 13.1 Operation and Maintenance Information 13.2 Maintenance and Inspection Responsibilities A. Site Address NYS Route 29 B. Descriptive Site Location Property located on between NYS Route 29 and Station Lane C. Property Owner Prime Companies 621 Columbia Street Ext. Cohoes NY 12047 D. Property Management (if different than Owner) SAME AS OWNER A. Permitting Authority City of Saratoga Springs 474 Broadway Saratoga Springs NY 12866 Phone: (518) 587-3550 B. Design Engineer EP Land Services LLC 621 Columbia Street Ext. Cohoes, NY 12047 Phone: 518-785-9000 C. Contractor TO BE DETERMINED _________________________________________________(List Company) D. Emergency Contact (Local government authority to contact in case of failure of the stormwater treatment practice that threatens public safety) Saratoga Springs, Public Works 474 Broadway Saratoga Springs NY 12866 Phone: (518) 587-3500 ext. 2555 If calling off-hours for an emergency, please call the Saratoga Springs Police Office at 518-584-1800 Stormwater Management Report April 2025 Page 25 13.3 Design and Construction Information A. Maintenance Mechanism Maintenance Agreement Commercial Property Homeowners Association Maintenance Assumed by Government Entity List: B. Required Inspections · Inspection by a licensed professional engineer is required in accordance with Inspection forms in Exhibit F. · Local municipality has authority to enter the site to inspect the stormwater management practices. The frequency of municipal inspection has not been determined. C. Providers of Maintenance Services Coordinator of maintenance activities and inspections: Prime Companies Landscaping and snow removal activities: TO BE DETERMINED___________________________________(List Company) Stormwater Management Practice (SMP) Maintenance: TO BE DETERMINED___________________________________(List Company) SMP inspections and party required to submit required reports to the local municipality: TO BE DETERMINED____________________________________(List Company) Stormwater Management Report April 2025 Page 26 13.4 Funding Mechanism A. Maintenance performed by Municipality and Funded through: General Revenues Stormwater Utility of other fee assessment --- OR --- Maintenance performed by Owner and Funded or guaranteed through: Performance Bond Letter of Credit Escrow Account Private Funds Maintenance Agreement, See Attached B. Estimated Annual O & M Costs The estimated cost of maintenance of the stormwater management practice (SMP) excluding landscaping costs are: $ 13,100 per year. The estimated annual cost is in terms of year 2024 dollars. The anticipated annual cost for subsequent years may be estimated from the attached inflation worksheet. An inflation rate of 3.0% per year has been used. A cost projection is attached that includes a detailed estimate of the annual routine maintenance cost and the cost of infrequent maintenance items. Stormwater Management Report April 2025 Page 27 13.5 Post-Construction Stormwater Management Facilities (Practices) Practice A: Wet Swale (O-2) A. Site Map identifying location of practice Refer to Construction Plans B. Practice Type Wet Swale (O-2) C. Contributing Drainage Area Post Area #1A D. Attachments · See Exhibit G.1 for location of Practice A. · See Exhibit G.2 for Operation and Maintenance for required inspections of Infiltration. All or any item(s) indicated on inspection report shall be rectified within one (1) month of report submission. E. Frequency · Exhibit G.2 shall be completed at least once a year by a certified inspector. F. Special Needs or Requirements · Testing of sediment must be performed per NYSDEC to determine levels of toxic elements with the soil before sediment within the stilling and infiltration basin is removed and properly disposed of. Stormwater Management Report April 2025 Page 28 Practice B: Underground Infiltration Array (I-4) A. Site Map identifying location of practice Refer to Construction Plans B. Practice Type Infiltration Array #1 and #2 (I-4) C. Contributing Drainage Area Post Area #2 D. Attachments · See Exhibit G.1 for location of Practice B. · See Exhibit G.2 for Operation and Maintenance for required inspections of Infiltration. All or any item(s) indicated on inspection report shall be rectified within one (1) month of report submission. E. Frequency · Exhibit G.2 shall be completed at least once a by a certified inspector. · Sediment in infiltration area shall be removed when 10% of their volume has been occupied. Estimated at every 10-years. F. Special Needs or Requirements · Testing of sediment must be performed per NYSDEC to determine levels of toxic elements with the soil before sediment within the stilling and infiltration basin is removed and properly disposed of. · Vacuum Truck for sediment removal. · Inspectors and maintenance staff may need to be certified in confined space entry. Stormwater Management Report April 2025 Page 29 Practice C: Underground Basins (I-2) A. Site Map identifying location of practice Refer to Construction Plans B. Practice Type Infiltration Basins (I-2) C. Contributing Drainage Area Post Area #3A D. Attachments · See Exhibit G.1 for location of Practice C. · See Exhibit G.2 for Operation and Maintenance for required inspections of Infiltration. All or any item(s) indicated on inspection report shall be rectified within one (1) month of report submission. E. Frequency · Exhibit G.2 shall be completed least once a year by a certified inspector. · Sediment in infiltration area shall be removed when 10% of their volume has been occupied. Estimated at every 10-years. F. Special Needs or Requirements · Testing of sediment must be performed per NYSDEC to determine levels of toxic elements with the soil before sediment within the stilling and infiltration basin is removed and properly disposed of. Stormwater Management Report April 2025 Page 30 Practice D: Hydrodynamic Unit (Contech)- Pretreatment A. Site Map identifying location of practice Refer to Construction Plans B. Practice Type Pre-fabricated hydrodynamic unit C. Contributing Drainage Area Post Area #1A, Post Area #2 and Post Area #3A D. Attachments · See Exhibit G.1 for location of Practices D. · See Exhibit G.3 for Contech Maintenance Literature for required activities, timing, methods and inspection. E. Frequency · Exhibit G.3 shall be completed least once a year by a certified inspector. · Sediment removal shall be performed per the Contech Operation and Maintenance manual dictates. F. Special Needs or Requirements · Testing of sediment must be performed per NYSDEC to determine levels of toxic elements with the soil before sediment within the stilling and infiltration basin is removed and properly disposed of. · Vacuum Truck for sediment removal. · Inspectors and maintenance staff may need to be certified in confined space entry. Stormwater Management Report April 2025 Page 31 Practice E: Private Closed Drainage System A. Site Map identifying location of practice Refer to Construction Plans B. Practice Type N/A C. Contributing Drainage Area Post Area #1A, Post Area #2, and Post Area #3A D. Private Drainage System Location Throughout project site – see construction drawings E. Attachments None F. Frequency · Private Closed drainage system and catch basins shall be cleaned when maximum 6” sediment occurs within the closed drainage system. Estimated at every 10-years. · Private Catch basin, manholes, outlet structure, flared end sections and piping shall be repaired, replaced or fixed. · Private Closed drainage system and catch basins shall be cleaned when a maximum 6” sediment occurs within the closed drainage system. Estimated at every 10-years. G. Special Needs or Requirements · High Pressure Water to clean underground closed drainage system. · A vacuum truck may be needed for removal of sediment to wash out location. · Catch basins/ manhole frame and grates, mortar or pipe. H. Special Needs or Requirements · High Pressure Water to clean underground closed drainage system. · A vacuum truck may be needed for removal of sediment to wash out location. · Catch basins/ manhole frame and grates, mortar or pipe . Stormwater Management Report April 2025 Page 32 13.6 Attachments to Maintenance Plan The following items shall be kept with the Post-Construction Maintenance Plan: Present Item Description As-Built Plans Final Landscaping Plans Refer to Construction Drawings Design Calculations Report Owner shall keep a copy of the Stormwater Management Report, including design calculations, with the Maintenance Plan. Specifications for Potential Repair Items No detailed specifications have been developed for this project. Owner is referred to construction drawing set. Operation, Maintenance and Inspection Checklist Attached document(s) list the estimated frequencies for maintenance and inspection items anticipated with this development project. The checklist is presented as an estimated frequency for activities. Actual site conditions may require more (or less) frequent assessment and maintenance. Manuals and Warranties Any documentation or instructions for proprietary products and mechanical components, such as valves, pumps, aerators, etc. Bid Specifications Detailed bid specifications have not been developed for this project. Owner is referred to construction drawing set. Easements Owner shall keep a copy of all recorded stormwater related easements with the Maintenance Plan. Covenants Not Applicable. Owner shall keep a copy of all stormwater related covenants with the Maintenance Plan. Typically developed for projects with Homeowners Associations. Maintenance Agreement Owner shall keep a copy of the stormwater related Maintenance Agreement with the Maintenance Plan. See attached Agreement between Municipality and Owner regarding upkeep of Stormwater Management Practice. Detailed Cost Estimate Detailed cost estimates are provided, showing anticipated costs for routine and infrequent maintenance aspects related to the Stormwater management practice. Maintenance and Tracking Log Owner shall keep copies of all maintenance, inspection and regulatory correspondence related to the stormwater practice. Correspondence and records shall be made available to regulatory agencies upon request. Stormwater Management Report April 2025 Page 33 Exhibits Stormwater Management Report April 2025 Page 34 Exhibit A – Soils, Rainfall and CN Calculations .1 24-Hour Rainfall Intensity Table .2 Pre-Development CN .3 Post Development CN .4 NRCS Soil Information and Gifford Soil results 12/4/23, 1:16 PM Extreme Precipitation https://precip.eas.cornell.edu/#/product/xprecip_results 1/1 ocat o New o , U ted States Latitude 43.081 degrees North Longitude 73.809 degrees West Elevation 90 feet Date/Time Mon Dec 04 2023 13:16:03 GMT-0500 (Eastern Standard Time) Extreme Precipitation Estimates 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1day 2day 1yr 0.27 0.41 0.51 0.67 0.84 1.04 1yr 0.72 0.97 1.20 1.48 1.82 2.23 2.53 1yr 1.98 2.44 2yr 0.33 0.50 0.63 0.83 1.04 1.29 2yr 0.90 1.15 1.47 1.79 2.17 2.61 2.93 2yr 2.31 2.82 5yr 0.39 0.60 0.76 1.01 1.30 1.62 5yr 1.12 1.43 1.85 2.24 2.69 3.19 3.59 5yr 2.82 3.46 10yr 0.44 0.69 0.87 1.18 1.53 1.93 10yr 1.32 1.68 2.20 2.66 3.16 3.71 4.20 10yr 3.29 4.03 25yr 0.52 0.82 1.05 1.44 1.92 2.42 25yr 1.65 2.08 2.76 3.32 3.91 4.54 5.15 25yr 4.02 4.95 50yr 0.58 0.94 1.20 1.68 2.28 2.89 50yr 1.96 2.45 3.30 3.95 4.61 5.30 6.02 50yr 4.69 5.79 100yr 0.67 1.08 1.40 1.98 2.70 3.43 100yr 2.33 2.89 3.92 4.66 5.42 6.19 7.04 100yr 5.47 6.77 200yr 0.76 1.24 1.61 2.31 3.20 4.08 200yr 2.76 3.40 4.66 5.52 6.37 7.22 8.23 200yr 6.39 7.91 500yr 0.92 1.51 1.97 2.86 4.01 5.13 500yr 3.46 4.23 5.85 6.90 7.90 8.87 10.13 500yr 7.85 9.74 Lower Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1day 2day 1yr 0.22 0.34 0.41 0.56 0.68 0.82 1yr 0.59 0.80 0.93 1.23 1.59 1.94 2.29 1yr 1.71 2.20 2yr 0.31 0.48 0.59 0.80 0.98 1.14 2yr 0.85 1.12 1.28 1.65 2.05 2.53 2.84 2yr 2.24 2.74 5yr 0.36 0.55 0.69 0.94 1.20 1.34 5yr 1.04 1.31 1.50 1.92 2.45 2.98 3.36 5yr 2.63 3.23 10yr 0.40 0.61 0.76 1.06 1.37 1.52 10yr 1.19 1.48 1.70 2.15 2.73 3.36 3.79 10yr 2.98 3.64 25yr 0.46 0.71 0.88 1.25 1.65 1.78 25yr 1.42 1.74 2.00 2.50 3.19 3.97 4.47 25yr 3.51 4.29 50yr 0.52 0.79 0.98 1.41 1.90 2.01 50yr 1.64 1.97 2.24 2.79 3.58 4.49 5.06 50yr 3.97 4.86 100yr 0.58 0.88 1.10 1.59 2.18 2.28 100yr 1.88 2.23 2.54 3.12 4.03 5.08 5.74 100yr 4.50 5.52 200yr 0.65 0.98 1.24 1.80 2.51 2.57 200yr 2.17 2.52 2.87 3.49 4.52 5.76 6.51 200yr 5.10 6.26 PROJECT #2022-02 SHEET #1 OF:2 PAGE #OF: MADE BY: DATE: PROJECT:Staton Park CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 Applicable Standards: 2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Comments: 37 100% 1 Source: TR-55, Tables 2-2a,b,c. 0.0 0 sq. mi 0% 0.0 0 0.016 0% 0.0 0 0% 0.0 0 =0% 0% 0.0 0.0 310acres0% 0.0 0 10.554 0% 0% 0.0 2% 0.7 0 =0% 0.0 1% 1.0 446,993 Woods (Good)A 30 sq. feet 97% 29.2 #2 4,750 Paved parking lots,roofs etc.A 98 459,743 8,000 Urban Open Space, Good (> 75% grass)A 39 0 0 459,743 105,201 100% AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA #1 Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN 0.0 0 sq. mi 0% 0.0 0 0.004 0% 0.0 0 0% 0.0 0 =0% 0 0% 0.0 0.0 300acres0% 0.0 0 2.415 0% 0 0% 0.0 0% 0.0 0 =0% 0.0 0 100% 30.0 0 sq. feet 0% 0.0 105,201 Woods (Good)A 30 105,201 PRE-DEVELOPMENT AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN JWE 5/14/2024 Pre-Development Condition AREA #1 & #2 EP Land Services LLC 7/12/2024 CN.xlsx.xls PRE PROJECT #2022-02 SHEET #2 OF:2 PAGE #OF: MADE BY: DATE: PROJECT:Staton Park CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 Applicable Standards: 2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Comments: 37 0% 1 Source: TR-55, Tables 2-2a,b,c. 0.0 0 sq. mi 0% 0.0 0 0.000 0% 0.0 0 0% 0.0 0 =0% 0% 0.0 0.0 00acres0% 0.0 0 0.000 0% 0% 0.0 0% 0.0 0 =0% 0.0 0% 0.0 0 sq. feet 0% 0.0 0 0 0 0 0 - 369,350 100% AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA #3 Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN 0.0 0 sq. mi 0% 0.0 0 0.013 0% 0.0 0 0% 0.0 0 =0% 0 0% 0.0 0.0 350acres0% 0.0 0 8.479 0% 0 0% 0.0 1% 1.0 333,350 Woods (Good)A 30 =90% 27.1 5,000 Streets, Gravel A 76 6% 5.6 10,000 Urban Open Space, Good (> 75% grass)A 39 sq. feet 3% 1.1 21,000 Paved parking lots,roofs etc.A 98 369,350 PRE-DEVELOPMENT AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN JWE 5/14/2024 Pre-Development Condition AREA #3 EP Land Services LLC 7/12/2024 CN.xlsx.xls PRE (2) PROJECT #2022-02 SHEET #1 OF:3 PAGE #OF: MADE BY: DATE: PROJECT:Station Park CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 Applicable Standards: 2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Comments: 37 JWE 5/14/2024 Post-Development Condition AREA #1 and #1A POST-DEVELOPMENT AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN 88% 26.4 6,927 Urban Open Space, Good (> 75% grass)A 39 sq. feet 12% 4.6 51,321 Woods (Good)A 30 58,248 0 0% 0.0 0% 0.0 0 =0% 0.0 0 0 0% 0.0 0.0 310acres0% 0.0 0 1.337 0% 0.0 0 0% 0.0 0 =0% 0 sq. mi 0% 0.0 0 0.002 0% 58,248 100% AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA #1 Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN 0.0 #1A 18,869 Paved parking lots,roofs etc.A 98 30,725 0 0 0 30,725 61% 60.2 11,856 Urban Open Space, Good (> 75% grass)A 39 sq. feet 39% 15.0 0% 0.0 0% 0.0 0 =0% 0.0 0% 0.0 0.0 750acres0% 0.0 0 0.705 0% 0.0 0 0% 0.0 0 =0% 100% 1 Source: TR-55, Tables 2-2a,b,c. 0.0 0 sq. mi 0% 0.0 0 0.001 0% EP Land Service LLC 7/12/2024 CN.xlsx.xls POST PROJECT #2022-02 SHEET #2 OF:3 PAGE #OF: MADE BY: DATE: PROJECT:Station Park CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 Applicable Standards: 2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Comments: 37 100% 1 Source: TR-55, Tables 2-2a,b,c. 0.0 0 sq. mi 0% 0.0 0 0.005 0% 0.0 0 0% 0.0 0 =0% 0% 0.0 0.0 380acres0% 0.0 0 3.008 0% 0% 0.0 65% 19.6 0 =0% 0.0 8% 7.9 34,760 Urban Open Space, Good (> 75% grass)A 39 sq. feet 27% 10.3 #3 10,600 Paved parking lots,roofs etc.A 98 131,036 85,676 Woods (Good)A 30 0 0 131,036 561,846 100% AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA #2 Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN 0.0 0 sq. mi 0% 0.0 0 0.020 0% 0.0 0 0% 0.0 0 =0% 0 0% 0.0 0.0 800acres0% 0.0 0 12.898 0% 0 0% 0.0 2% 0.6 0 =0% 0.0 11,795 Woods (Good)A 30 69% 68.0 159,996 Urban Open Space, Good (> 75% grass)A 39 sq. feet 28% 11.1 390,055 Paved parking lots,roofs etc.A 98 561,846 POST-DEVELOPMENT AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN JWE 5/14/2024 Post-Development Condition AREA #2 and #3 EP Land Service LLC 7/12/2024 CN.xlsx.xls POST (2) PROJECT #2022-02 SHEET #3 OF:3 PAGE #OF: MADE BY: DATE: PROJECT:Station Park CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 Applicable Standards: 2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Comments: 37 0% 1 Source: TR-55, Tables 2-2a,b,c. 0.0 0 sq. mi 0% 0.0 0 0.000 0% 0.0 0 0% 0.0 0 =0% 0% 0.0 0.0 00acres0% 0.0 0 0.000 0% 0% 0.0 0% 0.0 0 =0% 0.0 0% 0.0 0 sq. feet 0% 0.0 0 0 0 0 0 - 154,702 100% AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA #3A Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN 0.0 0 sq. mi 0% 0.0 0 0.006 0% 0.0 0 0% 0.0 0 =0% 0 0% 0.0 0.0 760acres0% 0.0 0 3.551 0% 0 0% 0.0 0% 0.0 0 =0% 0.0 0 63% 62.2 56,548 Urban Open Space, Good (> 75% grass)A 39 sq. feet 37% 14.3 98,154 Paved parking lots,roofs etc.A 98 154,702 POST-DEVELOPMENT AREA Land Use Land Use / Cover Description1 Hydrologic Actual AREA Factored CN Weighted Area (feet2)Soil Group1 CN1 Area (feet2) % CN CN JWE 5/14/2024 Post-Development Condition AREA #3A EP Land Service LLC 7/12/2024 CN.xlsx.xls POST (3) Soil Map—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 1 of 3 47 7 0 2 7 0 47 7 0 3 3 0 47 7 0 3 9 0 47 7 0 4 5 0 47 7 0 5 1 0 47 7 0 5 7 0 47 7 0 6 3 0 47 7 0 6 9 0 47 7 0 2 7 0 47 7 0 3 3 0 47 7 0 3 9 0 47 7 0 4 5 0 47 7 0 5 1 0 47 7 0 5 7 0 47 7 0 6 3 0 47 7 0 6 9 0 596800 596860 596920 596980 597040 597100 596800 596860 596920 596980 597040 597100 43° 4' 58'' N 73 ° 4 8 ' 4 0 ' ' W 43° 4' 58'' N 73 ° 4 8 ' 2 4 ' ' W 43° 4' 43'' N 73 ° 4 8 ' 4 0 ' ' W 43° 4' 43'' N 73 ° 4 8 ' 2 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,350 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 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. Soil Map—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 2 of 3 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 8.1 43.6% Sa Scarboro mucky fine sandy loam, 0 to 3 percent slopes 3.0 16.3% Wa Wareham loamy sand 0.1 0.7% WnB Windsor loamy sand, 3 to 8 percent slopes 0.8 4.5% WnC Windsor loamy sand, 8 to 15 percent slopes 6.4 34.9% Totals for Area of Interest 18.5 100.0% Soil Map—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 3 of 3 Water Features This table gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The four hydrologic soil groups are: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Surface runoff refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope, climate, and vegetative cover. The concept indicates relative runoff for very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal. The classes are negligible, very low, low, medium, high, and very high. The months in the table indicate the portion of the year in which a water table, ponding, and/or flooding is most likely to be a concern. Water Features---Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 1 of 5 Water table refers to a saturated zone in the soil. The water features table indicates, by month, depth to the top ( upper limit ) and base ( lower limit ) of the saturated zone in most years. Estimates of the upper and lower limits are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors or mottles (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. The kind of water table, apparent or perched, is given if a seasonal high water table exists in the soil. A water table is perched if free water is restricted from moving downward in the soil by a restrictive feature, in most cases a hardpan; there is a dry layer of soil underneath a wet layer. A water table is apparent if free water is present in all horizons from its upper boundary to below 2 meters or to the depth of observation. The water table kind listed is for the first major component in the map unit. Ponding is standing water in a closed depression. Unless a drainage system is installed, the water is removed only by percolation, transpiration, or evaporation. The table indicates surface water depth and the duration and frequency of ponding. Duration is expressed as very brief if less than 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, rare, occasional, and frequent. None means that ponding is not probable; rare that it is unlikely but possible under unusual weather conditions (the chance of ponding is nearly 0 percent to 5 percent in any year); occasional that it occurs, on the average, once or less in 2 years (the chance of ponding is 5 to 50 percent in any year); and frequent that it occurs, on the average, more than once in 2 years (the chance of ponding is more than 50 percent in any year). Flooding is the temporary inundation of an area caused by overflowing streams, by runoff from adjacent slopes, or by tides. Water standing for short periods after rainfall or snowmelt is not considered flooding, and water standing in swamps and marshes is considered ponding rather than flooding. Duration and frequency are estimated. Duration is expressed as extremely brief if 0.1 hour to 4 hours, very brief if 4 hours to 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, very rare, rare, occasional, frequent, and very frequent. None means that flooding is not probable; very rare that it is very unlikely but possible under extremely unusual weather conditions (the chance of flooding is less than 1 percent in any year); rare that it is unlikely but possible under unusual weather conditions (the chance of flooding is 1 to 5 percent in any year); occasional that it occurs infrequently under normal weather conditions (the chance of flooding is 5 to 50 percent in any year); frequent that it is likely to occur often under normal weather conditions (the chance of flooding is more than 50 percent in any year but is less than 50 percent in all months in any year); and very frequent that it is likely to occur very often under normal weather conditions (the chance of flooding is more than 50 percent in all months of any year). The information is based on evidence in the soil profile, namely thin strata of gravel, sand, silt, or clay deposited by floodwater; irregular decrease in organic matter content with increasing depth; and little or no horizon development. Water Features---Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 2 of 5 Also considered are local information about the extent and levels of flooding and the relation of each soil on the landscape to historic floods. Information on the extent of flooding based on soil data is less specific than that provided by detailed engineering surveys that delineate flood-prone areas at specific flood frequency levels. Water Features---Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 3 of 5 Report—Water Features Map unit symbol and soil name Hydrologic group Surface runoff Most likely months Water table Ponding Flooding Upper limit Lower limit Kind Surface depth Duration Frequency Duration Frequency Ft Ft Ft DeA—Deerfield loamy fine sand, 0 to 3 percent slopes Deerfield A Negligible Jan-Jun 1.2-3.1 4.9-6.0 Apparent ——None —None Jul-Oct —————None —None Nov-Dec 1.2-3.1 4.9-6.0 Apparent ——None —None Sa—Scarboro mucky fine sandy loam, 0 to 3 percent slopes Scarboro A/D Negligible Jan-Jun 0.0-0.2 5.4 Apparent 0.0-1.0 Long (7 to 30 days) Frequent —None Jul-Oct 0.0-1.6 5.4 Apparent 0.0-1.0 Long (7 to 30 days) Frequent —None Nov-Dec 0.0-0.2 5.4 Apparent 0.0-1.0 Long (7 to 30 days) Frequent —None Wa—Wareham loamy sand Wareham, poorly drained A/D Jan-Jun 0.0-1.5 6.0 Apparent ——None —None Jul-Aug —————None —None Sep-Dec 0.0-1.5 6.0 Apparent ——None —None WnB—Windsor loamy sand, 3 to 8 percent slopes Windsor A Negligible Jan-Dec —————None —None WnC—Windsor loamy sand, 8 to 15 percent slopes Windsor A Low Jan-Dec —————None —None Water Features---Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2023 Page 4 of 5 GIFFORD ENGINEERING Geotechnical & Geoenvironmental Services 865 Pearse Road Niskayuna, NY 12309 Tel (518) 382-2545 giffeng@nycap.rr.com INFILTRATION TEST RESULTS Station Park NYS Route 29 (Washington St) Saratoga Springs, NY 12866 File No. 2403 Slug permeability testing was performed in infiltration wells in accordance with ASTM D 4044. Locations and depths of tests were assigned by Mr. James Easton, PE, of EP Land Services. Test pits were excavated to two feet above the assigned depth. From the bottom of the test pits, the borehole was manually advanced with a post hole digger. HDPE pipes, 4-inches in diameter, were placed at varying depths, as directed by Mr. Easton. The annular space between the HDPE wells and borehole sidewalls were sealed off near the bottom with bentonite chips and backfilled with spoils. The test procedure involves saturating the soils beneath the wells then adding water to the wells and recording time as the water level drops. A 5-gallon bucket was emptied into the pipes, filling them to the top of pipe, and the timer started. The time required for the water to drain two feet below the top of the pipe was recorded. At P-1, the infiltration well was only 1 foot deep so the procedure was adjusted. A minimum of four tests were performed in each well until the time readings stabilized. The infiltration rates (inches per minute) reported below are for the last test at each location. The test allows for calculation of coefficient of permeability or hydraulic conductivity (cm per sec), the results are given below. Permeability calculations are from equations in Table 2.6 in “Seepage, Drainage and Flow Nets” by Harry R. Cedergren, (1967), John Wiley & Sons. 2 11,RFrShapeFacto= )ln( )(11 2)ln(, 2 1 122 1 2 h h tt R h h Ft RktyPermeabili - P=P= Slug Permeability Tests were performed on June 20, 2024. Well No. Depth to Bottom of Well* Depth to Ground Water** Coeff. of Permeability (cm/sec) Infiltration Rate (in/min) P-1 1.0’ +/- 5.5’ +/- 4.48 x 10-5 0.5 P-5 4.0’ +/- 4.0’ +/- 8.30 x 10-4 5.1 P-6 4.0’ +/- 4.0’ +/- 8.16 x 10-4 5.0 P-8 5.0’ +/- 7.5’ +/- 6.27 x 10-2 720*** P-8A 5.0’ +/- 7.5’ +/- 6.27 x 10-2 720*** P-10 3.0’ +/- >9.0’ 2.18 x 10-3 41.1 P-10A 3.0’ +/- >9.0’ 2.24 x 10-3 42.4 * Measured depth of well from ground surface. ** Ground water measured in separate test pit next to test boring. *** Unable to fill pipe with 5-gallon bucket, water drained 24-inches in about 2 seconds. Stormwater Management Report April 2025 Page 35 Exhibit B – WQv and Pretreatment .1 WQv/RRv calculations .2 NOI Information .3 WQv Peak flows .4 Hydrodynamic Information Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 No Design Point:1 P= 1.15 inch Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Description 1 0.71 0.46 65% 0.63 1,860 Post Area #1A 2 12.90 9.95 77% 0.74 40,075 Post Area #2 3 3.55 2.25 63% 0.62 9,194 Post Area #3A 4 5 6 7 8 9 10 Subtotal (1-30)17.16 12.66 74% 0.71 51,130 Subtotal 1 Total 17.16 12.66 74% 0.71 51,130 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 ) 17.16 12.66 74% 0.71 51,130 0.00 0.00 17.16 12.66 74% 0.71 51,130 0.00 17.16 12.66 74% 0.71 51,130 0 Technique minimum 10,000 sfConservation of Natural Areas WQv reduced by Area Reduction techniques Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per treeTree Planting Filter Strips Total Manually enter P, Total Area and Impervious Cover. Notes 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 0.00 0.00 0 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 0.00 0.00 0 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 3.55 2.25 9194 0 Dry Well I-3 0.00 0.00 0 0 Underground Infiltration System I-4 12.90 9.95 40075 Bioretention & Infiltration Bioretention F-5 0.00 0.00 0 0 Dry swale O-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter (F-1) F-1 Underground Sand filter (F-2) F-2 Perimeter Sand Filter (F-3) F-3 Organic Filter (F-4 F-4 Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (O-2) O-2 0.71 0.46 1860 →0.00 0.00 0 →0.00 0.00 0 →16.45 12.20 49270 0 →0.71 0.46 1860 → 17.16 12.66 49,270 1,860 Impervious Cover √ okay Totals by Volume Reduction Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( Area + Volume + all SMPs) Runoff Reduction Volume and Treated volumes St a n d a r d S M P s w/ R R v C a p a c i t y St a n d a r d S M P s Ar e a / V o l u m e R e d u c t i o n Totals by Area Reduction Minimum RRv Soil Group Acres S A 17.15 55% B 40% C 30% D 20% Total Area 17.15 S =0.55 Impervious = 12.66 acre Precipitation 1.15 in Rv 0.95 Minimum RRv 27,605 ft3 0.63 af Enter the Soils Data for the site Calculate the Minimum RRv Infiltration Basin Worksheet Design Point:1 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 2 12.90 9.95 0.77 0.74 ####### 1.15 Post Area #2 0.00 77% 0.74 40,075 0 ft 3 100.00 in/hour 100 % WQv 40,075 ft 3 41,000 ft 3 Design Volume 40,075 ft 3 Basal Area Required 8,015 ft 2 Basal Area Provided 10,200 ft 2 Design Depth 5.00 ft Volume Provided 51,000 ft 3 RRv 40,075 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 Other 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 Drainage Area exceeds the maximum allowable unless soil infiltration rate exceeds 5 in/hr 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 3 3.55 2.25 0.63 0.62 9194.34 1.15 Post Area #3A 0.00 63% 0.62 9,194 0 ft 3 100.00 in/hour 100 % WQv 9,194 ft 3 10,000 ft 3 Design Volume 9,194 ft 3 Basal Area Required 1,532 ft 2 Basal Area Provided 2,000 ft 2 Design Depth 6.00 ft Volume Provided 12,000 ft 3 RRv 9,194 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 Other WQv Wet Swale (O-2) Design Point: 1 Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft3) Precipitation (in)Description 1 0.71 0.46 65 0.63 1,876 1.15 Wet Swale No No 1000 Value Units b 8.00 ft X:1 3.00 :1 d 1.50 ft Wwqv 17.00 ft Awqv 18.75 sf Lr 101.00 ft Lp 118.00 ft Vc 2212.50 cf Ch 1.00 ft Cs 200.00 ft C 1.00 d2 0.50 ft W2 11.00 ft A2 4.75 sf Pw2 11.50 ft n 0.20 S 0.01 ft/ft V 0.30 fps 1.00 ft 0 cf Enter 10-yr Freeboard 2-yr Velocity Enter Site Data For Drainage Area to be Treated by Practice Design Criteria Enter Side Slopes Enter pretreatment volume provided (cf) Is the contributing area to the practice a designated hotspot? Is contributing area greater than 5 acres? Sizing Criteria Notes Enter Bottom Width WQv Maximum Flow Depth WQv Flow Top Width Channel Area Required Channel Length Enter Provided Channel Length Channel Volume Provided Enter Check Dam Height Check Dam Spacing Number of Check Dams Required 2-yr 24-hr Flow Depth 2-yr Storm Flow Top Width Area of 2-yr 24-hr Flow Determine the Water Quality Volume Treated Water Quality Volume Treated 2-yr Wetted Perimeter Enter Mannings Coef. Enter Longitudinal Slope NOI QUESTIONS # cf af 28 51130 1.174 30 49270 1.131 31 32 27605 0.634 32a 33a 1860 0.043 34 51130 1.174 34 51130 1.174 35 36 Cpv 37 Qp 37 Qf Reported Value Yes No Yes Minimum RRv NOI Question Sum of Volume Reduced & Treated Total WQv Treated Total RRV Provided Total Water Quality Volume (WQv) Required Is Sum RRv Provided and WQv Provided ≥WQv Required? Sum of Volume Reduced and Treated Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? Are Quantity Control requirements met? Channel Protection Apply Peak Flow Attenuation Overbank Extreme Flood Control VortSentry®VortSentry® HS Hydrodynamic Separation Products Overview page 2 page 3 High performance hydrodynamic separation The Vortechs system is a high-performance hydrodynamic separator that effectively removes finer sediment, oil and grease, and floating and sinking debris. Its swirl concentrator and flow controls work together to minimize turbulence and provide stable storage of captured pollutants. The design also allows for easy inspection and unobstructed maintenance access. With comprehensive lab and field testing, the system delivers proven results and site-specific solutions. Precast models can treat peak design flows up to 25 cfs; cast-in-place models handle even greater flows. A typical system is sized to provide an 80% load reduction based on laboratory-verified removal efficiencies for varying particle size distributions such as 50-micron sediment particles. How does it work? Water enters the swirl chamber at a tangent, inducing a gentle swirling flow pattern and enhancing gravitational separation. Sinking pollutants stay in the swirl chamber while floating pollutants are stopped at the baffle wall. Typically Vortechs systems are sized such that 80% or more of runoff through the system will be controlled exclusively by the low flow control. This orifice effectively reduces inflow velocity and turbulence by inducing a slight backwater appropriate to the site. During larger storms, the water level rises above the low flow control and begins to flow through the high flow control. The layer of floating pollutants is elevated above the influent pipe, preventing re-entrainment. Swirling action increases in relation to the storm intensity, which helps prevent re-suspension. When the storm drain is flowing at peak capacity, the water surface in the system approaches the top of the high flow control. The Vortechs system will be sized large enough so that previously captured pollutants are retained in the system even during these infrequent events. As a storm subsides, treated runoff decants out of the Vortechs system at a controlled rate, restoring the water level to a dry-weather level equal to the invert of the inlet and outlet pipes. The low water level facilitates easier inspection and cleaning, and significantly reduces maintenance costs by reducing pump-out volume. Vortechs Proven performance speeds approval process Treats peak flows without bypassing Flow controls reduce inflow velocity and increase residence time Unobstructed access simplifies maintenance Shallow system profile makes installation easier and less expensive Very low headloss Flexible design fits multiple site constraints • • • • • • • Vortechs ® page 2 page 3 Patented continuous deflection separation (CDS) technology Using patented continuous deflective separation technology, the CDS system screens, separates and traps sediment, debris, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Available in precast or cast-in-place. Offline units can treat flows from 30 to 8500 L/s (1 to 300 cfs). Inline units can treat up to 170 L/s (7.5 cfs), and internally bypass larger flows in excess of 1420 L/s (50 cfs). The pollutant removal capability of the CDS system has been proven in the lab and field. How does it work? Stormwater enters the CDS unit’s diversion chamber where the diversion weir guides the flow into the unit’s separation chamber and pollutants are removed. All flows up to the system’s treatment design capacity enter the separation chamber. Swirl concentration and screen deflection forces floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During flow events exceeding the design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants will not wash out. CDS Removes sediment, trash, and free oil and grease Patented screening technology captures and retains 100% of floatables, including neutrally buoyant and all other material larger than the screen aperture Operation independent of flow Performance verified through lab and field testing Unobstructed maintenance access Customizable/flexible design and multiple configurations available Separates and confines pollutants from outlet flow Inline, offline, grate inlet and drop inlet configurations available Multiple screen aperture sizes available • • • • • • • • • CDS ® page 4 page 5 Hydrodynamic separation with internal bypass The VortSentry is a hydrodynamic separator with a small footprint that makes it an effective treatment option for projects where space is at a premium and effective removal of floating and sinking pollutants is critical. The internal bypass ensures treatment chamber velocities remain low, which improves performance and eliminates the risk of resuspension. In addition to standalone applications, the VortSentry is an ideal pretreatment device. The system is housed inside a concrete manhole structure for easy installation (often without the use of a crane) and unobstructed maintenance access. How does it work? Stormwater runoff enters the unit tangentially to promote a gentle swirling motion in the treatment chamber. As stormwater circles within the chamber, settleable solids fall into the sump and are retained. Buoyant debris and oil and grease rise to the surface and are separated from the water as it flows under the baffle wall. Treated water exits the treatment chamber through a flow control orifice located behind the baffle wall. During low-flow conditions all runoff is diverted into the treatment chamber by the flow partition. At higher flow rates, a portion of the runoff spills over the flow partition and is diverted around the treatment chamber, filling the head equalization chamber. This collapses the head differential between the treatment chamber and the outlet, resulting in a relatively constant flow rate in the treatment chamber even with a substantial increase in total flow through the system. This further reduces the potential for resuspension or washout of captured pollutants. VortSentry ® VortSentry Treatment and internal bypass in one structure Compact design ideal for congested sites Unobstructed maintenance access Round, lightweight construction for easy installation • • • • page 4 page 5 VortSentry ® HS VortSentry HS Helical flow pattern enhances trapping and containment of pollutants High treatment and bypass capacities Compact footprint ideal for congested sites Lightweight design easy to install Available in both inline and grate inlet configurations Quick manufacturing turnaround time • • • • • • Engineered performance and installation simplicity The VortSentry HS system employs a helical flow pattern that enhances trapping and containment of pollutants and provides effective removal of settleable solids and floating contaminants from urban runoff. With the ability to accept a wide range of pipe sizes, the VortSentry HS can treat and convey flows from small to large sites. A unique internal bypass design means higher flows can be diverted without the use of external bypass structures. The design of the VortSentry HS minimizes adverse velocities or turbulence in the treatment chamber. This helps to prevent the washout of previously captured pollutants even during peak conditions. The VortSentry HS is also available in a grate inlet configuration, which is ideal for retrofits. How does it work? Flows from low intensity storms, which are most frequent, are directed into the treatment chamber through the primary inlet. The tangentially oriented downward pipe induces a swirling motion in the treatment chamber that increases capture and containment abilities. Moderate storm flows are directed into the treatment chamber through the secondary inlet, which allows for capture of floating trash and debris. The secondary inlet also provides for treatment of higher flows without significantly increasing the velocity or turbulence in the treatment chamber. This allows for a more quiescent separation environment. Settleable solids and floating pollutants are captured and contained in the treatment chamber. Flow exits the treatment chamber through the outlet flow control, which manages the amount of flow that is treated and helps maintain the helical flow patterns developed within the treatment chamber. Flows exceeding the system’s rated treatment flow are diverted away from the treatment chamber by the flow partition. Internal diversion of high flows eliminates the need for external bypass structures. During bypass, the head equalizing baffle applies head on the outlet flow control to limit the flow through the treatment chamber. This helps prevent re-suspension of previously captured pollutants. page 6 page 7 Available Models 1. Structure diameter represents the typical inside dimension of the concrete structure. Offline systems will require additional concrete diversion components. 2. Depth Below Pipe and Sump Capacities can vary to accommodate specific site design. 3. Water Quality Flow is based on 80% removal of a Particle Size Distribution (PSD) having a mean particle size: d50=125-µm, which is a typical PSD gradation characterizing particulate matter (TSS/SSC) in urban rainfall runoff. Water Quality Flow, Particle Size & Performance Notes: • 80% removal (Re=80%) performance forecasts of the PSD having a d50=125-µm is derived from controlled tests of a unit equipped with 2400-µm screen. Performance forecasts for specific particle size gradations or d50s=50, 75, 125, 150 & 200-µm are also available. Removal forecasts based on unit evaluations conducted in accordance with the Technology Assessment Protocol - Ecology (TAPE) protocols, Washington Department of Ecology (WASDOE). • Units can be sized to achieve specific Re performance for peak flow rates for specific Water Quality Flows, over the hydrograph of a Water Quality Storm Event or sized to meet a specific removal on an average basis using accepted probabilistic methods. When sizing based on a specific water quality flow rate, the required flow to be treated should be equal to or less than the listed water quality flow for the selected system. Contact our support staff for the most cost effective sizing for your area. Typical Internal MH Diameter or Typical Depth2 Below Water Quality Flow3 Screen Typical Equivalent ID1 Pipe Invert 125 µm Diameter/Height Sump Capacity CDS Model ft m ft m cfs L/s ft m yd3 m3 CDS2015-4 4 1.2 3.5 1.1 0.7 19.8 2.0/1.5 0.6/0.5 0.5 0.4 CDS2015 5 1.5 5.2 1.6 0.7 19.8 2.0/1.5 0.6/0.5 1.3 1.0 CDS2020 5 1.5 5.7 1.7 1.1 31.2 2.0/2.0 0.6/0.6 1.3 1.0 CDS2025 5 1.5 6.0 1.8 1.6 45.3 2.0/2.5 0.6/0.8 1.3 1.0 CDS3020 6 1.8 6.2 1.9 2.0 56.6 3.0/2.0 0.9/0.6 2.1 1.6 CDS3030 6 1.8 7.1 2.2 3.0 85.0 3.0/3.0 0.9/0.9 2.1 1.6 CDS3035 6 1.8 7.6 2.3 3.8 106.2 3.0/3.5 0.9/1.1 2.1 1.6 CDS4030 8 2.4 8.6 2.6 4.5 127.4 4.0/3.0 1.2/0.9 5.6 4.3 CDS4040 8 2.4 9.7 3.0 6.0 169.9 4.0/4.0 1.2/1.2 5.6 4.3 CDS4045 8 2.4 10.3 3.1 7.5 212.4 4.0/4.5 1.2/1.4 5.6 4.3 CDS3020-D 6 1.8 6.2 1.9 2.0 56.6 3.0/2.0 0.9/0.6 2.1 1.6 CDS3030-DV 6 1.8 6.9 2.1 3.0 85.0 3.0/3.0 0.9/0.9 2.1 1.6 CDS3030-D 6 1.8 7.1 2.2 3.0 85.0 3.0/3.0 0.9/0.9 2.1 1.6 CDS3035-D 6 1.8 8.7 2.6 3.8 106.2 3.0/3.5 0.9/1.1 2.1 1.6 CDS4030-D 7 2.1 8.6 2.6 4.5 127.4 4.0/3.0 1.2/0.9 4.3 3.3 CDS4040-D 7 2.1 9.6 2.9 6.0 169.9 4.0/4.0 1.2/1.2 4.3 3.3 CDS4045-D 7 2.1 10.1 3.1 7.5 212.4 4.0/4.5 1.2/1.4 4.3 3.3 CDS5042-DV 9.5 2.9 9.6 2.9 9.0 254.9 5.0/4.2 1.5/1.3 1.9 1.5 CDS5640-D 8 2.4 9.5 2.9 9.0 254.9 5.6/4.0 1.7/1.2 5.6 4.3 CDS5050-DV 9.5 2.9 10.3 3.1 11 311.5 5.0/5.0 1.5/1.5 1.9 1.5 CDS5653-D 8 2.4 10.9 3.3 14 396.5 5.6/5.3 1.7/1.6 5.6 4.3 CDS5668-D 8 2.4 12.4 3.8 19 538.1 5.6/6.8 1.7/2.1 5.6 4.3 CDS5678-D 8 2.4 13.4 4.1 25 708.0 5.6/7.8 1.7/2.4 5.6 4.3 CDS7070-DV 12 3.7 14 4.3 26 736.3 7.0/7.0 2.1/2.1 3.3 2.5 CDS10060-DV 17.5 5.3 12 3.7 30 849.6 10.0/6.0 3.0/1.8 5.0 or 10.2 3.8 or 7.8 CDS10080-DV 17.5 5.3 14 4.3 50 1416.0 10.0/8.0 3.0/2.4 5.0 or 10.2 3.8 or 7.8 CDS100100-DV 17.5 5.3 16 4.9 64 1812.5 10.0/10.0 3.0/3.0 5.0 or 10.2 3.8 or 7.8 CDS150134-DC 22 6.7** 22 6.7** 148 4191.4 15.0/13.4 4.6/4.1 20.4 15.6 CDS200164-DC 26 7.9** 26 7.9** 270 7646.6 20.0/16.4 6.1/5.0 20.4 15.6 CDS240160-DC 32 9.8** 25 7.6** 300 8496.2 24.0/16.0 7.3/4.9 20.4 15.6 Cast In Place In l i n e Of f l i n e Of f l i n e Pr e c a s t * * **Sump Capacities and Depth Below Pipe Invert can vary due to specific site design Vortechs Swirl Chamber Internal Water Quality Flow1 Peak Sediment Model Diameter Length cfs / L/s Treatment Flow2 Storage ft m ft m 50 µm 110 µm 200 µm cfs L/s yd3 m3 1000 3 0.9 9 2.7 0.21/5.9 0.59/16.7 0.98/27.8 1.6 45.3 0.7 0.5 2000 4 1.2 10 3.0 0.36/10.2 1.0/28.3 1.7/48.1 2.8 79.3 1.2 0.9 3000 5 1.5 11 3.4 0.59/16.7 1.7/48.1 2.7/76.5 4.5 127.4 1.8 1.4 4000 6 1.8 12 3.7 0.78/22.1 2.2/62.3 3.7/104.8 6.0 169.9 2.4 1.8 5000 7 2.1 13 4.0 1.1/31.1 3.1/87.8 5.2/147.2 8.5 240.7 3.2 2.4 7000 8 2.4 14 4.3 1.4/39.6 4.1/116.1 6.7/189.7 11.0 311.5 4.0 3.1 9000 9 2.7 15 4.6 1.8/51.0 5.2/147.2 8.5/240.7 14.0 396.4 4.8 3.7 11000 10 3.0 16 4.9 2.3/65.1 6.5/184.1 10.7/303.0 17.5 495.5 5.6 4.3 16000 12 3.7 18 5.5 3.3/93.4 9.3/263.3 15.3/433.2 25.0 707.9 7.1 5.4 1. Water Quality Flow Rates are based on 80% removal for the particle size distributions (PSD) listed above with d50 = 50, 110 & 200-µm. Particle size should be chosen based on anticipated sediment load. 2. Peak Treatment Flow is maximum flow treated for each unit listed. This flow represents an infrequent storm event such as a 10 or 25 yr storm. Standard Vortechs System depth below invert is 3’ for all precast models. Cast-in-place system are available to treat higher flows. Check with your local representatives for specifications. page 6 page 7 * Denotes models may not be manufactured in your area. Check with your local representative for availability. 1. Water Quality Flow is based on 80% removal of a particle size distribution with an average particle size of 110-µm. This flow also represents the maximum flow prior to which bypass occurs. VortSentry Swirl Chamber Typical Depth Water Quality Flow1 Max. Size Sediment Model Diameter Below Invert 110 µm Inlet/Outlet Storage ft m ft m cfs L/s in mm yd3 m3 VS30* 3 0.9 5.8 1.8 0.26 7.4 12 300 0.8 0.6 VS40 4 1.2 7.0 2.1 0.58 16.4 18 460 1.4 1.1 VS50* 5 1.5 8.0 2.4 1.1 31.1 18 460 2.2 1.7 VS60 6 1.8 8.9 2.7 1.8 51.0 24 600 3.1 2.4 VS70* 7 2.1 9.7 3.0 2.7 76.5 30 750 4.3 3.3 VS80 8 2.4 10.1 3.1 3.9 110.4 36 600 5.6 4.3 VortSentry HS Swirl Chamber Typical Depth Water Quality Flow1 Max. Size Sediment Model Diameter Below Invert 240 µm Inlet/Outlet Storage ft m ft m cfs L/s in mm yd3 m3 HS36* 3 0.9 5.6 1.7 0.55 15.6 18 460 0.5 0.4 HS48 4 1.2 6.8 2.1 1.2 34.0 24 600 0.9 0.7 HS60* 5 1.5 8.0 2.4 2.2 62.3 30 760 1.5 1.1 HS72 6 1.8 9.2 2.8 3.7 104.8 36 900 2.1 1.6 HS84* 7 2.1 10.4 3.2 5.6 158.6 42 1050 2.8 2.1 HS96 8 2.4 11.5 3.5 8.1 229.4 48 1200 3.7 2.8 * Models may not be manufactured in your area. Check with your local representative for availability. 1. Water Quality Flow is based on 80% removal of a particle size distribution with an average particle size of 240-µm. This flow also represents the maximum flow prior to which bypass occurs. Notes: Systems can be sized based on a water quality flow (e.g. 1 inch storm) or on a net annual basis depending on the local regulatory requirement. When sizing based on a water quality storm, the required flow to be treated should be equal or less than the listed water quality flow for the selected system. Systems sized based on a water quality storm are generally more conservatively sized. Additional particle size distributions are available for sizing purposes upon request. Depth below invert is measured to the inside bottom of the system. This depth can be adjusted to meet specific storage or maintenance requirements. Contact our support staff for the most cost effective sizing for your area. Customer Support Installation CONTECH Stormwater Solutions’ products are some of the easiest to install in the industry. We provide comprehensive installation drawings, details and instructions, as well as full technical support on every project. Maintenance Maintenance of CONTECH Stormwater Solutions products is cost effective, straightforward and efficient. We offer a complete range of engineering planning, design and drawing, and construction services that can be tailored to your specific site needs. 800.338.1122 contech-cpi.com ©2008 CONTECH Construction Products CONTECH Construction Products Inc is your single source for hassle-free specifying and purchasing of comprehensive site solutions. CONTECH’s portfolio includes bridges, drainage, erosion control, retaining wall, sanitary sewer, soil stabilization and stormwater solutions. Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 2 The Water Quality Peak Flow calculations in accordance with Appendix B of the August 2015 NYSDEC Stormwater 3 Management Design Manual for the purposes of sizing diversion or off-line structures. 4 5 Using the water quality volume (WQv), a corresponding Curve Number (CN) is computed utilizing the following equation: 6 7 CN = 1000 / [10 + 5P + 10Q - 10(Q^2 + 1.25 QP)^1/2] 8 9 Where P = rainfall, in inches (use the 90% rainfall event from Figure 4.1 for the Water Quailty Storm) 10 Q = runoff, in inches 11 12 P = inch for Saratoga County 13 Q = WQv in cf = inches 14 Watershed Area in sf 15 16 CN = 17 18 Once a CN is computed, the time of concentration (tc) is computed using guidance provided in TR-55. 19 20 The tc for this watershed is hrs 21 22 Using the computed CN, tc, and drainage area (A) in acres, the peak discharge (Qp) for the water quailty storm event 23 is computed (either Type II or Type III in the state of New York) 24 25 Read initial abstraction (Ia), compute Ia / P 26 Read the unit peak discharge (qu) for appropriate tc 27 Using the water quality volume (WQv), compute the peak discharge (Qp) 28 29 Qp = qu x A x WQv 30 31 Where Qp = the peak discharge, in cfs 32 qu = the unit peak discharge, in cfs/sq mi/inch 33 A = drainage area, in square miles 34 WQv = Water Quality Volume, in watershed inches 35 36 qu = csm/in 37 A = acres, or square miles 38 WQv =acft or watershed inches 39 40 Qp =cfs 41 42 43 44 45 46 47 48 49 50 51 52 95 0.80 0.10 1000 0.71 0.0011 0.0427 0.7 30725 Staion Park Subdivision Water Quality Peak Flow Calculations Post Development Area #1A 1,860 0.73 1.2 JWE 6/9/2024 2022-02 1 1 1 PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 2 The Water Quality Peak Flow calculations in accordance with Appendix B of the August 2015 NYSDEC Stormwater 3 Management Design Manual for the purposes of sizing diversion or off-line structures. 4 5 Using the water quality volume (WQv), a corresponding Curve Number (CN) is computed utilizing the following equation: 6 7 CN = 1000 / [10 + 5P + 10Q - 10(Q^2 + 1.25 QP)^1/2] 8 9 Where P = rainfall, in inches (use the 90% rainfall event from Figure 4.1 for the Water Quailty Storm) 10 Q = runoff, in inches 11 12 P = inch for Saratoga County 13 Q = WQv in cf = inches 14 Watershed Area in sf 15 16 CN = 17 18 Once a CN is computed, the time of concentration (tc) is computed using guidance provided in TR-55. 19 20 The tc for this watershed is hrs 21 22 Using the computed CN, tc, and drainage area (A) in acres, the peak discharge (Qp) for the water quailty storm event 23 is computed (either Type II or Type III in the state of New York) 24 25 Read initial abstraction (Ia), compute Ia / P 26 Read the unit peak discharge (qu) for appropriate tc 27 Using the water quality volume (WQv), compute the peak discharge (Qp) 28 29 Qp = qu x A x WQv 30 31 Where Qp = the peak discharge, in cfs 32 qu = the unit peak discharge, in cfs/sq mi/inch 33 A = drainage area, in square miles 34 WQv = Water Quality Volume, in watershed inches 35 36 qu = csm/in 37 A = acres, or square miles 38 WQv =acft or watershed inches 39 40 Qp =cfs 41 42 43 44 45 46 47 48 49 50 51 52 97 13.80 0.30 800 12.90 0.0202 0.92 0.9 561846 Staion Park Subdivision Water Quality Peak Flow Calculations Post Development Area #2 40,075 0.86 1.2 JWE 6/9/2024 2022-02 1 1 1 PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: 1 2 The Water Quality Peak Flow calculations in accordance with Appendix B of the August 2015 NYSDEC Stormwater 3 Management Design Manual for the purposes of sizing diversion or off-line structures. 4 5 Using the water quality volume (WQv), a corresponding Curve Number (CN) is computed utilizing the following equation: 6 7 CN = 1000 / [10 + 5P + 10Q - 10(Q^2 + 1.25 QP)^1/2] 8 9 Where P = rainfall, in inches (use the 90% rainfall event from Figure 4.1 for the Water Quailty Storm) 10 Q = runoff, in inches 11 12 P = inch for Saratoga County 13 Q = WQv in cf = inches 14 Watershed Area in sf 15 16 CN = 17 18 Once a CN is computed, the time of concentration (tc) is computed using guidance provided in TR-55. 19 20 The tc for this watershed is hrs 21 22 Using the computed CN, tc, and drainage area (A) in acres, the peak discharge (Qp) for the water quailty storm event 23 is computed (either Type II or Type III in the state of New York) 24 25 Read initial abstraction (Ia), compute Ia / P 26 Read the unit peak discharge (qu) for appropriate tc 27 Using the water quality volume (WQv), compute the peak discharge (Qp) 28 29 Qp = qu x A x WQv 30 31 Where Qp = the peak discharge, in cfs 32 qu = the unit peak discharge, in cfs/sq mi/inch 33 A = drainage area, in square miles 34 WQv = Water Quality Volume, in watershed inches 35 36 qu = csm/in 37 A = acres, or square miles 38 WQv =acft or watershed inches 39 40 Qp =cfs 41 42 43 44 45 46 47 48 49 50 51 52 95 3.96 0.10 1000 3.55 0.0055 0.21109 0.7 154702 Staion Park Subdivision Water Quality Peak Flow Calculations Post Development Area #3 9,195 0.71 1.2 JWE 6/9/2024 2022-02 1 1 1 Stormwater Management Report April 2025 Page 36 Exhibit C – Hydrologic Model Simulation Using TR-55 Tabular Method .1 Routing Tables for the 1, 2, 10, 25, and 100 year storms with Inflow and Outflow Hydrographs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Project: Saratoga Station (3-28-25).gpw Tuesday, 04 / 1 / 2025 Hyd.Origin Description Legend 1 SCS Runoff Pre Area #1 2 SCS Runoff Pre Area #2 3 SCS Runoff Pre Area #3 4 SCS Runoff Post Area #1 5 SCS Runoff Post Area #1A 6 SCS Runoff Post Area #2 7 SCS Runoff Post Area #3 8 SCS Runoff Post Area #3A 9 Reservoir Route STMH#7 10 Diversion1 Flow to WQv#2 11 Diversion2 High flow to Array 12 Combine Flow to Array #1 13 Reservoir Route Array #1 14 Reservoir Route Basin #1 15 Reservoir Route Wet Swale #1 Hydraflow Table of Contents Saratoga Station (3-28-25).gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 1 - Year Hydrograph Reports................................................................................................................... 1 Hydrograph No. 1, SCS Runoff, Pre Area #1.......................................................................... 1 Hydrograph No. 2, SCS Runoff, Pre Area #2........................................................................... 2 Hydrograph No. 3, SCS Runoff, Pre Area #3........................................................................... 3 Hydrograph No. 4, SCS Runoff, Post Area #1......................................................................... 4 Hydrograph No. 5, SCS Runoff, Post Area #1A....................................................................... 5 Hydrograph No. 6, SCS Runoff, Post Area #2......................................................................... 6 Hydrograph No. 7, SCS Runoff, Post Area #3......................................................................... 7 Hydrograph No. 8, SCS Runoff, Post Area #3A....................................................................... 8 Hydrograph No. 9, Reservoir, Route STMH#7......................................................................... 9 Hydrograph No. 10, Diversion1, Flow to WQv#2................................................................... 10 Hydrograph No. 11, Diversion2, High flow to Array................................................................ 11 Hydrograph No. 12, Combine, Flow to Array #1..................................................................... 12 Hydrograph No. 13, Reservoir, Route Array #1...................................................................... 13 Hydrograph No. 14, Reservoir, Route Basin #1..................................................................... 14 Hydrograph No. 15, Reservoir, Route Wet Swale #1............................................................. 15 2 - Year Hydrograph Reports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Pre Area #1........................................................................ 16 Hydrograph No. 2, SCS Runoff, Pre Area #2......................................................................... 17 Hydrograph No. 3, SCS Runoff, Pre Area #3......................................................................... 18 Hydrograph No. 4, SCS Runoff, Post Area #1....................................................................... 19 Hydrograph No. 5, SCS Runoff, Post Area #1A..................................................................... 20 Hydrograph No. 6, SCS Runoff, Post Area #2....................................................................... 21 Hydrograph No. 7, SCS Runoff, Post Area #3....................................................................... 22 Hydrograph No. 8, SCS Runoff, Post Area #3A..................................................................... 23 Hydrograph No. 9, Reservoir, Route STMH#7....................................................................... 24 Hydrograph No. 10, Diversion1, Flow to WQv#2................................................................... 25 Hydrograph No. 11, Diversion2, High flow to Array................................................................ 26 Hydrograph No. 12, Combine, Flow to Array #1..................................................................... 27 Hydrograph No. 13, Reservoir, Route Array #1...................................................................... 28 Hydrograph No. 14, Reservoir, Route Basin #1..................................................................... 29 Hydrograph No. 15, Reservoir, Route Wet Swale #1............................................................. 30 10 - Year Hydrograph Reports................................................................................................................. 31 Hydrograph No. 1, SCS Runoff, Pre Area #1........................................................................ 31 Hydrograph No. 2, SCS Runoff, Pre Area #2......................................................................... 32 Hydrograph No. 3, SCS Runoff, Pre Area #3......................................................................... 33 Hydrograph No. 4, SCS Runoff, Post Area #1....................................................................... 34 Hydrograph No. 5, SCS Runoff, Post Area #1A..................................................................... 35 Hydrograph No. 6, SCS Runoff, Post Area #2....................................................................... 36 Hydrograph No. 7, SCS Runoff, Post Area #3....................................................................... 37 Hydrograph No. 8, SCS Runoff, Post Area #3A..................................................................... 38 Hydrograph No. 9, Reservoir, Route STMH#7....................................................................... 39 Hydrograph No. 10, Diversion1, Flow to WQv#2................................................................... 40 Hydrograph No. 11, Diversion2, High flow to Array................................................................ 41 Contents continued...Saratoga Station (3-28-25).gpw Hydrograph No. 12, Combine, Flow to Array #1..................................................................... 42 Hydrograph No. 13, Reservoir, Route Array #1...................................................................... 43 Hydrograph No. 14, Reservoir, Route Basin #1..................................................................... 44 Hydrograph No. 15, Reservoir, Route Wet Swale #1............................................................. 45 25 - Year Hydrograph Reports................................................................................................................. 46 Hydrograph No. 1, SCS Runoff, Pre Area #1........................................................................ 46 Hydrograph No. 2, SCS Runoff, Pre Area #2......................................................................... 47 Hydrograph No. 3, SCS Runoff, Pre Area #3......................................................................... 48 Hydrograph No. 4, SCS Runoff, Post Area #1....................................................................... 49 Hydrograph No. 5, SCS Runoff, Post Area #1A..................................................................... 50 Hydrograph No. 6, SCS Runoff, Post Area #2....................................................................... 51 Hydrograph No. 7, SCS Runoff, Post Area #3....................................................................... 52 Hydrograph No. 8, SCS Runoff, Post Area #3A..................................................................... 53 Hydrograph No. 9, Reservoir, Route STMH#7....................................................................... 54 Hydrograph No. 10, Diversion1, Flow to WQv#2................................................................... 55 Hydrograph No. 11, Diversion2, High flow to Array................................................................ 56 Hydrograph No. 12, Combine, Flow to Array #1..................................................................... 57 Hydrograph No. 13, Reservoir, Route Array #1...................................................................... 58 Hydrograph No. 14, Reservoir, Route Basin #1..................................................................... 59 Hydrograph No. 15, Reservoir, Route Wet Swale #1............................................................. 60 50 - Year Hydrograph Reports................................................................................................................. 61 Hydrograph No. 1, SCS Runoff, Pre Area #1........................................................................ 61 Hydrograph No. 2, SCS Runoff, Pre Area #2......................................................................... 62 Hydrograph No. 3, SCS Runoff, Pre Area #3......................................................................... 63 Hydrograph No. 4, SCS Runoff, Post Area #1....................................................................... 64 Hydrograph No. 5, SCS Runoff, Post Area #1A..................................................................... 65 Hydrograph No. 6, SCS Runoff, Post Area #2....................................................................... 66 Hydrograph No. 7, SCS Runoff, Post Area #3....................................................................... 67 Hydrograph No. 8, SCS Runoff, Post Area #3A..................................................................... 68 Hydrograph No. 9, Reservoir, Route STMH#7....................................................................... 69 Hydrograph No. 10, Diversion1, Flow to WQv#2................................................................... 70 Hydrograph No. 11, Diversion2, High flow to Array................................................................ 71 Hydrograph No. 12, Combine, Flow to Array #1..................................................................... 72 Hydrograph No. 13, Reservoir, Route Array #1...................................................................... 73 Hydrograph No. 14, Reservoir, Route Basin #1..................................................................... 74 Hydrograph No. 15, Reservoir, Route Wet Swale #1............................................................. 75 100 - Year Hydrograph Reports................................................................................................................. 76 Hydrograph No. 1, SCS Runoff, Pre Area #1........................................................................ 76 Hydrograph No. 2, SCS Runoff, Pre Area #2......................................................................... 77 Hydrograph No. 3, SCS Runoff, Pre Area #3......................................................................... 78 Hydrograph No. 4, SCS Runoff, Post Area #1....................................................................... 79 Hydrograph No. 5, SCS Runoff, Post Area #1A..................................................................... 80 Hydrograph No. 6, SCS Runoff, Post Area #2....................................................................... 81 Hydrograph No. 7, SCS Runoff, Post Area #3....................................................................... 82 Contents continued...Saratoga Station (3-28-25).gpw Hydrograph No. 8, SCS Runoff, Post Area #3A..................................................................... 83 Hydrograph No. 9, Reservoir, Route STMH#7....................................................................... 84 Hydrograph No. 10, Diversion1, Flow to WQv#2................................................................... 85 Hydrograph No. 11, Diversion2, High flow to Array................................................................ 86 Hydrograph No. 12, Combine, Flow to Array #1..................................................................... 87 Hydrograph No. 13, Reservoir, Route Array #1...................................................................... 88 Hydrograph No. 14, Reservoir, Route Basin #1..................................................................... 89 Hydrograph No. 15, Reservoir, Route Wet Swale #1............................................................. 90 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 0.000 0.000 ------- ------- 0.000 0.000 0.007 0.023 Pre Area #1 2 SCS Runoff ------ 0.000 0.000 ------- ------- 0.000 0.003 0.044 0.139 Pre Area #2 3 SCS Runoff ------ 0.000 0.000 ------- ------- 0.000 0.035 0.115 0.485 Pre Area #3 4 SCS Runoff ------ 0.000 0.000 ------- ------- 0.000 0.000 0.006 0.018 Post Area #1 5 SCS Runoff ------ 0.575 0.848 ------- ------- 1.742 2.480 3.200 4.074 Post Area #1A 6 SCS Runoff ------ 8.320 11.68 ------- ------- 22.50 31.32 39.65 49.56 Post Area #2 7 SCS Runoff ------ 0.000 0.000 ------- ------- 0.006 0.029 0.120 0.421 Post Area #3 8 SCS Runoff ------ 3.156 4.569 ------- ------- 9.168 12.94 16.64 21.08 Post Area #3A 9 Reservoir 6 8.327 11.67 ------- ------- 22.51 31.33 39.65 49.56 Route STMH#7 10 Diversion1 9 7.521 8.937 ------- ------- 11.89 13.22 14.17 15.36 Flow to WQv#2 11 Diversion2 9 0.805 2.732 ------- ------- 10.62 18.12 25.48 34.20 High flow to Array 12 Combine 10, 11 8.327 11.67 ------- ------- 22.51 31.33 39.65 49.56 Flow to Array #1 13 Reservoir 12 0.000 0.000 ------- ------- 0.000 0.000 0.000 0.015 Route Array #1 14 Reservoir 8 0.000 0.000 ------- ------- 0.000 0.000 0.000 0.000 Route Basin #1 15 Reservoir 5 0.000 0.000 ------- ------- 0.000 0.000 0.000 0.000 Route Wet Swale #1 Proj. file: Saratoga Station (3-28-25).gpw Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #1 2 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #2 3 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #3 4 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post Area #1 5 SCS Runoff 0.575 2 718 1,197 ------ ------ ------ Post Area #1A 6 SCS Runoff 8.320 2 730 32,609 ------ ------ ------ Post Area #2 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post Area #3 8 SCS Runoff 3.156 2 718 6,491 ------ ------ ------ Post Area #3A 9 Reservoir 8.327 2 730 32,609 6 321.42 7.70 Route STMH#7 10 Diversion1 7.521 2 730 32,115 9 ------ ------ Flow to WQv#2 11 Diversion2 0.805 2 730 494 9 ------ ------ High flow to Array 12 Combine 8.327 2 730 32,609 10, 11 ------ ------ Flow to Array #1 13 Reservoir 0.000 2 n/a 0 12 318.02 79.0 Route Array #1 14 Reservoir 0.000 2 716 0 8 319.57 773 Route Basin #1 15 Reservoir 0.000 2 740 0 5 320.18 277 Route Wet Swale #1 Saratoga Station (3-28-25).gpw Return Period: 1 Year Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 1 Pre Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 2.415 ac Curve number = 30 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 600 4 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #1 Hyd. No. 1 -- 1 Year Hyd No. 1 TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 1 Pre Area #1 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.61 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 27.96 + 0.00 + 0.00 = 27.96 Shallow Concentrated Flow Flow length (ft) = 119.00 0.00 0.00 Watercourse slope (%) = 1.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.04 0.00 0.00 Travel Time (min) = 0.97 + 0.00 + 0.00 = 0.97 Channel Flow X sectional flow area (sqft) = 20.00 0.00 0.00 Wetted perimeter (ft) = 10.00 0.00 0.00 Channel slope (%) = 0.50 0.00 0.00 Manning's n-value = 0.040 0.015 0.015 Velocity (ft/s) =4.19 0.00 0.00 Flow length (ft) ({0})102.0 0.0 0.0 Travel Time (min) = 0.41 + 0.00 + 0.00 = 0.41 Total Travel Time, Tc .............................................................................. 29.30 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 2 Pre Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 10.554 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.40 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #2 Hyd. No. 2 -- 1 Year Hyd No. 2 TR55 Tc Worksheet 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 2 Pre Area #2 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.61 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 43.40 + 0.00 + 0.00 = 43.40 Shallow Concentrated Flow Flow length (ft) = 452.00 0.00 0.00 Watercourse slope (%) = 0.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.25 0.00 0.00 Travel Time (min) = 6.03 + 0.00 + 0.00 = 6.03 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 49.40 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 3 Pre Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 8.479 ac Curve number = 35 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 8 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #3 Hyd. No. 3 -- 1 Year Hyd No. 3 TR55 Tc Worksheet 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 3 Pre Area #3 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.61 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 24.92 + 0.00 + 0.00 = 24.92 Shallow Concentrated Flow Flow length (ft) = 455.00 0.00 0.00 Watercourse slope (%) = 0.80 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.44 0.00 0.00 Travel Time (min) = 5.25 + 0.00 + 0.00 = 5.25 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 30.20 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 4 Post Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.337 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.60 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 10 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #1 Hyd. No. 4 -- 1 Year Hyd No. 4 TR55 Tc Worksheet 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 4 Post Area #1 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.61 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 27.96 + 0.00 + 0.00 = 27.96 Shallow Concentrated Flow Flow length (ft) = 30.00 0.00 0.00 Watercourse slope (%) = 1.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.04 0.00 0.00 Travel Time (min) = 0.24 + 0.00 + 0.00 = 0.24 Channel Flow X sectional flow area (sqft) = 20.00 0.00 0.00 Wetted perimeter (ft) = 10.00 0.00 0.00 Channel slope (%) = 0.50 0.00 0.00 Manning's n-value = 0.040 0.015 0.015 Velocity (ft/s) =4.19 0.00 0.00 Flow length (ft) ({0})102.0 0.0 0.0 Travel Time (min) = 0.41 + 0.00 + 0.00 = 0.41 Total Travel Time, Tc .............................................................................. 28.60 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 5 Post Area #1A Hydrograph type = SCS Runoff Peak discharge = 0.575 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,197 cuft Drainage area = 0.705 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 12 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post Area #1A Hyd. No. 5 -- 1 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 6 Post Area #2 Hydrograph type = SCS Runoff Peak discharge = 8.320 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 32,609 cuft Drainage area = 12.898 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.40 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 13 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Post Area #2 Hyd. No. 6 -- 1 Year Hyd No. 6 TR55 Tc Worksheet 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 6 Post Area #2 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.61 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 20.85 + 0.00 + 0.00 = 20.85 Shallow Concentrated Flow Flow length (ft) = 266.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 2.75 + 0.00 + 0.00 = 2.75 Channel Flow X sectional flow area (sqft) = 0.78 0.00 0.00 Wetted perimeter (ft) = 1.00 0.00 0.00 Channel slope (%) = 0.60 0.00 0.00 Manning's n-value = 0.012 0.015 0.015 Velocity (ft/s) =8.14 0.00 0.00 Flow length (ft) ({0})400.0 0.0 0.0 Travel Time (min) = 0.82 + 0.00 + 0.00 = 0.82 Total Travel Time, Tc .............................................................................. 24.40 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 7 Post Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 3.008 ac Curve number = 38 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 15 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #3 Hyd. No. 7 -- 1 Year Hyd No. 7 TR55 Tc Worksheet 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 7 Post Area #3 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.61 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 24.92 + 0.00 + 0.00 = 24.92 Shallow Concentrated Flow Flow length (ft) = 455.00 0.00 0.00 Watercourse slope (%) = 0.80 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.44 0.00 0.00 Travel Time (min) = 5.25 + 0.00 + 0.00 = 5.25 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 30.20 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 8 Post Area #3A Hydrograph type = SCS Runoff Peak discharge = 3.156 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,491 cuft Drainage area = 3.551 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.23 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 17 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post Area #3A Hyd. No. 8 -- 1 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 9 Route STMH#7 Hydrograph type = Reservoir Peak discharge = 8.327 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 32,609 cuft Inflow hyd. No. = 6 - Post Area #2 Max. Elevation = 321.42 ft Reservoir name = STMH#7 Max. Storage = 8 cuft Storage Indication method used. 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Route STMH#7 Hyd. No. 9 -- 1 Year Hyd No. 9 Hyd No. 6 Total storage used = 8 cuft Pond Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Pond No. 4 - STMH#7 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 319.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 319.50 04 0 0 1.00 320.50 04 4 4 2.00 321.50 04 4 8 3.00 322.50 04 4 12 4.00 323.50 04 4 16 5.00 324.50 04 4 20 6.00 325.50 04 4 24 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 18.00 24.00 0.00 0.00 Span (in)= 18.00 38.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 319.50 321.25 0.00 0.00 Length (ft)= 24.00 30.00 0.00 0.00 Slope (%)= 0.50 5.80 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 2.60 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 319.50 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.10 0 319.60 0.05 ic 0.00 --- --- --- --- --- --- --- --- 0.055 0.20 1 319.70 0.21 oc 0.00 --- --- --- --- --- --- --- --- 0.212 0.30 1 319.80 0.43 oc 0.00 --- --- --- --- --- --- --- --- 0.432 0.40 2 319.90 0.69 oc 0.00 --- --- --- --- --- --- --- --- 0.691 0.50 2 320.00 0.98 oc 0.00 --- --- --- --- --- --- --- --- 0.981 0.60 2 320.10 1.29 oc 0.00 --- --- --- --- --- --- --- --- 1.288 0.70 3 320.20 1.61 oc 0.00 --- --- --- --- --- --- --- --- 1.607 0.80 3 320.30 1.93 oc 0.00 --- --- --- --- --- --- --- --- 1.929 0.90 4 320.40 2.25 oc 0.00 --- --- --- --- --- --- --- --- 2.249 1.00 4 320.50 2.56 oc 0.00 --- --- --- --- --- --- --- --- 2.557 1.10 4 320.60 2.85 oc 0.00 --- --- --- --- --- --- --- --- 2.849 1.20 5 320.70 3.11 oc 0.00 --- --- --- --- --- --- --- --- 3.112 1.30 5 320.80 3.34 oc 0.00 --- --- --- --- --- --- --- --- 3.339 1.40 6 320.90 3.51 oc 0.00 --- --- --- --- --- --- --- --- 3.505 1.50 6 321.00 3.53 oc 0.00 --- --- --- --- --- --- --- --- 3.533 1.60 6 321.10 4.78 oc 0.00 --- --- --- --- --- --- --- --- 4.783 1.70 7 321.20 5.77 oc 0.00 --- --- --- --- --- --- --- --- 5.769 1.80 7 321.30 6.61 oc 0.12 ic --- --- --- --- --- --- --- --- 6.730 1.90 8 321.40 7.35 oc 0.63 ic --- --- --- --- --- --- --- --- 7.980 2.00 8 321.50 8.03 oc 1.35 ic --- --- --- --- --- --- --- --- 9.377 2.10 8 321.60 8.65 oc 2.23 ic --- --- --- --- --- --- --- --- 10.89 2.20 9 321.70 9.23 oc 3.25 ic --- --- --- --- --- --- --- --- 12.49 2.30 9 321.80 9.78 oc 4.40 ic --- --- --- --- --- --- --- --- 14.18 2.40 10 321.90 10.30 oc 5.65 ic --- --- --- --- --- --- --- ---15.95 2.50 10 322.00 10.79 oc 7.00 ic --- --- --- --- --- --- --- ---17.79 2.60 10 322.10 11.26 oc 8.45 ic --- --- --- --- --- --- --- ---19.71 2.70 11 322.20 11.72 oc 9.98 ic --- --- --- --- --- --- --- ---21.70 2.80 11 322.30 12.15 oc 11.60 ic --- --- --- --- --- --- --- --- 23.75 2.90 12 322.40 12.47 ic 13.30 ic --- --- --- --- --- --- --- --- 25.77 3.00 12 322.50 12.76 ic 15.07 ic --- --- --- --- --- --- --- --- 27.83 3.10 12 322.60 13.04 ic 16.91 ic --- --- --- --- --- --- --- --- 29.95 3.20 13 322.70 13.32 ic 18.83 ic --- --- --- --- --- --- --- --- 32.14 3.30 13 322.80 13.59 ic 20.81 ic --- --- --- --- --- --- --- --- 34.39 3.40 14 322.90 13.85 ic 22.85 ic --- --- --- --- --- --- --- --- 36.70 3.50 14 323.00 14.11 ic 24.96 ic --- --- --- --- --- --- --- --- 39.07 Continues on next page... 20 STMH#7 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.60 14 323.10 14.36 ic 27.13 ic --- --- --- --- --- --- --- --- 41.49 3.70 15 323.20 14.61 ic 29.36 ic --- --- --- --- --- --- --- --- 43.97 3.80 15 323.30 14.86 ic 31.25 ic --- --- --- --- --- --- --- --- 46.11 3.90 16 323.40 15.10 ic 32.70 ic --- --- --- --- --- --- --- --- 47.80 4.00 16 323.50 15.34 ic 34.09 ic --- --- --- --- --- --- --- --- 49.43 4.10 16 323.60 15.57 ic 35.43 ic --- --- --- --- --- --- --- --- 51.00 4.20 17 323.70 15.80 ic 36.72 ic --- --- --- --- --- --- --- --- 52.52 4.30 17 323.80 16.03 ic 37.97 ic --- --- --- --- --- --- --- --- 54.00 4.40 18 323.90 16.25 ic 39.17 ic --- --- --- --- --- --- --- --- 55.43 4.50 18 324.00 16.48 ic 40.34 ic --- --- --- --- --- --- --- --- 56.82 4.60 18 324.10 16.69 ic 41.48 ic --- --- --- --- --- --- --- --- 58.17 4.70 19 324.20 16.91 ic 42.58 ic --- --- --- --- --- --- --- --- 59.49 4.80 19 324.30 17.12 ic 43.66 ic --- --- --- --- --- --- --- --- 60.78 4.90 20 324.40 17.33 ic 44.71 ic --- --- --- --- --- --- --- --- 62.05 5.00 20 324.50 17.54 ic 45.74 ic --- --- --- --- --- --- --- --- 63.28 5.10 20 324.60 17.74 ic 46.75 ic --- --- --- --- --- --- --- --- 64.49 5.20 21 324.70 17.95 ic 47.73 ic --- --- --- --- --- --- --- --- 65.68 5.30 21 324.80 18.15 ic 48.70 ic --- --- --- --- --- --- --- --- 66.84 5.40 22 324.90 18.35 ic 49.64 ic --- --- --- --- --- --- --- --- 67.99 5.50 22 325.00 18.54 ic 50.57 ic --- --- --- --- --- --- --- --- 69.11 5.60 22 325.10 18.74 ic 51.48 ic --- --- --- --- --- --- --- --- 70.22 5.70 23 325.20 18.93 ic 52.38 ic --- --- --- --- --- --- --- --- 71.31 5.80 23 325.30 19.12 ic 53.26 ic --- --- --- --- --- --- --- --- 72.38 5.90 24 325.40 19.31 ic 54.12 ic --- --- --- --- --- --- --- --- 73.43 6.00 24 325.50 19.49 ic 54.98 ic --- --- --- --- --- --- --- --- 74.47 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 10 Flow to WQv#2 Hydrograph type = Diversion1 Peak discharge = 7.521 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 32,115 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 11 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 21 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Flow to WQv#2 Hyd. No. 10 -- 1 Year Hyd No. 10 -- Pond outlet Hyd No. 9 -- Inflow Hyd No. 11 -- 9 minus 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 11 High flow to Array Hydrograph type = Diversion2 Peak discharge = 0.805 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 494 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 10 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 22 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) High flow to Array Hyd. No. 11 -- 1 Year Hyd No. 11 -- Qin - Pond outlet Hyd No. 9 -- Inflow Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 12 Flow to Array #1 Hydrograph type = Combine Peak discharge = 8.327 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 32,609 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.000 ac 23 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Flow to Array #1 Hyd. No. 12 -- 1 Year Hyd No. 12 Hyd No. 10 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 13 Route Array #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 12 - Flow to Array #1 Max. Elevation = 318.02 ft Reservoir name = Infiltration Array #1 Max. Storage = 79 cuft Storage Indication method used. Exfiltration extracted from Outflow. 24 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Route Array #1 Hyd. No. 13 -- 1 Year Hyd No. 13 Hyd No. 12 Total storage used = 79 cuft Pond Report 25 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Pond No. 2 - Infiltration Array #1 Pond Data UG Chambers -Invert elev. = 319.00 ft, Rise x Span = 3.00 x 3.00 ft, Barrel Len = 210.00 ft, No. Barrels = 5, Slope = 0.00%, Headers = Yes Encasement -Invert elev. = 318.00 ft, Width = 10.00 ft, Height = 7.00 ft, Voids = 30.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 318.00 n/a 0 0 0.70 318.70 n/a 2,415 2,415 1.40 319.40 n/a 2,867 5,283 2.10 320.10 n/a 3,855 9,138 2.80 320.80 n/a 4,090 13,228 3.50 321.50 n/a 3,918 17,146 4.20 322.20 n/a 3,038 20,184 4.90 322.90 n/a 2,415 22,599 5.60 323.60 n/a 2,415 25,015 6.30 324.30 n/a 2,415 27,430 7.00 325.00 n/a 2,415 29,846 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 12.00 0.00 0.00 0.00 Span (in)= 12.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft)= 323.50 0.00 0.00 0.00 Length (ft)= 62.00 0.00 0.00 0.00 Slope (%)= 0.80 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 100.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 318.00 0.00 --- --- --- --- --- --- --- 0.000 --- 0.000 0.07 242 318.07 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.14 483 318.14 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.21 725 318.21 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.28 966 318.28 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.35 1,208 318.35 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.42 1,449 318.42 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.49 1,691 318.49 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.56 1,932 318.56 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.63 2,174 318.63 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.70 2,415 318.70 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.77 2,702 318.77 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.84 2,989 318.84 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.91 3,276 318.91 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 0.98 3,562 318.98 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.05 3,849 319.05 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.12 4,136 319.12 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.19 4,423 319.19 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.26 4,709 319.26 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.33 4,996 319.33 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.40 5,283 319.40 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.47 5,668 319.47 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.54 6,054 319.54 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.61 6,439 319.61 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.68 6,825 319.68 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.75 7,210 319.75 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.82 7,596 319.82 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.89 7,981 319.89 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 1.96 8,367 319.96 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.03 8,752 320.03 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.10 9,138 320.10 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.17 9,547 320.17 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 Continues on next page... 26 Infiltration Array #1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.24 9,956 320.24 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.31 10,365 320.31 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.38 10,774 320.38 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.45 11,183 320.45 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.52 11,592 320.52 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.59 12,001 320.59 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.66 12,410 320.66 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.73 12,819 320.73 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.80 13,228 320.80 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.87 13,620 320.87 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 2.94 14,012 320.94 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.01 14,404 321.01 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.08 14,795 321.08 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.15 15,187 321.15 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.22 15,579 321.22 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.29 15,971 321.29 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.36 16,362 321.36 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.43 16,754 321.43 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.50 17,146 321.50 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.57 17,450 321.57 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.64 17,753 321.64 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.71 18,057 321.71 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.78 18,361 321.78 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.85 18,665 321.85 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.92 18,969 321.92 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 3.99 19,272 321.99 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.06 19,576 322.06 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.13 19,880 322.13 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.20 20,184 322.20 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.27 20,425 322.27 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.34 20,667 322.34 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.41 20,909 322.41 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.48 21,150 322.48 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.55 21,392 322.55 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.62 21,633 322.62 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.69 21,875 322.69 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.76 22,116 322.76 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.83 22,358 322.83 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.90 22,599 322.90 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 4.97 22,841 322.97 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.04 23,082 323.04 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.11 23,324 323.11 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.18 23,566 323.18 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.25 23,807 323.25 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.32 24,049 323.32 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.39 24,290 323.39 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.46 24,532 323.46 0.00 --- --- --- --- --- --- --- 25.463 --- 25.46 5.53 24,773 323.53 0.00 ic --- --- --- --- --- --- --- 25.463 --- 25.47 5.60 25,015 323.60 0.04 ic --- --- --- --- --- --- --- 25.463 --- 25.51 5.67 25,256 323.67 0.12 ic --- --- --- --- --- --- --- 25.463 --- 25.59 5.74 25,498 323.74 0.24 ic --- --- --- --- --- --- --- 25.463 --- 25.70 5.81 25,739 323.81 0.39 ic --- --- --- --- --- --- --- 25.463 --- 25.86 5.88 25,981 323.88 0.58 ic --- --- --- --- --- --- --- 25.463 --- 26.04 5.95 26,222 323.95 0.78 ic --- --- --- --- --- --- --- 25.463 --- 26.25 6.02 26,464 324.02 1.01 ic --- --- --- --- --- --- --- 25.463 --- 26.48 6.09 26,706 324.09 1.26 ic --- --- --- --- --- --- --- 25.463 --- 26.73 6.16 26,947 324.16 1.52 ic --- --- --- --- --- --- --- 25.463 --- 26.99 6.23 27,189 324.23 1.79 ic --- --- --- --- --- --- --- 25.463 --- 27.25 6.30 27,430 324.30 2.05 ic --- --- --- --- --- --- --- 25.463 --- 27.51 6.37 27,672 324.37 2.30 ic --- --- --- --- --- --- --- 25.463 --- 27.77 6.44 27,913 324.44 2.47 oc --- --- --- --- --- --- --- 25.463 --- 27.93 6.51 28,155 324.51 2.42 oc --- --- --- --- --- --- --- 25.463 --- 27.89 6.58 28,396 324.58 2.59 oc --- --- --- --- --- --- --- 25.463 --- 28.05 6.65 28,638 324.65 2.74 oc --- --- --- --- --- --- --- 25.463 --- 28.20 6.72 28,879 324.72 2.88 oc --- --- --- --- --- --- --- 25.463 --- 28.35 6.79 29,121 324.79 3.02 oc --- --- --- --- --- --- --- 25.463 --- 28.48 6.86 29,363 324.86 3.15 oc --- --- --- --- --- --- --- 25.463 --- 28.62 6.93 29,604 324.93 3.28 oc --- --- --- --- --- --- --- 25.463 --- 28.74 7.00 29,846 325.00 3.40 oc --- --- --- --- --- --- --- 25.463 --- 28.86 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 14 Route Basin #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - Post Area #3A Max. Elevation = 319.57 ft Reservoir name = Basin #1 Max. Storage = 773 cuft Storage Indication method used. Exfiltration extracted from Outflow. 27 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Route Basin #1 Hyd. No. 14 -- 1 Year Hyd No. 14 Hyd No. 8 Total storage used = 773 cuft Pond Report 28 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Pond No. 3 - Basin #1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 319.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 319.00 1,020 0 0 1.00 320.00 1,718 1,354 1,354 2.00 321.00 2,618 2,152 3,506 3.00 322.00 3,709 3,147 6,653 4.00 323.00 4,990 4,333 10,986 5.00 324.00 6,436 5,697 16,684 6.00 325.00 7,957 7,182 23,866 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 10.00 0.00 0.00 0.00 Crest El. (ft)= 324.00 0.00 0.00 0.00 Weir Coeff.= 2.60 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 100.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 319.00 --- --- --- --- 0.00 --- --- --- 0.000 --- 0.000 0.10 135 319.10 --- --- --- --- 0.00 --- --- --- 0.398 --- 0.398 0.20 271 319.20 --- --- --- --- 0.00 --- --- --- 0.795 --- 0.795 0.30 406 319.30 --- --- --- --- 0.00 --- --- --- 1.193 --- 1.193 0.40 542 319.40 --- --- --- --- 0.00 --- --- --- 1.591 --- 1.591 0.50 677 319.50 --- --- --- --- 0.00 --- --- --- 1.988 --- 1.988 0.60 812 319.60 --- --- --- --- 0.00 --- --- --- 2.386 --- 2.386 0.70 948 319.70 --- --- --- --- 0.00 --- --- --- 2.784 --- 2.784 0.80 1,083 319.80 --- --- --- --- 0.00 --- --- --- 3.181 --- 3.181 0.90 1,218 319.90 --- --- --- --- 0.00 --- --- --- 3.579 --- 3.579 1.00 1,354 320.00 --- --- --- --- 0.00 --- --- --- 3.977 --- 3.977 1.10 1,569 320.10 --- --- --- --- 0.00 --- --- --- 4.185 --- 4.185 1.20 1,784 320.20 --- --- --- --- 0.00 --- --- --- 4.393 --- 4.393 1.30 1,999 320.30 --- --- --- --- 0.00 --- --- --- 4.602 --- 4.602 1.40 2,215 320.40 --- --- --- --- 0.00 --- --- --- 4.810 --- 4.810 1.50 2,430 320.50 --- --- --- --- 0.00 --- --- --- 5.018 --- 5.018 1.60 2,645 320.60 --- --- --- --- 0.00 --- --- --- 5.227 --- 5.227 1.70 2,860 320.70 --- --- --- --- 0.00 --- --- --- 5.435 --- 5.435 1.80 3,075 320.80 --- --- --- --- 0.00 --- --- --- 5.643 --- 5.643 1.90 3,291 320.90 --- --- --- --- 0.00 --- --- --- 5.852 --- 5.852 2.00 3,506 321.00 --- --- --- --- 0.00 --- --- --- 6.060 --- 6.060 2.10 3,821 321.10 --- --- --- --- 0.00 --- --- --- 6.313 --- 6.313 2.20 4,135 321.20 --- --- --- --- 0.00 --- --- --- 6.565 --- 6.565 2.30 4,450 321.30 --- --- --- --- 0.00 --- --- --- 6.818 --- 6.818 2.40 4,765 321.40 --- --- --- --- 0.00 --- --- --- 7.070 --- 7.070 2.50 5,080 321.50 --- --- --- --- 0.00 --- --- --- 7.323 --- 7.323 2.60 5,394 321.60 --- --- --- --- 0.00 --- --- --- 7.575 --- 7.575 2.70 5,709 321.70 --- --- --- --- 0.00 --- --- --- 7.828 --- 7.828 2.80 6,024 321.80 --- --- --- --- 0.00 --- --- --- 8.081 --- 8.081 2.90 6,338 321.90 --- --- --- --- 0.00 --- --- --- 8.333 --- 8.333 3.00 6,653 322.00 --- --- --- --- 0.00 --- --- --- 8.586 --- 8.586 3.10 7,087 322.10 --- --- --- --- 0.00 --- --- --- 8.882 --- 8.882 3.20 7,520 322.20 --- --- --- --- 0.00 --- --- --- 9.179 --- 9.179 3.30 7,953 322.30 --- --- --- --- 0.00 --- --- --- 9.475 --- 9.475 3.40 8,387 322.40 --- --- --- --- 0.00 --- --- --- 9.772 --- 9.772 3.50 8,820 322.50 --- --- --- --- 0.00 --- --- --- 10.068 --- 10.07 Continues on next page... 29 Basin #1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.60 9,253 322.60 --- --- --- --- 0.00 --- --- --- 10.365 --- 10.36 3.70 9,687 322.70 --- --- --- --- 0.00 --- --- --- 10.661 --- 10.66 3.80 10,120 322.80 --- --- --- --- 0.00 --- --- --- 10.958 --- 10.96 3.90 10,553 322.90 --- --- --- --- 0.00 --- --- --- 11.254 --- 11.25 4.00 10,986 323.00 --- --- --- --- 0.00 --- --- --- 11.551 --- 11.55 4.10 11,556 323.10 --- --- --- --- 0.00 --- --- --- 11.886 --- 11.89 4.20 12,126 323.20 --- --- --- --- 0.00 --- --- --- 12.220 --- 12.22 4.30 12,696 323.30 --- --- --- --- 0.00 --- --- --- 12.555 --- 12.56 4.40 13,265 323.40 --- --- --- --- 0.00 --- --- --- 12.890 --- 12.89 4.50 13,835 323.50 --- --- --- --- 0.00 --- --- --- 13.224 --- 13.22 4.60 14,405 323.60 --- --- --- --- 0.00 --- --- --- 13.559 --- 13.56 4.70 14,974 323.70 --- --- --- --- 0.00 --- --- --- 13.894 --- 13.89 4.80 15,544 323.80 --- --- --- --- 0.00 --- --- --- 14.229 --- 14.23 4.90 16,114 323.90 --- --- --- --- 0.00 --- --- --- 14.563 --- 14.56 5.00 16,684 324.00 --- --- --- --- 0.00 --- --- --- 14.898 --- 14.90 5.10 17,402 324.10 --- --- --- --- 0.82 --- --- --- 15.250 --- 16.07 5.20 18,120 324.20 --- --- --- --- 2.33 --- --- --- 15.602 --- 17.93 5.30 18,838 324.30 --- --- --- --- 4.27 --- --- --- 15.954 --- 20.23 5.40 19,557 324.40 --- --- --- --- 6.58 --- --- --- 16.306 --- 22.88 5.50 20,275 324.50 --- --- --- --- 9.19 --- --- --- 16.658 --- 25.85 5.60 20,993 324.60 --- --- --- --- 12.08 --- --- --- 17.011 ---29.09 5.70 21,711 324.70 --- --- --- --- 15.23 --- --- --- 17.363 ---32.59 5.80 22,429 324.80 --- --- --- --- 18.60 --- --- --- 17.715 ---36.32 5.90 23,148 324.90 --- --- --- --- 22.20 --- --- --- 18.067 ---40.27 6.00 23,866 325.00 --- --- --- --- 26.00 --- --- --- 18.419 ---44.42 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 15 Route Wet Swale #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 5 - Post Area #1A Max. Elevation = 320.18 ft Reservoir name = Wet Swale #1 Max. Storage = 277 cuft Storage Indication method used. Exfiltration extracted from Outflow. 30 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Route Wet Swale #1 Hyd. No. 15 -- 1 Year Hyd No. 15 Hyd No. 5 Total storage used = 277 cuft Pond Report 31 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Pond No. 1 - Wet Swale #1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 320.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 320.00 938 0 0 1.00 321.00 2,313 1,574 1,574 2.00 322.00 3,189 2,739 4,314 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 10.00 0.00 0.00 0.00 Crest El. (ft)= 321.50 0.00 0.00 0.00 Weir Coeff.= 2.60 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 20.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 320.00 --- --- --- --- 0.00 --- --- --- 0.000 --- 0.000 0.10 157 320.10 --- --- --- --- 0.00 --- --- --- 0.107 --- 0.107 0.20 315 320.20 --- --- --- --- 0.00 --- --- --- 0.214 --- 0.214 0.30 472 320.30 --- --- --- --- 0.00 --- --- --- 0.321 --- 0.321 0.40 630 320.40 --- --- --- --- 0.00 --- --- --- 0.428 --- 0.428 0.50 787 320.50 --- --- --- --- 0.00 --- --- --- 0.535 --- 0.535 0.60 945 320.60 --- --- --- --- 0.00 --- --- --- 0.642 --- 0.642 0.70 1,102 320.70 --- --- --- --- 0.00 --- --- --- 0.750 --- 0.750 0.80 1,260 320.80 --- --- --- --- 0.00 --- --- --- 0.857 --- 0.857 0.90 1,417 320.90 --- --- --- --- 0.00 --- --- --- 0.964 --- 0.964 1.00 1,574 321.00 --- --- --- --- 0.00 --- --- --- 1.071 --- 1.071 1.10 1,848 321.10 --- --- --- --- 0.00 --- --- --- 1.111 --- 1.111 1.20 2,122 321.20 --- --- --- --- 0.00 --- --- --- 1.152 --- 1.152 1.30 2,396 321.30 --- --- --- --- 0.00 --- --- --- 1.192 --- 1.192 1.40 2,670 321.40 --- --- --- --- 0.00 --- --- --- 1.233 --- 1.233 1.50 2,944 321.50 --- --- --- --- 0.00 --- --- --- 1.274 --- 1.274 1.60 3,218 321.60 --- --- --- --- 0.82 --- --- --- 1.314 --- 2.137 1.70 3,492 321.70 --- --- --- --- 2.33 --- --- --- 1.355 --- 3.681 1.80 3,766 321.80 --- --- --- --- 4.27 --- --- --- 1.395 --- 5.669 1.90 4,040 321.90 --- --- --- --- 6.58 --- --- --- 1.436 --- 8.015 2.00 4,314 322.00 --- --- --- --- 9.19 --- --- --- 1.476 --- 10.67 Hydrograph Summary Report 32 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #1 2 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #2 3 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #3 4 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post Area #1 5 SCS Runoff 0.848 2 718 1,717 ------ ------ ------ Post Area #1A 6 SCS Runoff 11.68 2 730 44,510 ------ ------ ------ Post Area #2 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post Area #3 8 SCS Runoff 4.569 2 718 9,209 ------ ------ ------ Post Area #3A 9 Reservoir 11.67 2 730 44,510 6 321.65 8.59 Route STMH#7 10 Diversion1 8.937 2 730 42,037 9 ------ ------ Flow to WQv#2 11 Diversion2 2.732 2 730 2,472 9 ------ ------ High flow to Array 12 Combine 11.67 2 730 44,510 10, 11 ------ ------ Flow to Array #1 13 Reservoir 0.000 2 n/a 0 12 318.03 111 Route Array #1 14 Reservoir 0.000 2 708 0 8 319.85 1,154 Route Basin #1 15 Reservoir 0.000 2 716 0 5 320.27 433 Route Wet Swale #1 Saratoga Station (3-28-25).gpw Return Period: 2 Year Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 1 Pre Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 2.415 ac Curve number = 30 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 600 33 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #1 Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 2 Pre Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 10.554 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.40 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 34 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #2 Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 3 Pre Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 8.479 ac Curve number = 35 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 35 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #3 Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 4 Post Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.337 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.60 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 36 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #1 Hyd. No. 4 -- 2 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 5 Post Area #1A Hydrograph type = SCS Runoff Peak discharge = 0.848 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,717 cuft Drainage area = 0.705 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 37 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post Area #1A Hyd. No. 5 -- 2 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 6 Post Area #2 Hydrograph type = SCS Runoff Peak discharge = 11.68 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 44,510 cuft Drainage area = 12.898 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.40 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 38 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Post Area #2 Hyd. No. 6 -- 2 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 7 Post Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 3.008 ac Curve number = 38 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 39 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #3 Hyd. No. 7 -- 2 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 8 Post Area #3A Hydrograph type = SCS Runoff Peak discharge = 4.569 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,209 cuft Drainage area = 3.551 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 40 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Post Area #3A Hyd. No. 8 -- 2 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 9 Route STMH#7 Hydrograph type = Reservoir Peak discharge = 11.67 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 44,510 cuft Inflow hyd. No. = 6 - Post Area #2 Max. Elevation = 321.65 ft Reservoir name = STMH#7 Max. Storage = 9 cuft Storage Indication method used. 41 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Route STMH#7 Hyd. No. 9 -- 2 Year Hyd No. 9 Hyd No. 6 Total storage used = 9 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 10 Flow to WQv#2 Hydrograph type = Diversion1 Peak discharge = 8.937 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 42,037 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 11 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 42 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Flow to WQv#2 Hyd. No. 10 -- 2 Year Hyd No. 10 -- Pond outlet Hyd No. 9 -- Inflow Hyd No. 11 -- 9 minus 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 11 High flow to Array Hydrograph type = Diversion2 Peak discharge = 2.732 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,472 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 10 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 43 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) High flow to Array Hyd. No. 11 -- 2 Year Hyd No. 11 -- Qin - Pond outlet Hyd No. 9 -- Inflow Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 12 Flow to Array #1 Hydrograph type = Combine Peak discharge = 11.67 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 44,510 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.000 ac 44 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Flow to Array #1 Hyd. No. 12 -- 2 Year Hyd No. 12 Hyd No. 10 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 13 Route Array #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 12 - Flow to Array #1 Max. Elevation = 318.03 ft Reservoir name = Infiltration Array #1 Max. Storage = 111 cuft Storage Indication method used. Exfiltration extracted from Outflow. 45 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Route Array #1 Hyd. No. 13 -- 2 Year Hyd No. 13 Hyd No. 12 Total storage used = 111 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 14 Route Basin #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = 708 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - Post Area #3A Max. Elevation = 319.85 ft Reservoir name = Basin #1 Max. Storage = 1,154 cuft Storage Indication method used. Exfiltration extracted from Outflow. 46 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Route Basin #1 Hyd. No. 14 -- 2 Year Hyd No. 14 Hyd No. 8 Total storage used = 1,154 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 15 Route Wet Swale #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 5 - Post Area #1A Max. Elevation = 320.27 ft Reservoir name = Wet Swale #1 Max. Storage = 433 cuft Storage Indication method used. Exfiltration extracted from Outflow. 47 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Route Wet Swale #1 Hyd. No. 15 -- 2 Year Hyd No. 15 Hyd No. 5 Total storage used = 433 cuft Hydrograph Summary Report 48 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #1 2 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #2 3 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #3 4 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post Area #1 5 SCS Runoff 1.742 2 718 3,485 ------ ------ ------ Post Area #1A 6 SCS Runoff 22.50 2 728 83,169 ------ ------ ------ Post Area #2 7 SCS Runoff 0.006 2 1440 130 ------ ------ ------ Post Area #3 8 SCS Runoff 9.168 2 718 18,364 ------ ------ ------ Post Area #3A 9 Reservoir 22.51 2 728 83,169 6 322.24 11.0 Route STMH#7 10 Diversion1 11.89 2 728 69,786 9 ------ ------ Flow to WQv#2 11 Diversion2 10.62 2 728 13,384 9 ------ ------ High flow to Array 12 Combine 22.51 2 728 83,169 10, 11 ------ ------ Flow to Array #1 13 Reservoir 0.000 2 n/a 0 12 318.06 213 Route Array #1 14 Reservoir 0.000 2 700 0 8 320.72 2,909 Route Basin #1 15 Reservoir 0.000 2 778 0 5 320.62 970 Route Wet Swale #1 Saratoga Station (3-28-25).gpw Return Period: 10 Year Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 1 Pre Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 2.415 ac Curve number = 30 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 600 49 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #1 Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 2 Pre Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 10.554 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.40 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 50 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #2 Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 3 Pre Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 8.479 ac Curve number = 35 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 51 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #3 Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 4 Post Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.337 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.60 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 52 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #1 Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 5 Post Area #1A Hydrograph type = SCS Runoff Peak discharge = 1.742 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,485 cuft Drainage area = 0.705 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 53 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Area #1A Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 6 Post Area #2 Hydrograph type = SCS Runoff Peak discharge = 22.50 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 83,169 cuft Drainage area = 12.898 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.40 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 54 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Post Area #2 Hyd. No. 6 -- 10 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 7 Post Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.006 cfs Storm frequency = 10 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 130 cuft Drainage area = 3.008 ac Curve number = 38 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 55 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #3 Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 8 Post Area #3A Hydrograph type = SCS Runoff Peak discharge = 9.168 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 18,364 cuft Drainage area = 3.551 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 56 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Post Area #3A Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 9 Route STMH#7 Hydrograph type = Reservoir Peak discharge = 22.51 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 83,169 cuft Inflow hyd. No. = 6 - Post Area #2 Max. Elevation = 322.24 ft Reservoir name = STMH#7 Max. Storage = 11 cuft Storage Indication method used. 57 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Route STMH#7 Hyd. No. 9 -- 10 Year Hyd No. 9 Hyd No. 6 Total storage used = 11 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 10 Flow to WQv#2 Hydrograph type = Diversion1 Peak discharge = 11.89 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 69,786 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 11 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 58 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Flow to WQv#2 Hyd. No. 10 -- 10 Year Hyd No. 10 -- Pond outlet Hyd No. 9 -- Inflow Hyd No. 11 -- 9 minus 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 11 High flow to Array Hydrograph type = Diversion2 Peak discharge = 10.62 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 13,384 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 10 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 59 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) High flow to Array Hyd. No. 11 -- 10 Year Hyd No. 11 -- Qin - Pond outlet Hyd No. 9 -- Inflow Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 12 Flow to Array #1 Hydrograph type = Combine Peak discharge = 22.51 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 83,169 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.000 ac 60 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Flow to Array #1 Hyd. No. 12 -- 10 Year Hyd No. 12 Hyd No. 10 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 13 Route Array #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 12 - Flow to Array #1 Max. Elevation = 318.06 ft Reservoir name = Infiltration Array #1 Max. Storage = 213 cuft Storage Indication method used. Exfiltration extracted from Outflow. 61 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Route Array #1 Hyd. No. 13 -- 10 Year Hyd No. 13 Hyd No. 12 Total storage used = 213 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 14 Route Basin #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = 700 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - Post Area #3A Max. Elevation = 320.72 ft Reservoir name = Basin #1 Max. Storage = 2,909 cuft Storage Indication method used. Exfiltration extracted from Outflow. 62 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Route Basin #1 Hyd. No. 14 -- 10 Year Hyd No. 14 Hyd No. 8 Total storage used = 2,909 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 15 Route Wet Swale #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = 778 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 5 - Post Area #1A Max. Elevation = 320.62 ft Reservoir name = Wet Swale #1 Max. Storage = 970 cuft Storage Indication method used. Exfiltration extracted from Outflow. 63 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Route Wet Swale #1 Hyd. No. 15 -- 10 Year Hyd No. 15 Hyd No. 5 Total storage used = 970 cuft Hydrograph Summary Report 64 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Pre Area #1 2 SCS Runoff 0.003 2 1450 13 ------ ------ ------ Pre Area #2 3 SCS Runoff 0.035 2 1440 1,082 ------ ------ ------ Pre Area #3 4 SCS Runoff 0.000 2 1442 2 ------ ------ ------ Post Area #1 5 SCS Runoff 2.480 2 718 4,995 ------ ------ ------ Post Area #1A 6 SCS Runoff 31.32 2 728 115,020 ------ ------ ------ Post Area #2 7 SCS Runoff 0.029 2 912 1,012 ------ ------ ------ Post Area #3 8 SCS Runoff 12.94 2 716 26,124 ------ ------ ------ Post Area #3A 9 Reservoir 31.33 2 728 115,020 6 322.66 12.7 Route STMH#7 10 Diversion1 13.22 2 728 90,167 9 ------ ------ Flow to WQv#2 11 Diversion2 18.12 2 728 24,853 9 ------ ------ High flow to Array 12 Combine 31.33 2 728 115,020 10, 11 ------ ------ Flow to Array #1 13 Reservoir 0.000 2 n/a 0 12 318.07 3,505 Route Array #1 14 Reservoir 0.000 2 710 0 8 321.39 4,740 Route Basin #1 15 Reservoir 0.000 2 774 0 5 320.91 1,427 Route Wet Swale #1 Saratoga Station (3-28-25).gpw Return Period: 25 Year Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 1 Pre Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 2.415 ac Curve number = 30 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 600 65 0 20 40 60 80 100 120 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #1 Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 2 Pre Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.003 cfs Storm frequency = 25 yrs Time to peak = 1450 min Time interval = 2 min Hyd. volume = 13 cuft Drainage area = 10.554 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.40 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 66 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #2 Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 3 Pre Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.035 cfs Storm frequency = 25 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 1,082 cuft Drainage area = 8.479 ac Curve number = 35 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 67 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #3 Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 4 Post Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 1442 min Time interval = 2 min Hyd. volume = 2 cuft Drainage area = 1.337 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.60 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 68 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #1 Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 5 Post Area #1A Hydrograph type = SCS Runoff Peak discharge = 2.480 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,995 cuft Drainage area = 0.705 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 69 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Post Area #1A Hyd. No. 5 -- 25 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 6 Post Area #2 Hydrograph type = SCS Runoff Peak discharge = 31.32 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 115,020 cuft Drainage area = 12.898 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.40 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 70 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post Area #2 Hyd. No. 6 -- 25 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 7 Post Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.029 cfs Storm frequency = 25 yrs Time to peak = 912 min Time interval = 2 min Hyd. volume = 1,012 cuft Drainage area = 3.008 ac Curve number = 38 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 71 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #3 Hyd. No. 7 -- 25 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 8 Post Area #3A Hydrograph type = SCS Runoff Peak discharge = 12.94 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 26,124 cuft Drainage area = 3.551 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 72 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) Post Area #3A Hyd. No. 8 -- 25 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 9 Route STMH#7 Hydrograph type = Reservoir Peak discharge = 31.33 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 115,020 cuft Inflow hyd. No. = 6 - Post Area #2 Max. Elevation = 322.66 ft Reservoir name = STMH#7 Max. Storage = 13 cuft Storage Indication method used. 73 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Route STMH#7 Hyd. No. 9 -- 25 Year Hyd No. 9 Hyd No. 6 Total storage used = 13 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 10 Flow to WQv#2 Hydrograph type = Diversion1 Peak discharge = 13.22 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 90,167 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 11 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 74 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Flow to WQv#2 Hyd. No. 10 -- 25 Year Hyd No. 10 -- Pond outlet Hyd No. 9 -- Inflow Hyd No. 11 -- 9 minus 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 11 High flow to Array Hydrograph type = Diversion2 Peak discharge = 18.12 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 24,853 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 10 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 75 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) High flow to Array Hyd. No. 11 -- 25 Year Hyd No. 11 -- Qin - Pond outlet Hyd No. 9 -- Inflow Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 12 Flow to Array #1 Hydrograph type = Combine Peak discharge = 31.33 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 115,020 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.000 ac 76 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Flow to Array #1 Hyd. No. 12 -- 25 Year Hyd No. 12 Hyd No. 10 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 13 Route Array #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 12 - Flow to Array #1 Max. Elevation = 318.07 ft Reservoir name = Infiltration Array #1 Max. Storage = 3,505 cuft Storage Indication method used. Exfiltration extracted from Outflow. 77 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Route Array #1 Hyd. No. 13 -- 25 Year Hyd No. 13 Hyd No. 12 Total storage used = 3,505 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 14 Route Basin #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 710 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - Post Area #3A Max. Elevation = 321.39 ft Reservoir name = Basin #1 Max. Storage = 4,740 cuft Storage Indication method used. Exfiltration extracted from Outflow. 78 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) Route Basin #1 Hyd. No. 14 -- 25 Year Hyd No. 14 Hyd No. 8 Total storage used = 4,740 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 15 Route Wet Swale #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 774 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 5 - Post Area #1A Max. Elevation = 320.91 ft Reservoir name = Wet Swale #1 Max. Storage = 1,427 cuft Storage Indication method used. Exfiltration extracted from Outflow. 79 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Route Wet Swale #1 Hyd. No. 15 -- 25 Year Hyd No. 15 Hyd No. 5 Total storage used = 1,427 cuft Hydrograph Summary Report 80 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.007 2 1440 144 ------ ------ ------ Pre Area #1 2 SCS Runoff 0.044 2 1440 1,193 ------ ------ ------ Pre Area #2 3 SCS Runoff 0.115 2 828 3,839 ------ ------ ------ Pre Area #3 4 SCS Runoff 0.006 2 1440 151 ------ ------ ------ Post Area #1 5 SCS Runoff 3.200 2 716 6,465 ------ ------ ------ Post Area #1A 6 SCS Runoff 39.65 2 728 145,462 ------ ------ ------ Post Area #2 7 SCS Runoff 0.120 2 758 2,468 ------ ------ ------ Post Area #3 8 SCS Runoff 16.64 2 716 33,652 ------ ------ ------ Post Area #3A 9 Reservoir 39.65 2 728 145,462 6 323.02 14.1 Route STMH#7 10 Diversion1 14.17 2 728 108,467 9 ------ ------ Flow to WQv#2 11 Diversion2 25.48 2 728 36,995 9 ------ ------ High flow to Array 12 Combine 39.65 2 728 145,462 10, 11 ------ ------ Flow to Array #1 13 Reservoir 0.000 2 n/a 0 12 318.07 11,949 Route Array #1 14 Reservoir 0.000 2 716 0 8 321.99 6,628 Route Basin #1 15 Reservoir 0.000 2 714 0 5 321.12 1,909 Route Wet Swale #1 Saratoga Station (3-28-25).gpw Return Period: 50 Year Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 1 Pre Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.007 cfs Storm frequency = 50 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 144 cuft Drainage area = 2.415 ac Curve number = 30 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 600 81 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #1 Hyd. No. 1 -- 50 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 2 Pre Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.044 cfs Storm frequency = 50 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 1,193 cuft Drainage area = 10.554 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.40 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 82 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #2 Hyd. No. 2 -- 50 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 3 Pre Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.115 cfs Storm frequency = 50 yrs Time to peak = 828 min Time interval = 2 min Hyd. volume = 3,839 cuft Drainage area = 8.479 ac Curve number = 35 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 83 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre Area #3 Hyd. No. 3 -- 50 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 4 Post Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.006 cfs Storm frequency = 50 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 151 cuft Drainage area = 1.337 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.60 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 84 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #1 Hyd. No. 4 -- 50 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 5 Post Area #1A Hydrograph type = SCS Runoff Peak discharge = 3.200 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,465 cuft Drainage area = 0.705 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 85 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post Area #1A Hyd. No. 5 -- 50 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 6 Post Area #2 Hydrograph type = SCS Runoff Peak discharge = 39.65 cfs Storm frequency = 50 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 145,462 cuft Drainage area = 12.898 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.40 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 86 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Post Area #2 Hyd. No. 6 -- 50 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 7 Post Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.120 cfs Storm frequency = 50 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 2,468 cuft Drainage area = 3.008 ac Curve number = 38 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 87 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post Area #3 Hyd. No. 7 -- 50 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 8 Post Area #3A Hydrograph type = SCS Runoff Peak discharge = 16.64 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 33,652 cuft Drainage area = 3.551 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 88 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) Post Area #3A Hyd. No. 8 -- 50 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 9 Route STMH#7 Hydrograph type = Reservoir Peak discharge = 39.65 cfs Storm frequency = 50 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 145,462 cuft Inflow hyd. No. = 6 - Post Area #2 Max. Elevation = 323.02 ft Reservoir name = STMH#7 Max. Storage = 14 cuft Storage Indication method used. 89 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Route STMH#7 Hyd. No. 9 -- 50 Year Hyd No. 9 Hyd No. 6 Total storage used = 14 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 10 Flow to WQv#2 Hydrograph type = Diversion1 Peak discharge = 14.17 cfs Storm frequency = 50 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 108,467 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 11 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 90 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Flow to WQv#2 Hyd. No. 10 -- 50 Year Hyd No. 10 -- Pond outlet Hyd No. 9 -- Inflow Hyd No. 11 -- 9 minus 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 11 High flow to Array Hydrograph type = Diversion2 Peak discharge = 25.48 cfs Storm frequency = 50 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 36,995 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 10 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 91 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) High flow to Array Hyd. No. 11 -- 50 Year Hyd No. 11 -- Qin - Pond outlet Hyd No. 9 -- Inflow Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 12 Flow to Array #1 Hydrograph type = Combine Peak discharge = 39.65 cfs Storm frequency = 50 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 145,462 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.000 ac 92 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Flow to Array #1 Hyd. No. 12 -- 50 Year Hyd No. 12 Hyd No. 10 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 13 Route Array #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 50 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 12 - Flow to Array #1 Max. Elevation = 318.07 ft Reservoir name = Infiltration Array #1 Max. Storage = 11,949 cuft Storage Indication method used. Exfiltration extracted from Outflow. 93 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Route Array #1 Hyd. No. 13 -- 50 Year Hyd No. 13 Hyd No. 12 Total storage used = 11,949 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 14 Route Basin #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - Post Area #3A Max. Elevation = 321.99 ft Reservoir name = Basin #1 Max. Storage = 6,628 cuft Storage Indication method used. Exfiltration extracted from Outflow. 94 0 120 240 360 480 600 720 840 960 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) Route Basin #1 Hyd. No. 14 -- 50 Year Hyd No. 14 Hyd No. 8 Total storage used = 6,628 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 15 Route Wet Swale #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 50 yrs Time to peak = 714 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 5 - Post Area #1A Max. Elevation = 321.12 ft Reservoir name = Wet Swale #1 Max. Storage = 1,909 cuft Storage Indication method used. Exfiltration extracted from Outflow. 95 0 120 240 360 480 600 720 840 960 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Route Wet Swale #1 Hyd. No. 15 -- 50 Year Hyd No. 15 Hyd No. 5 Total storage used = 1,909 cuft Hydrograph Summary Report 96 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.023 2 934 803 ------ ------ ------ Pre Area #1 2 SCS Runoff 0.139 2 928 4,824 ------ ------ ------ Pre Area #2 3 SCS Runoff 0.485 2 756 8,947 ------ ------ ------ Pre Area #3 4 SCS Runoff 0.018 2 912 611 ------ ------ ------ Post Area #1 5 SCS Runoff 4.074 2 716 8,264 ------ ------ ------ Post Area #1A 6 SCS Runoff 49.56 2 728 182,192 ------ ------ ------ Post Area #2 7 SCS Runoff 0.421 2 744 4,857 ------ ------ ------ Post Area #3 8 SCS Runoff 21.08 2 716 42,835 ------ ------ ------ Post Area #3A 9 Reservoir 49.56 2 728 182,192 6 323.51 16.0 Route STMH#7 10 Diversion1 15.36 2 728 129,680 9 ------ ------ Flow to WQv#2 11 Diversion2 34.20 2 728 52,513 9 ------ ------ High flow to Array 12 Combine 49.56 2 728 182,192 10, 11 ------ ------ Flow to Array #1 13 Reservoir 0.015 2 744 2 12 323.55 24,836 Route Array #1 14 Reservoir 0.000 2 758 0 8 322.55 9,044 Route Basin #1 15 Reservoir 0.000 2 696 0 5 321.36 2,562 Route Wet Swale #1 Saratoga Station (3-28-25).gpw Return Period: 100 Year Tuesday, 04 / 1 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 1 Pre Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.023 cfs Storm frequency = 100 yrs Time to peak = 934 min Time interval = 2 min Hyd. volume = 803 cuft Drainage area = 2.415 ac Curve number = 30 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.30 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 600 97 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre Area #1 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 2 Pre Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.139 cfs Storm frequency = 100 yrs Time to peak = 928 min Time interval = 2 min Hyd. volume = 4,824 cuft Drainage area = 10.554 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.40 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 98 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre Area #2 Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 3 Pre Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.485 cfs Storm frequency = 100 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 8,947 cuft Drainage area = 8.479 ac Curve number = 35 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 99 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre Area #3 Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 4 Post Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.018 cfs Storm frequency = 100 yrs Time to peak = 912 min Time interval = 2 min Hyd. volume = 611 cuft Drainage area = 1.337 ac Curve number = 31 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.60 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 100 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Post Area #1 Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 5 Post Area #1A Hydrograph type = SCS Runoff Peak discharge = 4.074 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 8,264 cuft Drainage area = 0.705 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 101 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Post Area #1A Hyd. No. 5 -- 100 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 6 Post Area #2 Hydrograph type = SCS Runoff Peak discharge = 49.56 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 182,192 cuft Drainage area = 12.898 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.40 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 102 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Post Area #2 Hyd. No. 6 -- 100 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 7 Post Area #3 Hydrograph type = SCS Runoff Peak discharge = 0.421 cfs Storm frequency = 100 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 4,857 cuft Drainage area = 3.008 ac Curve number = 38 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.20 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 103 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post Area #3 Hyd. No. 7 -- 100 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 8 Post Area #3A Hydrograph type = SCS Runoff Peak discharge = 21.08 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 42,835 cuft Drainage area = 3.551 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 6.19 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 104 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Post Area #3A Hyd. No. 8 -- 100 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 9 Route STMH#7 Hydrograph type = Reservoir Peak discharge = 49.56 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 182,192 cuft Inflow hyd. No. = 6 - Post Area #2 Max. Elevation = 323.51 ft Reservoir name = STMH#7 Max. Storage = 16 cuft Storage Indication method used. 105 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Route STMH#7 Hyd. No. 9 -- 100 Year Hyd No. 9 Hyd No. 6 Total storage used = 16 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 10 Flow to WQv#2 Hydrograph type = Diversion1 Peak discharge = 15.36 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 129,680 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 11 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 106 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Flow to WQv#2 Hyd. No. 10 -- 100 Year Hyd No. 10 -- Pond outlet Hyd No. 9 -- Inflow Hyd No. 11 -- 9 minus 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 11 High flow to Array Hydrograph type = Diversion2 Peak discharge = 34.20 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 52,513 cuft Inflow hydrograph = 9 - Route STMH#7 2nd diverted hyd. = 10 Diversion method = Pond - STMH#7 Pond structure = Culv/Orf A 107 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) High flow to Array Hyd. No. 11 -- 100 Year Hyd No. 11 -- Qin - Pond outlet Hyd No. 9 -- Inflow Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 12 Flow to Array #1 Hydrograph type = Combine Peak discharge = 49.56 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 182,192 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.000 ac 108 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Flow to Array #1 Hyd. No. 12 -- 100 Year Hyd No. 12 Hyd No. 10 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 13 Route Array #1 Hydrograph type = Reservoir Peak discharge = 0.015 cfs Storm frequency = 100 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 2 cuft Inflow hyd. No. = 12 - Flow to Array #1 Max. Elevation = 323.55 ft Reservoir name = Infiltration Array #1 Max. Storage = 24,836 cuft Storage Indication method used. Exfiltration extracted from Outflow. 109 0 120 240 360 480 600 720 840 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Route Array #1 Hyd. No. 13 -- 100 Year Hyd No. 13 Hyd No. 12 Total storage used = 24,836 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 14 Route Basin #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - Post Area #3A Max. Elevation = 322.55 ft Reservoir name = Basin #1 Max. Storage = 9,044 cuft Storage Indication method used. Exfiltration extracted from Outflow. 110 0 120 240 360 480 600 720 840 960 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Route Basin #1 Hyd. No. 14 -- 100 Year Hyd No. 14 Hyd No. 8 Total storage used = 9,044 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Hyd. No. 15 Route Wet Swale #1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = 696 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 5 - Post Area #1A Max. Elevation = 321.36 ft Reservoir name = Wet Swale #1 Max. Storage = 2,562 cuft Storage Indication method used. Exfiltration extracted from Outflow. 111 0 120 240 360 480 600 720 840 960 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Route Wet Swale #1 Hyd. No. 15 -- 100 Year Hyd No. 15 Hyd No. 5 Total storage used = 2,562 cuft Hydraflow Rainfall Report 112 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 04 / 1 / 2025 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: I:\Engineering Projects\Prime Companies\2022\2022-02-Saratoga Station\03-Admin\Reports\Storm Report\Exhibit C-Hydrographs\saratoga.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.23 2.61 0.00 1.20 3.71 4.54 5.30 6.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Stormwater Management Report April 2025 Page 37 Exhibit D – Drainage Calculations .1 Pipe Capacities and Expected Flows PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: CB#63 CB#64 CB#65 CB#66 FI#11 Expected flow calculations in Pipe Runs Q=Drainage area to CB x 10 year peak dischargeTotal Area of Watershed (Post Development Area #1A) CB#62 2653 1.71% 0.16 CB#61 0.36% CB#60 1062 0.69% 0.06 CB#59 2506 1.62% 0.15 CB#58 839 0.54% 0.05 CB#57 8969 5.80% 0.53 CB#56 11845 7.66% 0.70 CB#55 5348 3.46% 0.32 CB#54 10878 7.03% 0.64 CB#53 4038 2.61% 0.24 CB#52 7576 4.90% 0.45 CB#51 2432 1.57% 0.14 FES #10 11544 7.46% 0.68 0.80 CB#49 10680 6.90% 0.63 CB#48 21305 13.77% 1.26 POST DEVELOPMENT AREA #1A CB#2 10385 33.80% 0.59 Drainage Structure Drainage Area (sf) To CB Percentage of Watershed Expected 10-year Peak Flow (cfs) to CB/FI Flow to Catch Basins POST DEVELOPMENT AREA #3A 2022-02 1 1 JWE 5/15/2024 Station Park CB#1 16240 52.86% 0.92 CB#50 13523 8.74% 1526 0.99% 0.09 550 12050 7.79% 0.71 3788 2.45% 0.22 2156 86.66% 1.51 0.03 2481 1.60% 0.15 1.39% 0.13 Total Area=137749 89.04% 8.16 Total Area=26625 7/15/2024 Pipes mann2.xls Post #1a and #3A PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: CB#24 CB#25 CB#26 CB#27 CB#28 CB#29 CB#30 CB#31 CB#32 CB#33 CB#34 CB#35 CB#36 CB#37 CB#38 FES#4 Expected flow calculations in Pipe Runs Q= 2022-02 1 1 JWE 5/15/2024 Station Park Flow to Catch Basins Drainage Structure Drainage Area (sf) To CB Percentage of Watershed Expected 10- year Peak Flow (cfs) to CB/FI/CO Expected 10-year Peak Flow (cfs) to CB/FI/CO Drainage Structure 23468 4.18% 0.95 CB#4 14170 2.52% 0.58 0.61 CB#5 6513 1.16% 0.26 0.30CB#41 7283 1.30% CB#8 0.4410940 1.95% CB#10 9544 1.70% 0.39 CB#9 22352 3.98% 0.91 0.22 CB#11 3592 0.64% 0.15 0.82CB#47 20118 CB#12 15300 2.72% 0.62 0.45 0.45 CB#14 2756 0.49% 0.11 CB#13 5581 0.99% 0.23 0.07 CB#15 5941 1.06% 0.24 0.45CO#3 11000 CB#16 4747 0.84% 0.19 0.45 0.45 CB#18 1370 0.24% 0.06 CB#17 1054 0.19% 0.04 0.45 CB#19 1501 0.27% 0.06 0.01 FI#3 11000 CB#20 4703 0.84% 0.19 0.45 0.45 CB#22 10425 1.86% 0.42 CB#21 6584 1.17% 0.27 0.45 CB#23 5085 0.91% 0.21 0.45CO#19 11000 7617 1.36% 0.31 10130 1.80% 0.41 13417 2.39% 0.54 8973 1.60% 0.36 Total Area=325532 11581 59231 10.54% 2.40 6698 1.19% 0.27 Drainage area to CB x 10 year peak dischargeTotal Area of Watershed (Post Development Area #2) CB#6 1202 0.21% 0.05 9025 1.61% 0.37 CB#44 0.13 CB#7 1930 0.34% 0.08 2.11 CB#42 3241 2.44% 2.06% 0.47 20063 3.57% 0.81 0.5613683 2908 0.52% 0.12 3827 0.68% 0.16 5450 0.97% 0.22 5111 0.91% 0.21 Drainage Area (sf) To CB Percentage of Watershed CB#39 CB#40 15150 2.70% POST DEVELOPMENT AREA #2 CB#3 0.58% CB#43 52054 9.26% CB#46 5327 0.95% 3.58% CB#45 CO#1 11000 1.96% CO#2 11000 1.96% FI#1 1762 0.31% 1.96% CO#4 11000 1.96% CO#6 11000 1.96% 1.96% FI#5 300 0.05% CO#13 11000 1.96% CO#14 11000 1.96% CO#18 11000 1.96% 1.96% 11000 1.96% 0.45 FI#6 237175Sub Total= Total Area=562707 100.2% 7/15/2024 Pipes mann2.xls Post #2 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Mar 27 2025 P1 24-inch culvert (net 18-inch opening) Invert Elev Dn (ft) = 319.20 Pipe Length (ft) = 104.00 Slope (%) = 0.53 Invert Elev Up (ft) = 319.75 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 323.00 Top Width (ft) = 50.00 Crest Width (ft) = 10.00 Calculations Qmin (cfs) = 5.50 Qmax (cfs) = 10.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 5.50 Qpipe (cfs) = 5.50 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.62 Veloc Up (ft/s) = 4.92 HGL Dn (ft) = 320.40 HGL Up (ft) = 320.66 Hw Elev (ft) = 321.12 Hw/D (ft) = 0.92 Flow Regime = Inlet Control Stormwater Management Report April 2025 Page 38 Exhibit E – Maps .1 Project Location Map .2 Soil Map (Figure 1) .3 Pre-Development Watersheds (Figure 2) .4 Post Development Watersheds (Figure 3) .5 Catch Basin Sub-Watershed Areas (Figure 4) ST A T I O N L A N E NY S R O U T E 2 9 X X WnC HYDROLOGIC GROUP "A" WnB HYDROLOGIC GROUP "A" Sa HYDROLOGIC GROUP "A" DeA HYDROLOGIC GROUP "A" Wa HYDROLOGIC GROUP "A" THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. SEAL DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER: CHIEF DESIGNER: BY DESIGNED BY: DRAWN BY: DATE: PROJ. No.: SCALE: Fi l e N a m e : C : \ U s e r s \ j e a s t o n \ O n e D r i v e - P r i m e C o m p a n i e s \ j e a s t o n \ E n g i n e e r i n g P r o j e c t s \ P r i m e C o m p a n i e s \ 2 0 2 2 \ 2 0 2 2 - 0 2 - S a r a t o g a S t a t i o n \ 0 4 - C a d F i l e \ S t o r m w a t e r . d w g ( L a y o u t : S O I L ) Da t e : T u e , A p r 0 1 , 2 0 2 5 - 1 1 : 3 1 A M ( N a m e : J a m i e E a s t o n ) 1"=60' 2022-02 JULY 2024 CITY OF SARATOGA SPRINGS NEW YORK SOILS MAP Fig-1JWE JWE JWE JWE EP LAND SERVICES LLC 621 COLUMBIA STREET- COHOES, NY 12047 PHONE: 518-785-9000 TAX PARCELS 165-2-70, 165-2-18, & 165-2-19 NYS ROUTE 29 (WASHINGTON AVE) PRIME COMPANIES- STATION PARK 030'60'60' ST A T I O N L A N E NY S R O U T E 2 9 X X 1 5 0 ' S H E E T F L O W 1 1 9 ' S C F 10 2 ' C H A N N E L FL O W 15 0 ' S H E E T FL O W 4 5 2 ' S C F 1 5 0 ' S H E E T F L O W 45 5 ' S C F SEAL DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER: CHIEF DESIGNER: BY DESIGNED BY: DRAWN BY: DATE: PROJ. No.: SCALE: Fi l e N a m e : C : \ U s e r s \ j e a s t o n \ O n e D r i v e - P r i m e C o m p a n i e s \ j e a s t o n \ E n g i n e e r i n g P r o j e c t s \ P r i m e C o m p a n i e s \ 2 0 2 2 \ 2 0 2 2 - 0 2 - S a r a t o g a S t a t i o n \ 0 4 - C a d F i l e \ S t o r m w a t e r . d w g ( L a y o u t : P R E ) Da t e : T u e , A p r 0 1 , 2 0 2 5 - 1 1 : 2 7 A M ( N a m e : J a m i e E a s t o n ) 1"=60' 2022-02 JULY 2024 CITY OF SARATOGA SPRINGS NEW YORK PRE-DEVELOPMENT WATERSHEDS Fig-2JWE JWE JWE JWE EP LAND SERVICES LLC 621 COLUMBIA STREET- COHOES, NY 12047 PHONE: 518-785-9000 030'60'60' TAX PARCELS 165-2-70, 165-2-18, & 165-2-19 NYS ROUTE 29 (WASHINGTON AVE) PRIME COMPANIES- STATION PARKTHE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. DISCHARGE POINT #1 DISCHARGE POINT #2 DISCHARGE POINT #3 PRE DEVELOPMENT AREA #1 PRE DEVELOPMENT AREA #3 PRE DEVELOPMENT AREA #2 ST A T I O N L A N E NY S R O U T E 2 9 X X ■■■ ■ ST ST ST ST ST ST ST ST ST ■ ■ ■■■ HOTEL 4 STORIES 110 ROOMS WITH 17 COVERED PARKING STALLSRO W H O U S E # 7 RO W H O U S E # 8 RO W H O U S E # 9 RO W H O U S E # 1 0 RO W H O U S E # 1 1 RO W H O U S E # 1 2 RO W H O U S E # 1 3 RO W H O U S E # 1 4 RO W H O U S E # 1 5 RO W H O U S E # 1 6 RO W H O U S E # 1 7 RO W H O U S E # 1 8 RO W H O U S E # 4 1 RO W H O U S E # 4 2 RO W H O U S E # 4 3 RO W H O U S E # 4 4 RO W H O U S E # 4 5 RO W H O U S E # 4 6 RO W H O U S E # 3 5 RO W H O U S E # 3 6 RO W H O U S E # 3 7 RO W H O U S E # 3 8 RO W H O U S E # 3 9 RO W H O U S E # 4 0 RO W H O U S E # 3 1 RO W H O U S E # 3 2 RO W H O U S E # 3 3 RO W H O U S E # 3 4 ST ST ST ST ST ST ST ST STSTSTSTST RO W H O U S E # 1 RO W H O U S E # 2 RO W H O U S E # 3 RO W H O U S E # 4 RO W H O U S E # 5 RO W H O U S E # 6 RO W H O U S E # 1 9 RO W H O U S E # 2 0 RO W H O U S E # 2 1 RO W H O U S E # 2 2 RO W H O U S E # 2 3 RO W H O U S E # 2 4 BLDG #1 MULTIFAMILY 4 STORIES 184 UNITS 162 UNDERGROUND PARKING STALLS BLDG #2 MULTIFAMILY 4 STORIES 160 UNITS 165 UNDERGROUND PARKING STALLS 2 S T O R Y M A I N T E N A N C E B L D G . 10 0 ' x 2 0 ' STATION PARK AVE STATION PARK AVE RAILROAD AVE (PRIVATE ROAD) ■ ■ ■ ■ ■ ■ ■ ■ ST ST ST ST ST S T ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STST ST STST ST ST S T ST ■ ■ ■ ■ ■ ■ ■ ■■■■■■■■■■■■■ ■ ■■■■ MAINT. BLDG./ COVERED PATIO 67'x32' ST ST ■ ■■■■■■ ■ ■ ■ ■ ■■■■■ ■ ■ ■■■ ■ ■ RO W H O U S E # 2 5 RO W H O U S E # 2 6 RO W H O U S E # 2 7 RO W H O U S E # 2 8 RO W H O U S E # 2 9 RO W H O U S E # 3 0 ■■ ■■■■ ST ST ST ST ST ST ST ST ST ST STSTSTSTSTSTST ST ST ST ST ST ST ST ST ST ST S T ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ST ST ■■■■ ■ 150' SH E E T FLOW 10 2 ' C H A N N E L FL O W 30' S C F 266' SCF100' SHEET FLOW 15 0 ' S H E E T FL O W 40 0 ' C H A N N E L FL O W 25 5 ' S C F SEAL DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER: CHIEF DESIGNER: BY DESIGNED BY: DRAWN BY: DATE: PROJ. No.: SCALE: Fi l e N a m e : C : \ U s e r s \ j e a s t o n \ O n e D r i v e - P r i m e C o m p a n i e s \ j e a s t o n \ E n g i n e e r i n g P r o j e c t s \ P r i m e C o m p a n i e s \ 2 0 2 2 \ 2 0 2 2 - 0 2 - S a r a t o g a S t a t i o n \ 0 4 - C a d F i l e \ S t o r m w a t e r . d w g ( L a y o u t : P O S T ) Da t e : T u e , A p r 0 1 , 2 0 2 5 - 1 1 : 2 3 A M ( N a m e : J a m i e E a s t o n ) 1"=60' 2022-02 JULY 2024 CITY OF SARATOGA SPRINGS NEW YORK POST DEVELOPMENT WATERSHEDS Fig-3JWE JWE JWE JWE EP LAND SERVICES LLC 621 COLUMBIA STREET- COHOES, NY 12047 PHONE: 518-785-9000 030'60'60' TAX PARCELS 165-2-70, 165-2-18, & 165-2-19 NYS ROUTE 29 (WASHINGTON AVE) PRIME COMPANIES- STATION PARKTHE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. DISCHARGE POINT #1 DISCHARGE POINT #3 POST DEVELOPMENT AREA #1 POST DEVELOPMENT AREA #3 POST DEVELOPMENT AREA #2 POST DEVELOPMENT AREA #3A POST DEVELOPMENT AREA #1A POST DEVELOPMENT AREA #3 ST A T I O N L A N E NY S R O U T E 2 9 ■■■ ■ ST ST ST ST ST ST ST ST ST ■ ■ ■■■ HOTEL 4 STORIES 110 ROOMS WITH 17 COVERED PARKING STALLSRO W H O U S E # 7 RO W H O U S E # 8 RO W H O U S E # 9 RO W H O U S E # 1 0 RO W H O U S E # 1 1 RO W H O U S E # 1 2 RO W H O U S E # 1 3 RO W H O U S E # 1 4 RO W H O U S E # 1 5 RO W H O U S E # 1 6 RO W H O U S E # 1 7 RO W H O U S E # 1 8 RO W H O U S E # 4 1 RO W H O U S E # 4 2 RO W H O U S E # 4 3 RO W H O U S E # 4 4 RO W H O U S E # 4 5 RO W H O U S E # 4 6 RO W H O U S E # 3 5 RO W H O U S E # 3 6 RO W H O U S E # 3 7 RO W H O U S E # 3 8 RO W H O U S E # 3 9 RO W H O U S E # 4 0 RO W H O U S E # 3 1 RO W H O U S E # 3 2 RO W H O U S E # 3 3 RO W H O U S E # 3 4 ST ST ST ST ST ST ST ST STSTSTSTST RO W H O U S E # 1 RO W H O U S E # 2 RO W H O U S E # 3 RO W H O U S E # 4 RO W H O U S E # 5 RO W H O U S E # 6 RO W H O U S E # 1 9 RO W H O U S E # 2 0 RO W H O U S E # 2 1 RO W H O U S E # 2 2 RO W H O U S E # 2 3 RO W H O U S E # 2 4 BLDG #1 MULTIFAMILY 4 STORIES 184 UNITS 162 UNDERGROUND PARKING STALLS BLDG #2 MULTIFAMILY 4 STORIES 160 UNITS 165 UNDERGROUND PARKING STALLS 2 S T O R Y M A I N T E N A N C E B L D G . 10 0 ' x 2 0 ' STATION PARK AVE STATION PARK AVE RAILROAD AVE (PRIVATE ROAD) ■ ■ ■ ■ ■ ■ ■ ■ ST ST ST ST ST S T ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STST ST STST ST ST S T ST ■ ■ ■ ■ ■ ■ ■ ■■■■■■■■■■■■■ ■ ■■■■ MAINT. BLDG./ COVERED PATIO 67'x32' ST ST ■ ■■■■■■ ■ ■ ■ ■ ■■■■■ ■ ■ ■■■ ■ ■ RO W H O U S E # 2 5 RO W H O U S E # 2 6 RO W H O U S E # 2 7 RO W H O U S E # 2 8 RO W H O U S E # 2 9 RO W H O U S E # 3 0 ■■ ■■■■ ST ST ST ST ST ST ST ST ST ST STSTSTSTSTSTST ST ST ST ST ST ST ST ST ST ST S T ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ST ST ■■■■ ■ SEAL DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER: CHIEF DESIGNER: BY DESIGNED BY: DRAWN BY: DATE: PROJ. No.: SCALE: Fi l e N a m e : C : \ U s e r s \ j e a s t o n \ O n e D r i v e - P r i m e C o m p a n i e s \ j e a s t o n \ E n g i n e e r i n g P r o j e c t s \ P r i m e C o m p a n i e s \ 2 0 2 2 \ 2 0 2 2 - 0 2 - S a r a t o g a S t a t i o n \ 0 4 - C a d F i l e \ S t o r m w a t e r . d w g ( L a y o u t : c b ) Da t e : T u e , A p r 0 1 , 2 0 2 5 - 1 1 : 1 7 A M ( N a m e : J a m i e E a s t o n ) 1"=60' 2022-02 JULY 2024 CITY OF SARATOGA SPRINGS NEW YORK CATCH BASIN WATERSHED AREAS Fig-4JWE JWE JWE JWE EP LAND SERVICES LLC 621 COLUMBIA STREET- COHOES, NY 12047 PHONE: 518-785-9000 030'60'60' TAX PARCELS 165-2-70, 165-2-18, & 165-2-19 NYS ROUTE 29 (WASHINGTON AVE) PRIME COMPANIES- STATION PARKTHE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. CB#2 CB#1 CB#12 CB#10 CB #11 CB #13 CB #15 CB #14 CB#31 CB#30 CB #32 CB #33 CB #35 CB #34 CB #38 CB#36 CB #40 CB #41 CB #42 CB #43 CB #44 CB#26 CB#25CB#29 CB#27 CB#28 CB#9 CB#21 CB#20 CB#24 CB#23 CB#57 CB#56 CB#55 CB#54 CB#50 CB#49 CB#48 CB#47 CB#46 CB#64 CB#65 CB#66 CB#53 CB#52 CB #51 CB #63 CB #62 CB #60 CB #59 CB #58 CB #4 CB #3 CB #5 CB #6 CB #7 CB #14CB #16 CB #17 CB #18 CB #19 CB#22 FES#10 Stormwater Management Report April 2025 Page 39 Exhibit F – Stormwater Pollution Prevention Plan (SWPPP) .1 Notice of Intent (NOI) .2 MS4 form .3 General Permit .4 Construction Site Log Book .5 SHPO Correspondence and NYSDEC Correspondence NOI for coverage under Stormwater General Permit for Construction Activity version 1.39 (Submission #: HQ4-9E7H-JZP94, version 1) Details Originally Started By James W Easton Alternate Identifier Station Park Subdivision Submission ID HQ4-9E7H-JZP94 Submission Reason New Status Draft Form Input Owner/Operator Information Owner/Operator Name (Company/Private Owner/Municipality/Agency/Institution, etc.) Prime Companies Owner/Operator Contact Person Last Name (NOT CONSULTANT) Curley Owner/Operator Contact Person First Name Todd Owner/Operator Mailing Address 621 Columbia Street City Cohoes State New York Zip 12047 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 1/15 Phone 5187859000 Email tcurley@cbcprime.net Federal Tax ID NONE PROVIDED 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 Station Park Subdivision Street Address (Not P.O. Box) NYS Route 29 North 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. Side of Street State DEC Region 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 2/15 SARATOGA Name of Nearest Cross Street West Ave Distance to Nearest Cross Street (Feet) 500 West Tax Map Numbers Section-Block-Parcel 165-2 Tax Map Numbers 70, 19 and 18 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 43.08054378663863,-73.80968898277773 Project Details New Construction 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. County Project In Relation to Cross Street 2. What is the nature of this project? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 3/15 Forest Multifamily Residential 3a. If Single Family Subdivision was selected in question 3, enter the number of subdivision lots. 13 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) 17.6 Total Area to be Disturbed (acres) 16.8 Existing Impervious Area to be Disturbed (acres) 0.1 Future Impervious Area Within Disturbed Area (acres) 11.4 No 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 100 B (%) 0 C (%) 0 D (%) 0 Yes 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? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 4/15 8. Enter the planned start and end dates of the disturbance activities. Start Date 10/31/2025 End Date 10/31/2030 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Geyser Brook 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.” Stream/Creek Off Site Other Waterbody Type Off Site Description NONE PROVIDED NONE PROVIDED 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. 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? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 5/15 No If Yes, what is the acreage to be disturbed? NONE PROVIDED No Yes 16. What is the name of the municipality/entity that owns the separate storm sewer system? City of Saratoga Springs No No No No 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. 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.) 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)? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 6/15 Yes Professional Engineer (P.E.) SWPPP Preparer EP Land Services LLC Contact Name (Last, First) James w Easton Mailing Address 621 Columbia Street City Cohoes State New York Zip 12047 Phone 5187859000 Email jeaston@theprimecompanies.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 NONE PROVIDED Comment NONE PROVIDED Erosion & Sediment Control Criteria 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: 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 7/15 Yes 26. Select all of the erosion and sediment control practices that will be employed on the project site: Check Dams Dust Control Silt Fence Stabilized Construction Entrance Storm Drain Inlet Protection None Mulching Protecting Vegetation Seeding Topsoiling Land Grading Retaining Wall Rock Outlet Protection Other NONE PROVIDED Post-Construction Criteria * IMPORTANT: Completion of Questions 27-39 is not required if response to Question 22 is No. Building Footprint Reduction Preservation of Undisturbed Area 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) 1.174 29. Post-construction SMP Identification 25. Has a construction sequence schedule for the planned management practices been prepared? 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). 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 8/15 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) 1.131 No 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) 0.634 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. 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28)? 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 9/15 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) 0.043 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). 1.174 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) 0.0 CPv Provided (acre-feet) 0.0 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) 0.00 Post-Development (CFS) 0.00 Total Extreme Flood Control Criteria (Qf) Pre-Development (CFS) 0.65 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: 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 10/15 Post-Development (CFS) 0.44 NONE PROVIDED Yes If Yes, Identify the entity responsible for the long term Operation and Maintenance Prime Companies 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) 0 Total Contributing Impervious Acres for Conservation of Natural Area (RR-1) 0 Total Contributing Acres for Sheetflow to Riparian Buffers/Filter Strips (RR-2) 0 Total Contributing Impervious Acres for Sheetflow to Riparian Buffers/Filter Strips (RR- 2) 0 Total Contributing Acres for Tree Planting/Tree Pit (RR-3) 0 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? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 11/15 Total Contributing Impervious Acres for Tree Planting/Tree Pit (RR-3) 0 Total Contributing Acres for Disconnection of Rooftop Runoff (RR-4) 0 RR Techniques (Volume Reduction) Total Contributing Impervious Acres for Disconnection of Rooftop Runoff (RR-4) 0 Total Contributing Impervious Acres for Vegetated Swale (RR-5) 0 Total Contributing Impervious Acres for Rain Garden (RR-6) 0 Total Contributing Impervious Acres for Stormwater Planter (RR-7) 0 Total Contributing Impervious Acres for Rain Barrel/Cistern (RR-8) 0 Total Contributing Impervious Acres for Porous Pavement (RR-9) 0 Total Contributing Impervious Acres for Green Roof (RR-10) 0 Standard SMPs with RRv Capacity Total Contributing Impervious Acres for Infiltration Trench (I-1) 0 Total Contributing Impervious Acres for Infiltration Basin (I-2) 2.25 Total Contributing Impervious Acres for Dry Well (I-3) 0 Total Contributing Impervious Acres for Underground Infiltration System (I-4) 9.95 Total Contributing Impervious Acres for Bioretention (F-5) 0 Total Contributing Impervious Acres for Dry Swale (O-1) 0 Standard SMPs 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 12/15 Total Contributing Impervious Acres for Micropool Extended Detention (P-1) 0 Total Contributing Impervious Acres for Wet Pond (P-2) 0 Total Contributing Impervious Acres for Wet Extended Detention (P-3) 0 Total Contributing Impervious Acres for Multiple Pond System (P-4) 0 Total Contributing Impervious Acres for Pocket Pond (P-5) 0 Total Contributing Impervious Acres for Surface Sand Filter (F-1) 0 Total Contributing Impervious Acres for Underground Sand Filter (F-2) 0 Total Contributing Impervious Acres for Perimeter Sand Filter (F-3) 0 Total Contributing Impervious Acres for Organic Filter (F-4) 0 Total Contributing Impervious Acres for Shallow Wetland (W-1) 0 Total Contributing Impervious Acres for Extended Detention Wetland (W-2) 0 Total Contributing Impervious Acres for Pond/Wetland System (W-3) 0 Total Contributing Impervious Acres for Pocket Wetland (W-4) 0 Total Contributing Impervious Acres for Wet Swale (O-2) 0.71 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 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 13/15 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 Yes If "Yes," then indicate Size of Impact, in acres, to the nearest tenth 0.03 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 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? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 14/15 Yes - Please attach the MS4 Acceptance form below If No, skip question 44 Yes 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 43. Is this project subject to the requirements of a regulated, traditional land use control MS4? 44. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? 7/15/24, 1:21 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/033b959c-5cf5-4847-8b0a-fb0cb2def004/11 15/15 MS4 SWPPP Acceptance Form for construction activities seeking authorization under the SPDES Construction General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC via nForm.) 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 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. 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 section II. of this form has been reviewed and meets the substantive requirements in the SPDES Construction General Permit (CGP) for Stormwater Discharges from Construction Activity, GP-0-25-001. Note: The MS4 Operator, 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 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. (NYS DEC -MS4 SWPPP Acceptance Form -January 2025) Page 2 of 2 PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (NPDES) permit or by a state permit program. New York State administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements ...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal ..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001 .................... 18 G. Change of Owner or Operator .......................................................................... 19 Part II.Water Quality-Based Effluent Limitations ..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP)......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements ................................................... 38 Part V. How to Terminate CGP Coverage .................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting .................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information .............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information ............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53 N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability ............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms ............................................................................... 54 APPENDIX A – Abbreviations and Definitions .......................................................... 55 Abbreviations ............................................................................................................. 55 Definitions .................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices ..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form ........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form .................................................................. 89 APPENDIX J – Owner/Operator Certification Form .................................................. 91 Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC. 5 Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological buffer area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant: i. 1-5 acres of disturbance -20 feet; or ii. 5-20 acres of disturbance -50 feet; or 6 Part I.A.4.a.iii. iii. 20+ acres of disturbance -100 feet. b. NYSDEC consultation form sent to OPRHP,1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or ii. documentation from OPRHP that the construction activity will result in No Impact; or iii. documentation from OPRHP providing a determination of No Adverse Impact; or iv. a Letter of Resolution signed by the owner or operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the 1 The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed. 7 Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope. 8 Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges listed in 6 NYCRR 750-1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations 9 Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of non- stormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10 Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11 Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12 Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form.2 b. The owner or operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date. 2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 13 Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14 Part I.E.3.g. g. the eNOI; and h. the LOA; and i. the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable). 4. The owner or operator must maintain at the construction site, until Part I.E.2.a. and b. have been met, as of the date the documents become final or are received, a copy of the: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15 Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16 Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 8. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE).3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10.The eNOI, SWPPP, LOA, updated LOAs (when applicable), and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 3 The Regional Water Manager where a DEC Region does not have a RWE. 17 Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25- 001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form,4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP- 0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires. 4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 18 Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19 Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of the following water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this permit, it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20 Part II.B. degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements -The owner or operator must select, design, install, implement, and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21 Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and viii. Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and ix. Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Select, design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and ii. Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation 22 Part II.B.1.d.ii. and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use); and iii. Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Surface Outlets. When discharging from basins and impoundments, the surface outlets must be designed, constructed, and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-Construction Stormwater Management Practice (SMP) Requirements 1. The owner or operator of a construction activity that requires post- construction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity, that requires SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23 Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. 24 Part II.C.2.a.iii. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24-hour design storm over the post-developed watershed and must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include 25 Part II.C.2.b.i.2. documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26 Part II.C.2.b.iv. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 1. Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or 27 Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project. Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28 Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i) increasing temperature; and (ii) increasing precipitation; and (iii) increasing variability in precipitation, including chance of drought; and (iv) increasing frequency and severity of flooding; and (v) rising sea level; and (vi) increasing storm surge; and (vii) shifting ecology. ii. for each of the following: (i) overall site planning; and (ii) location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s). 3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29 Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification must be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. 7. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion and sediment control practices included in the SWPPP and the 30 Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator must attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities. 31 Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component -The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, 32 Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any 33 Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; and x. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met: 34 Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and 35 Part III.B.2.e.iii. iii. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; and (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre-and post-development runoff rates and volumes for the different storm events; and (iv) Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and (v) Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the DM. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the DM. iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36 Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards -The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type Owners or operators of construction activities, identified in Table 1 of Appendix B, are required to prepare a SWPPP that only includes erosion and sediment control practices designed in accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). Part IV. Inspection and Maintenance Requirements A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures), and all SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37 Part IV.B.1. implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: a. the construction of a single-family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than or equal to five (5) acres and is 38 Part IV.C.1.a. not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and c. construction on agricultural property that involves soil disturbances of one (1)or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39 Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site. 40 Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and e. A description of the condition of the runoff at all points of discharge from the construction site. This must include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; and f. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; and i. Description and sketch (map) of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; and j. Estimates, in square feet or acres, of the following areas: 41 Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and l. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the SMP(s); and m. Identification and status of all corrective actions that were required by previous inspection; and n. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector must also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector must attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design: 42 Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43 Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44 Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-of- way(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record; or d. for SMP(s) that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility, the owner or operator has policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form.5 a. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 45 Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E. Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46 Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements Any person who knowingly makes any false material statement, representation, or certification in any application, record, report, or other document filed or required to be maintained under this permit, including monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47 Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48 Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE,6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective. 6 The Regional Water Manager where a DEC Region does not have a RWE. 49 Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy-or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Note: NYSDEC does not require specific assignments or delegations of authority to responsible corporate officers identified in 40 CFR §122.22(a)(1)(i). NYSDEC will presume that these responsible corporate officers have the requisite authority to sign the Notice of Intent or Notice of Termination unless the corporation has notified NYSDEC to the contrary. Corporate procedures governing authority to sign a Notice of Intent or Notice of Termination may provide for assignment or delegation to applicable corporate positions under 40 CFR §122.22(a)(1)(ii) rather than to specific individuals. b. For a partnership or sole proprietorship. By a general partner or the proprietor, respectively. 50 Part VII.J.1.c. c. For a municipality, State, Federal, or other public agency. By either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: 1. the chief executive officer of the agency; or 2. a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and c. The written authorization is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who 51 Part VII.J.4. manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52       Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey any property rights in either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53 Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms. 54 Appendix A APPENDIX A – Abbreviations and Definitions Abbreviations APO – Agency Preservation Officer BB – New York State Standards and Specifications for Erosion and Sediment Control (Blue Book), dated November 2016 BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control CPv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DM – New York State Stormwater Management Design Manual (Design Manual), dated July 31, 2024 DOW – Division of Water EAF – Environmental Assessment Form ECL – chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law EPA – U.S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System NYC – The City of New York NYCDEP – The City of New York Department of Environmental Protection NYSDEC – The New York State Department of Environmental Conservation OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RR – Runoff Reduction RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review Act SHPA – State Historic Preservation Act SMP – Post-Construction Stormwater Management Practice SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume 55 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre-to Post-Development Conditions – the post-development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “common plan” of development or sale is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56 Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to: Re-grading of gravel roads or parking lots; and Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch); and Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material; and Long-term use of equipment storage areas at or near highway maintenance facilities; and Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment; and Existing use of Canal Corp owned upland disposal sites for the canal, and Replacement of curbs, gutters, sidewalks and guide rail posts; and Maintenance of ski trails including brush hog use and mowing; and Above ground snowmaking pipe replacement; and Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57 Appendix A Dewatering – the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Directly Discharge(s)(ing) (to a specific surface waterbody) – runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s)(d) – any addition of any pollutant to waters of the State through an outlet or point source. Embankment – an earthen or rock slope that supports a road/highway. Equivalent (Equivalence) – the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization – all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. Historic Property – any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) – all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and compacted gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – not technologically possible, or not economically practicable and achievable considering best industry practices. Minimize(ing)(ation) – reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer System (MS4) -a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): 58 Appendix A 1. owned or operated by a State, city, town, village, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA, that discharges to surface waters of the State; and 2. designed or used for collecting or conveying stormwater; and 3. which is not a combined sewer system; and 4. which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. Nonpoint Source(s) – any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – the person, persons, or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit requirements. 59 Appendix A Performance Criteria – the six performance criteria for each group of SMPs in Chapters 5 and 6 of the technical standard, New York State Stormwater Management Design Manual (DM), dated July 31, 2024. These include feasibility, conveyance, pretreatment, treatment, landscaping, and maintenance. It does not include the Sizing Criteria (i.e. WQv, RRv, CPv, Qp and Qf) in Part I.C.2. of the permit. Phase – a defined area in which construction activities are occurring or will occur separate from other defined area(s). Point Source – any discernible, confined, and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant(s) – dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq. Qualified Inspector – a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other NYSDEC endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any SMPs that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. 60 Appendix A Qualified Professional – a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other NYSDEC endorsed individual(s). Individuals preparing SWPPPs that require the SMP component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Renewable Energy – electricity or thermal energy generated by renewable energy systems through use of the following technologies: solar thermal, photovoltaics, on land and offshore wind, hydroelectric, geothermal electric, geothermal ground source heat, tidal energy, wave energy, ocean thermal, and fuel cells which do not utilize a fossil fuel resource in the process of generating electricity. Site Limitations – site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – the criteria included in Part I.C.2 of the permit that are used to size SMPs. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). Steep Slope – land area designated on the current United States Department of Agriculture (USDA) Soil Survey as Soil Slope Phase D, (provided the map unit name or description is inclusive of slopes greater than 25%), or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Stormwater – that portion of precipitation that, once having fallen to the ground, is in excess of the evaporative or infiltrative capacity of soils, or the retentive capacity of surface features, which flows or will flow off the land by surface runoff to waters of the State. 61 Appendix A Streambank – the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes SMPs); and identifies procedures the owner or operator will implement to comply with the requirements of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State – shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization – exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Load (TMDL) – the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates Waste Load Allocations (WLA) for point source discharges, Load Allocations (LA) for nonpoint sources, and a margin of safety (MOS). Traditional Land Use Control MS4 Operator – a city, town, or village with land use control authority that is authorized to discharge under New York State DEC’s SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Trained Contractor – an employee from the contracting (construction) company, identified in Part III.A.7., that has received four (4) hours of NYSDEC endorsed training 62 Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.7., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 63 Appendix B APPENDIX B – Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single-family home not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D • Single-family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D • Construction of a barn or other agricultural building, silo, stock yard or pen. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that include construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: • All construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. Within the municipal boundaries of NYC: • Stand-alone road reconstruction, where the total soil disturbance from only that road construction, is less than one (1) acre of land. The following construction activities: • Installation of underground linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation, stormwater retrofits, stream restoration, and resiliency projects that reconstruct shoreline areas to address sea level rise • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails, walking/hiking trails, and mountain bi king trails, including a de minimis parking lot (maximum 10 spaces total, sized for passenger cars) with 35 feet minimum preservation of un disturbed area downgradient from the parking lot • Dam rehabilitation (the structure of the dam itself) • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are not part of residential, commercial, or institutional development; • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path, or walking path. 64 Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not alter hydrology from pre-to post-development conditions • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre-to post-development conditions • Demolition where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre-to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre-to post-development conditions. • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre-to post-development conditions, and are not listed in Table 2. 1.If the site is redeveloped in the future, a new eNOI must be submitted. 65 Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Single-family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D • Single-family home that disturbs five (5) or more acres of land • Single-family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D • Single-family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single-family residential subdivisions that involve soil disturbances of between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC with greater than 25% impervious cover at total site build-out • Single-family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single-family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a common plan of development or sale that will ultimately disturb five (5) or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre-to post-development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) that involves soil disturbance greater than five acres. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre-to post-development conditions. • Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills; including creation of landfills or capping landfills. • Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks • Golf courses • Office complexes 66 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Permanent laydown yards and equipment storage lots • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surfaces • Road construction or reconstruction, outside the municipal boundaries of NYC • Road construction within the municipal boundaries of NYC • Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land • Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre-to post-development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations, and well drilling pads, surfaced with impervious cover, and constructed as part of an overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction • Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM • Solar array field areas on slopes less than 8% that will alter the hydrology from pre-to post- development conditions • Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables • Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) • Utility pads surfaced with impervious cover, including electric vehicle charging stations • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre-to post-development conditions, and are not listed in Table 1 67 Appendix C APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs designed in conformance with the Enhanced Phosphorus Removal Standards included in the DM technical standard. • Entire New York City Watershed located east of the Hudson River – Figure 1 • Onondaga Lake Watershed – Figure 2 • Greenwood Lake Watershed – Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 68 Appendix C Figure 1 -New York City Watershed East of the Hudson 69 Appendix C Figure 2 -Onondaga Lake Watershed 70 Appendix C Figure 3 -Greenwood Lake Watershed 71 Appendix C Figure 4 -Oscawana Lake Watershed 72 Appendix C Figure 5 -Kinderhook Lake Watershed 73 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) List of waterbodies impaired by pollutants related to construction activity, including turbidity, silt/sediment, and nutrients (e.g. nitrogen, phosphorus). This list is a subset of “The Final New York State 2018 Section 303(d) List of Impaired Waters Requiring a TMDL” dated June 2020. County Waterbody Pollutant Albany Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Phosphorus Albany Lawsons Lake (1301-0235) Phosphorus Allegany Amity Lake, Saunders Pond (0403-0054) Phosphorus Allegany Andover Pond (0403-0056) Phosphorus Bronx Reservoir No.1/Lake Isle (1702-0075) Phosphorus Bronx Van Cortlandt Lake (1702-0008) Phosphorus Broome Blueberry, Laurel Lakes (1404-0033) Phosphorus Broome Fly Pond, Deer Lake (1404-0038) Phosphorus Broome Minor Tribs to Lower Susquehanna (0603-0044) Phosphorus Broome Whitney Point Lake/Reservoir (0602-0004) Phosphorus Cattaraugus Allegheny River/Reservoir (0201-0023) Phosphorus Cattaraugus Beaver Lake/Alma Pond (0201-0073) Phosphorus Cattaraugus Case Lake (0201-0020) Phosphorus Cattaraugus Linlyco/Club Pond (0201-0035) Phosphorus Cayuga Duck Lake (0704-0025) Phosphorus Cayuga Owasco Inlet, Upper, and tribs (0706-0014) Nutrients Chautauqua Chadakoin River and tribs (0202-0018) Phosphorus Chautauqua Hulburt/Clymer Pond (0202-0079) Phosphorus Chautauqua Middle Cassadaga Lake (0202-0002) Phosphorus Clinton Great Chazy River, Lower, Main Stem (1002-0001) Silt/Sediment Columbia Robinson Pond (1308-0003) Phosphorus Cortland Dean Pond (0602-0077) Phosphorus Dutchess Fallkill Creek (1301-0087) Phosphorus Dutchess Hillside Lake (1304-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Silt/Sediment Erie Beeman Creek and tribs (0102-0030) Phosphorus Erie Delaware Park Pond (0101-0026) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Silt/Sediment Erie Green Lake (0101-0038) Phosphorus Erie Little Sister Creek, Lower, and tribs (0104-0045) Phosphorus Erie Murder Creek, Lower, and tribs (0102-0031) Phosphorus Erie Rush Creek and tribs (0104-0018) Phosphorus Erie Scajaquada Creek, Lower, and tribs (0101-0023) Phosphorus Erie Scajaquada Creek, Middle, and tribs (0101-0033) Phosphorus Erie Scajaquada Creek, Upper, and tribs (0101-0034) Phosphorus Erie South Branch Smoke Cr, Lower, and tribs (0101-0036) Phosphorus Erie South Branch Smoke Cr, Lower, and tribs (0101-0036) Silt/Sediment Genesee Bigelow Creek and tribs (0402-0016) Phosphorus Genesee Black Creek, Middle, and minor tribs (0402 0028) Phosphorus Genesee Black Creek, Upper, and minor tribs (0402-0048) Phosphorus Genesee Bowen Brook and tribs (0102-0036) Phosphorus Genesee LeRoy Reservoir (0402-0003) Phosphorus Genesee Mill Pond (0402-0050) Phosphorus Genesee Oak Orchard Cr, Upper, and tribs (0301-0014) Phosphorus Genesee Oatka Creek, Middle, and minor tribs (0402-0031) Phosphorus Genessee Tonawanda Cr, Middle, Main Stem (0102-0002) Phosphorus Greene Schoharie Reservoir (1202-0012) Silt/Sediment Greene Sleepy Hollow Lake (1301-0059) Silt/Sediment Herkimer Steele Creek tribs (1201-0197) Phosphorus Herkimer Steele Creek tribs (1201-0197) Silt/Sediment Kings Hendrix Creek (1701-0006) 18 Nitrogen Kings Prospect Park Lake (1701-0196) Phosphorus Lewis Mill Creek/South Branch, and tribs (0801-0200) Nutrients Livingston Christie Creek and tribs (0402-0060) Phosphorus Livingston Conesus Lake (0402-0004) Phosphorus Livingston Mill Creek and minor tribs (0404-0011) Silt/Sediment Monroe Black Creek, Lower, and minor tribs (0402-0033) Phosphorus Monroe Buck Pond (0301-0017) Phosphorus Monroe Cranberry Pond (0301-0016) Phosphorus Monroe Durand, Eastman Lakes (0302-0037) Phosphorus Monroe Lake Ontario Shoreline, Western (0301-0069) 9 Phosphorus Monroe Long Pond (0301-0015) Phosphorus Monroe Mill Creek and tribs (0302-0025) Phosphorus 2 Monroe Mill Creek/Blue Pond Outlet and tribs (0402-0049) Phosphorus Monroe Minor Tribs to Irondequoit Bay (0302-0038) Phosphorus Monroe Rochester Embayment -East (0302-0002) [9] Phosphorus Monroe Rochester Embayment -West (0301-0068) 9 Phosphorus Monroe Shipbuilders Creek and tribs (0302-0026) Phosphorus 2 Monroe Thomas Creek/White Brook and tribs (0302-0023) Phosphorus 75 Nassau Bannister Creek/Bay (1701-0380) Nitrogen Nassau Beaver Lake (1702-0152) Phosphorus Nassau Browswere Bay (1701-0383) Nitrogen Nassau Camaans Pond (1701-0052) Phosphorus Nassau East Meadow Brook, Upper, and tribs (1701-0211) Silt/Sediment Nassau East Rockaway Channel (1701-0381) Nitrogen Nassau Glen Cove Creek, Lower, and tribs (1702-0146) Silt/Sediment Nassau Grant Park Pond (1701-0054) Phosphorus Nassau Hempstead Bay, Broad Channel (1701-0032) Nitrogen Nassau Hempstead Lake (1701-0015) Phosphorus Nassau Hewlett Bay (1701-0382) Nitrogen Nassau Hog Island Channel (1701-0220) Nitrogen Nassau Massapequa Creek, Upper, and tribs (1701-0174) Phosphorus Nassau Milburn/Parsonage Creeks, Upp, and tribs (1701- 0212) Phosphorus Nassau Reynolds Channel, East (1701-0215) [12] Nitrogen Nassau Reynolds Channel, West (1701-0216) 12 Nitrogen Nassau Tidal Tribs to Hempstead Bay (1701-0218) Nitrogen Nassau Tribs (fresh) to East Bay (1701-0204) Silt/Sediment Nassau Tribs (fresh) to East Bay (1701-0204) Phosphorus Nassau Tribs to Smith Pond/Halls Pond (1701-0221) Phosphorus Nassau Woodmere Channel (1701-0219) Nitrogen New York Harlem Meer (1702-0103) Phosphorus New York The Lake in Central Park (1702-0105) Phosphorus Niagara Bergholtz Creek and tribs (0101-0004) Phosphorus Niagara Hyde Park Lake (0101-0030) Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0053) 9 Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0072) 9 Phosphorus Oneida Ballou, Nail Creeks (1201-0203) Phosphorus Onondaga Ley Creek and tribs (0702-0001) 10 Nutrients (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nutrients (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nitrogen (NH3, NO2) Onondaga Onondaga Creek, Lower (0702-0023) 10 Nutrients (phosphorus) Onondaga Onondaga Creek, Lower, and tribs (0702-0023) Turbidity Onondaga Onondaga Creek, Middle, and tribs (0702-0004) Turbidity Onondaga Onondaga Creek, Upper, and tribs (0702-0024) Turbidity Ontario Great Brook and minor tribs (0704-0034) Phosphorus 2 Ontario Great Brook and minor tribs (0704-0034) Silt/Sediment 76 Ontario Hemlock Lake Outlet and minor tribs (0402-0013) Phosphorus Ontario Honeoye Lake (0402-0032) Phosphorus Orange Brown Pond Reservoir (1303-0013) Phosphorus Orange Lake Washington (1303-0012) Phosphorus Orange Minor Tribs to Middle Wallkill (1306-0061) Phosphorus Orange Monhagen Brook and tribs (1306-0074) Phosphorus Orange Orange Lake (1301-0008) [16] Phosphorus Orange Quaker Creek and tribs (1306-0025) Phosphorus Orange Wallkill River, Middle, Main Stem (1306-0038) Phosphorus Orange Wallkill River, Upper, and Minor tribs (1306-0017) Phosphorus Orleans Glenvwood Lake (0301-0041) Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0070) 9 Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0071) 9 Phosphorus Oswego Lake Neatahwanta (0701-0018) Nutrients (phosphorus) Oswego Pleasant Lake (0703-0047) Phosphorus Putnam Lost Lake, Putnam Lake (1302-0053) Phosphorus Putnam Minor Tribs to Croton Falls Reservoir (1302-0001) Phosphorus Queens Bergen Basin (1701-0009) 18 Nitrogen Queens Jamaica Bay, Eastern, and tribs, Queens (1701- 0005) 18 Nitrogen Queens Kissena Lake (1702-0258) Phosphorus Queens Meadow Lake (1702-0030) Phosphorus Queens Shellbank Basin (1701-0001) 18 Nitrogen Queens Willow Lake (1702-0031) Phosphorus Rensselaer Nassau Lake (1310-0001) Phosphorus Rensselaer Snyders Lake (1301-0043) Phosphorus Richmond Grassmere Lake/Bradys Pond (1701-0357) Phosphorus Rockland Congers Lake, Swartout Lake (1501-0019) Phosphorus Rockland Rockland Lake (1501-0021) Phosphorus Saratoga Ballston Lake (1101-0036) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Silt/Sediment Saratoga Lake Lonely (1101-0034) Phosphorus Saratoga Round Lake (1101-0060) Phosphorus Saratoga Tribs to Lake Lonely (1101-0001) Phosphorus Schenectady Collins Lake (1201-0077) Phosphorus Schenectady Duane Lake (1311-0006) Phosphorus Schenectady Lake Mariaville Lake (1201-0113) Phosphorus Schuyler Cayuta Lake (0603-0005) Phosphorus 77 Seneca Reeder Creek and tribs (0705-0074) Phosphorus St.Lawrence Black Lake Outlet, Black Lake (0906-0001) Phosphorus St.Lawrence Fish Creek and minor tribs (0906-0026) Phosphorus Steuben Smith Pond (0502-0012) Phosphorus Suffolk Agawam Lake (1701-0117) Phosphorus Suffolk Big/Little Fresh Ponds (1701-0125) Phosphorus Suffolk Canaan Lake (1701-0018) Phosphorus Suffolk Canaan Lake (1701-0018) Silt/Sediment Suffolk Fresh Pond (1701-0241) Phosphorus Suffolk Great South Bay, East (1701-0039) Nitrogen Suffolk Great South Bay, Middle (1701-0040) Nitrogen Suffolk Great South Bay, West (1701-0173) Nitrogen Suffolk Lake Ronkonkoma (1701-0020) Phosphorus Suffolk Mattituck/Marratooka Pond (1701-0129) Phosphorus Suffolk Mill and Seven Ponds (1701-0113) Phosphorus Suffolk Millers Pond (1702-0013) Phosphorus Suffolk Moriches Bay, East (1701-0305) Nitrogen Suffolk Moriches Bay, West (1701-0038) Nitrogen Suffolk Quantuck Bay (1701-0042) Nitrogen Suffolk Shinnecock Bay and Inlet (1701-0033) Nitrogen Suffolk Tidal Tribs to West Moriches Bay (1701-0312) Nitrogen Sullivan Bodine, Mongomery Lakes (1401-0091) Phosphorus Sullivan Davies Lake (1402-0047) Phosphorus Sullivan Evens Lake (1402-0004) Phosphorus Sullivan Pleasure Lake (1402-0055) Phosphorus Sullivan Swan Lake (1401-0063) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Silt/Sediment Ulster Ashokan Reservoir (1307-0004) Silt/Sediment Ulster Esopus Creek, Lower, Main Stem (1307-0010) [17] Turbidity Ulster Esopus Creek, Middle, Main Stem (1307-0003) 17 Turbidity Ulster Esopus Creek, Upper, and minor tribs (1307-0007)[3] Silt/Sediment Ulster Wallkill River, Lower, Main Stem (1306-0027) Phosphorus Warren Hague Brook and tribs (1006-0006) Silt/Sediment Warren Huddle/Finkle Brooks and tribs (1006-0003) Silt/Sediment Warren Indian Brook and tribs (1006-0002) Silt/Sediment Warren Lake George (1006-0016) and tribs Silt/Sediment Warren Tribs to Lake George, East Shore (1006-0020) Silt/Sediment Warren Tribs to Lake George, Lk.George Village (1006-0008) Silt/Sediment 78 Washington Wood Cr/Champlain Canal and tribs (1005-0036) Phosphorus Westchester Lake Katonah (1302-0136) Phosphorus Westchester Lake Lincolndale (1302-0089) Phosphorus Westchester Lake Meahagh (1301-0053) Phosphorus Westchester Lake Mohegan (1301-0149) Phosphorus Westchester Lake Shenorock (1302-0083) Phosphorus Westchester Mamaroneck River, Lower (1702-0071) Silt/Sediment Westchester Mamaroneck River, Upp, & minor tribs (1702-0123) Silt/Sediment Westchester Saw Mill River (1301-0007) Phosphorus Westchester Saw Mill River, Middle, and tribs (1301-0100) Phosphorus Westchester Sheldrake River (1702-0069) Phosphorus Westchester Sheldrake River (1702-0069) Silt/Sedimnt Westchester Silver Lake (1702-0040) Phosphorus Westchester Teatown Lake (1302-0150) Phosphorus Westchester Truesdale Lake (1302-0054) Phosphorus Westchester Wallace Pond (1301-0140) Phosphorus 79 APPENDIX E – List of NYSDEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 220 WHITE PLAINS ROAD, SUITE 110 TEL. (914) 428 -2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7438 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7165 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7070 80 4. CONSTRUCTION DURATION INSPECTIONS These Inspection Forms will be filled out during the entire construction phase of the project. _________________________________________ __________________________________ Inspector (print name) Date of Inspection __________________________________________ __________________________________ Qualified Professional (print name) Qualified Professional Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the forms is accurate and complete. Check one of the following: Weekly Inspection or, Rain Event Inspection (greater than 0.5 inches in 24 hour period) □ Weekly Inspection or, □ Rain Event Inspection (greater than 0.5 inches in 24 hrs) Date of Rain Event __________ Amount of Rain ____ in. On a plan/sketch below that represents the project area, or on an attached site map: 1.Indicate the extent of all disturbed site areas and drainage pathways; 2.Indicate site areas that are expected to undergo initial disturbance or significant site work within the next 14-day period; 3.Indicate all areas of the site that have undergone temporary or permanent stabilization; 4.Indicate all disturbed site areas that have not undergone active site work during the previous 14-day period; SITE PLAN/SKETCH Time on site __________ AM/PM Time off site __________ AM/PM Weather __________ Temp __________ °F Photos Taken _______ Comments: Contractor Signature __________________________________ Date _____________ General Housekeeping Y N NA [ ] [ ] [ ] Is there an increase in turbidity that will cause a substantial visible contrast to natural conditions? [ ] [ ] [ ] Is there residue from oil and floating substances, visible oil film, or globules or grease? [ ] [ ] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [ ] [ ] [ ] Is construction impacting the adjacent property? [ ] [ ] [ ] Is dust adequately controlled? Temporary Stream Crossing Y N NA [ ] [ ] [ ] Maximum diameter pipes necessary to span creek without dredging are installed. [ ] [ ] [ ] Installed non-woven geotextile fabric beneath approaches. [ ] [ ] [ ] 20 feet minimum approach length, minimum 6 inch depth of rock, 18 inch maximum fill depth over pipes. [ ] [ ] [ ] Installed diversion dike/swale through both approaches 50 feet (max) from top of bank. [ ] [ ] [ ] Fill composed of clean shot rock or KTC Class III channel lining. [ ] [ ] [ ] Rock clean enough to remove mud from vehicles & prevent sediment from entering stream during high flow. Excavation Dewatering Y N NA [ ] [ ] [ ] Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan. [ ] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool. [ ] [ ] [ ] Sediment laden water from work area is being discharged to a silt-trapping device. [ ] [ ] [ ] Constructed upstream berm with one-foot minimum freeboard. Vegetative Filter Strips Y N NA [ ] [ ] [ ] Vegetation is dense and there are no signs of erosion. [ ] [ ] [ ] Width of filter strip is per the approved plan. [ ] [ ] [ ] Ground slope of filter strip is between 1% and 5%. Level Spreader Y N NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Constructed on undisturbed soil, not on fill, receiving only clear, non-sediment laden flow. [ ] [ ] [ ] Flow sheets out of level spreader without erosion on downstream edge. Interceptor Dikes and Swales Y N NA [ ] [ ] [ ] Installed per plan with minimum side slopes 2H:1V or flatter. [ ] [ ] [ ] Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. [ ] [ ] [ ] Sediment-laden runoff directed to sediment trapping structure Sediment Control Y N NA [ ] [ ] [ ] Sediment control practices are located and installed correctly. [ ] [ ] [ ] BMPs are maintained per specifications [ ] [ ] [ ] Stockpiles are stabilized and contained. [ ] [ ] [ ] De-watering operations prevent direct discharges to sensitive features. [ ] [ ] [ ] Construction Schedule—Are clearing and grading operations divided into stages for large areas (i.e. greater than 2 acres), as opposed to mass grading? (NOTE: If staged, erosion control measures may also need to be staged.) Adverse Impacts or Off-Site Degradation Y N NA [ ] [ ] [ ] Work is within the limits of the approved plans, including clearing and blasting. [ ] [ ] [ ] Adverse impacts – ponds, streams, wetlands and sinkholes are free of sediment from site. [ ] [ ] [ ] Off-site degradation - sediment is kept out of roadways, adjacent property, storm sewers, or air (dust). Stabilized Construction Entrance Y N NA [ ] [ ] [ ] Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ] Installed per standards and specifications? [ ] [ ] [ ] Does all traffic use the stabilized entrance to enter and leave site? [ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance? Reinforced Silt Fence Y N NA [ ] [ ] [ ] Installed on Contour, 10 feet from toe of slope (not across conveyance channels). [ ] [ ] [ ] Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ] Installed steel posts, downstream side of flow, maximum 6 foot intervals with 6 x 6 inch 14 gage wire. [ ] [ ] [ ] Fabric buried 6 inches minimum. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. [ ] [ ] [ ] Sediment accumulation is ___% of design capacity. Stone Check Dam Y N NA [ ] [ ] [ ] Channel is without erosion (i.e., flow is not eroding soil underneath or around the structure). [ ] [ ] [ ] Check is in good condition (i.e., rocks have not been displaced and no permanent pools behind the structure). [ ] [ ] [ ] Sediment accumulation is ___% of design capacity. Block and Gravel Drop Inlet Protection Y N NA [ ] [ ] [ ] Installed concrete blocks lengthwise so open ends face outward, not upward. [ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks. [ ] [ ] [ ] Sediment accumulation ___% of design capacity. Filter Fabric (Drop) Inlet Protection Y N NA [ ] [ ] [ ] Installed 2-inch x 4-inch wood frame and wood posts, with maximum 3-foot spacing. [ ] [ ] [ ] Filter fabric buried a minimum of 8 inches and secured to frame/posts with staples at max 8-inch spacing. [ ] [ ] [ ] Posts 3-foot maximum spacing between posts. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. [ ] [ ] [ ] Sediment accumulation is ___% of design capacity. Excavated Drop Inlet Protection Y N NA [ ] [ ] [ ] Excavated depth is a minimum 1-foot, but no more that 2-feet maximum. [ ] [ ] [ ] Gravel supported by hardware cloth to allow drainage and restrict sediment movement. [ ] [ ] [ ] Excavated side slopes should be 2:1. Temporary Sediment Trap Y N NA [ ] [ ] [ ] Outlet structure is constructed per the approved plan or drawing. [ ] [ ] [ ] Geotextile fabric has been placed beneath rock fill. [ ] [ ] [ ] Sediment accumulation is ___% of design capacity. Temporary Sediment Basin Y N NA [ ] [ ] [ ] Basin and outlet structure constructed per the approved plan. [ ] [ ] [ ] Basin side slopes are stabilized with seed/mulch. [ ] [ ] [ ] Sediment accumulation is ___% of design capacity [ ] [ ] [ ] Drainage structure flushed and basin surface restored upon removal of sediment basin facility. MODIFICATIONS TO THE SWPPP Modification & Reason: _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ KATHY HOCHUL Governor RANDY SIMONS Commissioner Pro Tempore July 01, 2024 James Easton Project Engineer EP Land Services 621 Columbia Street Cohoes, NY 12047 Re: USACE Station Park Subdivision NYS Route 29, City of Saratoga Springs, Saratoga County, NY 23PR07392 Dear James Easton: Thank you for requesting the comments of the State Historic Preservation Office (SHPO). We have reviewed the project in accordance with Section 106 of the National Historic Preservation Act of 1966. These comments are those of the SHPO and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Based upon this review, it is the opinion of the New York SHPO that no historic properties, including archaeological and/or historic resources, will be affected by this undertaking. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. If you have any questions, please contact Leslie Krupa at the following email address: Leslie.Krupa@parks.ny.gov Sincerely, R. Daniel Mackay Deputy State Historic Preservation Officer Division for Historic Preservation New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo 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 September 5, 2023 James Easton Project Engineer EP Land Services 621 Columbia Street Cohoes, NY 12047 Re: DEC Station Park Subdivision City of Saratoga Springs, Saratoga County, NY 23PR07392 Dear James Easton: Thank you for requesting the comments of the Division for Historic Preservation of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the submitted materials in accordance with the New York State Historic Preservation Act of 1980 (section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the Division for Historic Preservation and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6NYCRR Part 617). OPRHP has reviewed the Phase I Archaeological Survey Report prepared for this project (October 2017; 23SR00470). No archaeological sites were identified by the survey. Therefore, it is the opinion of the OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If you have any questions, I can be reached at Jessica.Schreyer@parks.ny.gov. Sincerely, Jessica Schreyer Historic Preservation Program Analyst - Archaeologist Stormwater Management Report April 2025 Page 40 Exhibit G – Post Construction Maintenance Information .1 Location Map .2 Infiltration Basin/Underground Infiltration Array Maintenance/wet swale .3 Hydrodynamic Maintenance Checklist .4 Estimated O & M Costs ST A T I O N L A N E NY S R O U T E 2 9 X ■■ ST ST ST ■ ■ HOTEL 4 STORIES 110 ROOMS WITH 17 COVERED PARKING STALLSRO W H O U S E # 7 RO W H O U S E # 8 RO W H O U S E # 9 RO W H O U S E # 1 0 RO W H O U S E # 1 1 RO W H O U S E # 1 2 RO W H O U S E # 1 3 RO W H O U S E # 1 4 RO W H O U S E # 1 5 RO W H O U S E # 1 6 RO W H O U S E # 1 7 RO W H O U S E # 1 8 RO W H O U S E # 4 1 RO W H O U S E # 4 2 RO W H O U S E # 4 3 RO W H O U S E # 4 4 RO W H O U S E # 4 5 RO W H O U S E # 4 6 RO W H O U S E # 3 5 RO W H O U S E # 3 6 RO W H O U S E # 3 7 RO W H O U S E # 3 8 RO W H O U S E # 3 9 RO W H O U S E # 4 0 RO W H O U S E # 3 1 RO W H O U S E # 3 2 RO W H O U S E # 3 3 RO W H O U S E # 3 4 ST ST ST STSTST RO W H O U S E # 1 RO W H O U S E # 2 RO W H O U S E # 3 RO W H O U S E # 4 RO W H O U S E # 5 RO W H O U S E # 6 RO W H O U S E # 1 9 RO W H O U S E # 2 0 RO W H O U S E # 2 1 RO W H O U S E # 2 2 RO W H O U S E # 2 3 RO W H O U S E # 2 4 BLDG #1 MULTIFAMILY 4 STORIES 184 UNITS 162 UNDERGROUND PARKING STALLS BLDG #2 MULTIFAMILY 4 STORIES 160 UNITS 165 UNDERGROUND PARKING STALLS 2 S T O R Y M A I N T E N A N C E B L D G . 10 0 ' x 2 0 ' STATION PARK AVE STATION PARK AVE RAILROAD AVE (PRIVATE ROAD) ■ ■ ■ ■ ST ST ST ST ST ST ST ST ST ST ST ■ ■ ■ ■■■■■■■ MAINT. BLDG./ COVERED PATIO 67'x32' ST ■■■ ■ ■ ■■■ ■ ■ ■ RO W H O U S E # 2 5 RO W H O U S E # 2 6 RO W H O U S E # 2 7 RO W H O U S E # 2 8 RO W H O U S E # 2 9 RO W H O U S E # 3 0 ■ ■■ ST ST ST ST STSTSTST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ SEAL DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER: CHIEF DESIGNER: BY DESIGNED BY: DRAWN BY: DATE: PROJ. No.: SCALE: Fi l e N a m e : I : \ E n g i n e e r i n g P r o j e c t s \ P r i m e C o m p a n i e s \ 2 0 2 2 \ 2 0 2 2 - 0 2 - S a r a t o g a S t a t i o n \ 0 4 - C a d F i l e \ S t o r m w a t e r . d w g ( L a y o u t : P O S T M A I N ) Da t e : M o n , J u l 1 5 , 2 0 2 4 - 1 : 0 9 P M ( N a m e : J a m i e E a s t o n ) 1"=120' 2022-02 JULY 2024 CITY OF SARATOGA SPRINGS NEW YORK Fig-1JWE JWE JWE JWE EP LAND SERVICES LLC 621 COLUMBIA STREET- COHOES, NY 12047 PHONE: 518-785-9000 060'120'120' TAX PARCELS 165-2-70, 165-2-18, & 165-2-19 NYS ROUTE 29 (WASHINGTON AVE) PRIME COMPANIES- STATION PARKTHE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. STORMWATER MAINTENANCE MAP INFILTRATION BASIN HYDRODYNAMIC UNIT HYDRODYNAMIC UNIT HYDRODYNAMIC UNIT INFILTRATION ARRAY WET SWALE Page 1 of 7 IN Drainage Area Look for both pervious and impervious areas that are uphill from the Infiltration cell. Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and straw areas of bare soil to establish vegetation.  Fill in erosion areas with soil, compact, and seed and straw to get vegetation established.  If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other: Infiltration Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 7 IN Drainage Area Look for both pervious and impervious areas that are uphill from the Infiltration cell. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.  For Dry Wells: Leaves, sticks, or other debris in gutters and downspouts  Remove all debris by hand.  Other:  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Other:  Open containers of oil, grease, paint, or other substances  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Other: Page 3 of 7 IN Inlets Look for all the places where water flows into the Infiltration practice. Problem (Check if Present) Follow-Up Actions  Inlets are collecting grit and debris or grass/weeds are growing. Some water may not be getting into the Infiltration practice.  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Infiltration practice.  Dispose of all material properly in an area where it will not re-enter the practice.  Other:  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Infiltration practice.  Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Infiltration practice.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Page 4 of 7 IN Infiltration Area Examine the surface of the infiltration area and the observation well. Note: The following Problem and Follow -Up Actions apply to infiltration practice pretreatment areas also. Problem (Check if Present) Follow-Up Actions  For grass-covered Infiltration practices: grass has grown very tall, Photo credit: Stormwater Maintenance, LLC  Mow infiltration area at least twice per year.  Other:  For grass-covered Infiltration practices: sparse vegetation cover or bare spots  Add topsoil (as needed), grass seed, straw, and water during the growing season to re-establish consistent grass coverage.  Other:  Kick-Out to Level 2 Inspection: Sparse vegetation cover can be a sign that the infiltration area is not infiltrating at the proper rate and water is standing too long after a storm. The surface may be saturated or squishy, and the conditions do not enable grass to grow. This situation should be evaluated by a Level 2 Inspection and likely corrected by a qualified contractor.  Minor areas of sediment, grit, trash, or other debris are accumulating on the surface.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Infiltration practice.  If removing the material creates a hole or low area, rake the surface smooth and level.  Remove trash, debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2-inches deep and covers 25% or more of the surface of the Infiltration area. Page 5 of 7 IN Infiltration Area Examine the surface of the infiltration area and the observation well. Note: The following Problem and Follow -Up Actions apply to infiltration practice pretreatment areas also. Problem (Check if Present) Follow-Up Actions  There is erosion on the surface; water seems to be carving out rills as it flows across the surface of the Infiltration area or sinkholes are forming in certain areas.  For minor areas of erosion, try filling the eroded areas with clean topsoil, sand, or stone (whatever the existing cover is).  If the problem recurs, you may have to use larger stone (e.g., river cobble) to fill in problem areas.  Other:  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the infiltration area.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  Observation well is damaged or cap is missing  Kick-Out to Level 2 Inspection: Requires replacing pipes or caps. Page 6 of 7 IN Infiltration Area Examine the surface of the infiltration area and the observation well. Note: The following Problem and Follow -Up Actions apply to infiltration practice pretreatment areas also. Problem (Check if Present) Follow-Up Actions  Water still visible in the observation well more than 72 hours after a rain storm. The Infiltration practice does not appear to be draining properly.  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. IN Outlets Locate and inspect all outlets. Problem (Check if Present) Follow-Up Actions  Outlet obstructed with sediment, debris, trash, etc.  Remove the debris and dispose of it where it cannot re-enter the infiltration area.  Other:  Kick-Out to Level 2 Inspection: Outlet is completely obstructed; there is too much material to remove by hand or with simple hand tools.  Rills or gullies are forming at outlet.  For minor rills, fill in with soil, compact, and seed and straw to establish vegetation.  Other:  Kick-Out to Level 2 Inspection: Rills are more than 2" to 3" deep and require more than just hand raking and re-seeding. Page 7 of 7 Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 3 Infiltration Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 3 Level 2 Inspection: INFILTRATION Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water For infiltration basins with soil, use a soil probe or auger to examine the soil profile. For gravel infiltration trenches or basins, use a shovel to dig into the gravel layer where the problem is occurring. If isolated areas have accumulated grit, fine silt, or vegetative debris or have bad soil or clogged gravel, try removing and replacing with clean material. If the practice is supposed to have grass cover, it will likely be necessary to replant once the problem is resolved.  Condition 2: Standing water is widespread or covers entire surface Look in the observation well (if it exists) and use a tape measure to estimate the depth of water standing in the soil or gravel. Requires diagnosis and resolution of problem:  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper infiltration media?  Underlying soil not suitable for infiltration? As above, the resolution will likely require replanting and re-establishment of good grass cover if this is part of the design.  Infiltration media is clogged and problem cannot be diagnosed from Level 2 inspection.  Level 2 inspection identifies problem, but it cannot be resolved easily or it is associated with the original design of the practice.  Level 3 Inspection necessary Observed Condition: Severe erosion of infiltration bed, inlets, or around outlets  Condition 1: Erosion at inlets The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a less erosive lining and/or extending the lining further down to where inlet slopes meet the infiltration surface. If problem persists, analysis by a Qualified Professional is warranted.  Condition 2: Erosion of infiltration bed This is often caused by “preferential flow paths” along the surface. The source of flow should be analyzed and methods employed to dissipate energy and disperse the flow (e.g., check dams, rock splash pads).  Erosion (rills, gullies) is more than 12 inches deep  The issue is not caused by moving water but some sort of subsurface defect, which may manifest as a sinkhole or linear depression and be associated with problems with the underlying stone or soil.  Level 3 Inspection necessary Page 3 of 3 Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 7 Swale Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 7 SW Drainage Area Look at areas that are uphill from the swale. Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and mulch or sod areas of bare soil to establish vegetation.  Fill in erosion areas with soil, compact, and add seed and straw to establish vegetation.  If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other:  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Other:  Open containers of oil, grease, paint, or other substances  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Grass dying at edge of road  Seed and mulch; add topsoil or compost if needed.  Other:  Kick-Out to Level 2 Inspection: Grass on edge of pavement continues to die off for unknown reasons. Swale edge may need to be replaced with other materials (e.g., stone diaphragm). Page 3 of 7 SW Inlets Stand in the swale and look for all the places where water flows in. Problem (Check if Present) Follow-Up Actions  Inlets or the swale edge are collecting grit, grass clippings, or debris or have grass/weeds growing. Some water may not be getting into the swale. The objective is to have a clear pathway for water to flow into the swale.  Use a flat shovel to remove grit and debris (especially at curb inlets or opening). Parking lots will generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds, and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets or along the edge of the swale where water is supposed to enter.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the swale.  Dispose of all material properly in an area where it will not re-enter the swale.  Other:  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the swale.  Some or all of the inlets are eroding so that rills, gullies, and other erosion are present, or there is bare dirt that is washing into the swale.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying an erosion control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Level 2 Inspection: Erosion is occurring at most of the inlets or along much of the swale edge. The inlet design may have to be modified. Page 4 of 7 SW Surface Area Examine the entire swale surface and side slopes. Problem (Check if Present) Follow-Up Actions  Minor areas of sediment, grit, trash, or other debris are accumulating in the swale.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the swale.  If removing the material creates a hole or low area, fill with good topsoil and add seed and straw to re-vegetate.  Remove trash, vegetative debris, and other undesirable materials.  If the swale is densely vegetated, it may be difficult to do the maintenance; check for excessive ponding or other issues described in this section to see if the accumulated material is causing a problem.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 3 inches deep and covers 25% or more of the swale surface.  The source of sediment is unknown or cannot be controlled with simple measures.  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows through the swale or on the slopes.  Try filling the eroded areas with clean topsoil, and then seed and mulch to establish vegetation.  If the problem recurs, you may have to use some type of matting, stone (e.g., river cobble), or other material to fill in eroded areas.  If the erosion is on a side slope, fill with soil and cover with erosion -control matting or at least straw mulch after re-seeding.  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3 inches deep and seems to be an issue with how water enters and moves through the swale.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  Water does not flow evenly down the length of the swale, but ponds in certain areas for long periods of time (e.g., 72 hours after a storm). The swale does not seem to have “positive drainage.” Check during or immediately after a rain storm.  If the problem is minor (just small, isolated areas), try using a metal rake or other tools to create a more even flow path; remove excessive vegetative growth, sediment, or other debris that may be blocking the flow.  Other:  Kick-Out to Level 2 Inspection: Water ponds in more than 25% of the swale for three days or more after a storm. The issue may be with the underlying soil or the grade of the swale.  Water ponds behind check dams for three days or more after a storm. Check dams may be clogged or not functioning properly. Page 5 of 7 SW Surface Area Examine the entire swale surface and side slopes. Problem (Check if Present) Follow-Up Actions  Check dams (if present): water is flowing around the edges of check dams, creating erosion or sinkholes on the uphill or downhill side, or the check dams are breaking apart or breaching .  If the problem is isolated to just a few check dams, try simple repairs.  It is very important for the center of each check dam (where most of the water flows) to be lower (by at least several inches) than the edges of the check dams where they meet the side slopes. Also, the check dams should be keyed into side slopes so water does not flow between the check dam and side slope.  Use a level to check the right check-dam configuration, as noted above. Repair by moving around stone, filling and compacting soil, or adding new material so that water will be directed to the center of the check dam instead of the edges.  Other:  Kick-Out to Level 2 Inspection: Many check dams are impacted and/or the problem seems to be a design issue with height, spacing, shape, or materials used to construct them. SW Vegetation Assess the swale vegetation. Problem (Check if Present) Follow-Up Actions .  Vegetation is too overgrown to access swale for maintenance activities  Mow or bush-hog the path.  Other: Page 6 of 7 SW Vegetation Assess the swale vegetation. Problem (Check if Present) Follow-Up Actions  Vegetation requires regular maintenance: pulling weeds, removing dead and diseased plants, adding plants to fill in areas that are not well vegetated, etc.  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, block flow, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole swale, bush-hog the entire area before seed heads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Replant with species that are aesthetically pleasing and seem to be doing well in the swale.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging.  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated.  The original plants are likely not suited for the actual conditions within the swale. If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., in residential yards), this task will likely require a landscape design professional or horticulturalist. SW Outlets Examine outlets that release water out of the swale. Problem (Check if Present) Follow-Up Actions  Outlet is obstructed with mulch, sediment, debris, trash, etc.  Remove the debris and dispose of it where it cannot re-enter the swale.  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools. Page 7 of 7 Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 3 Swale Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 3 Level 2 Inspection: SWALE Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water Use a soil probe or auger to examine the soil profile. If isolated areas have accumulated grit, fines, or vegetative debris or have compacted soil, try scraping off top 3 to 6 inches of soil and replacing with clean material. Also check to see that surface is level and water is not ponding selectively in certain areas.  Condition 2: Standing water is widespread or covers entire surface Requires diagnosis and resolution of problem:  Bad or compacted soil  Filter fabric on the swale bottom  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Longitudinal slope is too flat?  Soil is overly compacted or clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it cannot be resolved easily or is associated with the original design of the practice (e.g., not enough slope down through the swale).  Level 3 inspection necessary Observed Condition: Vegetation is predominantly weeds and invasive species For a small area, weed and dig up invasive plants. Replant with natives or plants from original planting plan. If longer than 100 feet, develop a new planting plan and have it professionally reviewed.  Vegetation deviates significantly from original planting plan; swale has been neglected and suffered from deferred maintenance.  Owner/responsible party does not know how to maintain the practice.  For large area, hire a professional to develop a grading plan and develop a planting plan.  Level 3 inspection necessary Notes: Page 3 of 3 Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: CDS Guide Operation, Design, Performance and Maintenance ENGINEERED SOLUTIONS 2 CDS® Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs (1416 L/s). Available precast or cast-in- place, offline units can treat flows from 1 to 300 cfs (28.3 to 8495 L/s). The pollutant removal capacity of the CDS system has been proven in lab and field testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit’s separation chamber and pollutants are removed from the flow. All flows up to the system’s treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder. Design Basics There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall Method™ or the and Probabilistic Method is used when a specific removal efficiency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125 microns (μm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 microns (μm) or 50 microns (μm). Water Quality Flow Rate Method In some cases, regulations require that a specific treatment rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval, e.g. the six-month storm, or a water quality depth, e.g. 1/2-inch (13 mm) of rainfall. The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the WQQ around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer. Rational Rainfall Method™ Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations’ depths were totaled every 15 minutes, or hourly, and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are GRATE INLET (CAST IRON HOOD FOR CURB INLET OPENING) CREST OF BYPASS WEIR (ONE EASH SIDE) INLET (MULTIPLE PIPES POSSIBLE) OIL BAFFLE SUMP STORAGESEPARATION SLAB TREATMENT SCREEN OUTLET INLET FLUME SEPARATION CYLINDER CLEAN OUT (REQUIRED) DEFLECTION PAN, 3 SIDED (GRATE INLET DESIGN) 3 determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Probabilistic Rational Method The Probabilistic Rational Method is a sizing program Contech developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic Method is an extension of the Rational Method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (e.g. 2-year storm event). Under the Rational Method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters (rainfall intensity and runoff coefficient) increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus preventing re-suspension or re-entrainment of previously captured particles. Hydraulic Capacity The hydraulic capacity of a CDS system is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate. The crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulic requirements. Performance Full-Scale Laboratory Test Results A full-scale CDS system (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This CDS unit was evaluated under controlled laboratory conditions of influent flow rate and addition of sediment. Two different gradations of silica sand material (UF Sediment & OK-110) were used in the CDS performance evaluation. The particle size distributions (PSDs) of the test materials were analyzed using standard method “Gradation ASTM D-422 “Standard Test Method for Particle-Size Analysis of Soils” by a certified laboratory. UF Sediment is a mixture of three different products produced by the U.S. Silica Company: “Sil-Co-Sil 106”, “#1 DRY” and “20/40 Oil Frac”. Particle size distribution analysis shows that the UF Sediment has a very fine gradation (d50 = 20 to 30 μm) covering a wide size range (Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the UF Sediment covers a similar range of particle size but with a finer d50 (d50 for NJDEP is approximately 50 μm) (NJDEP, 2003). The OK-110 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-110 sand is finer than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1. Figure 1. Particle size distributions Tests were conducted to quantify the performance of a specific CDS unit (1.1 cfs (31.3-L/s) design capacity) at various flow rates, ranging from 1% up to 125% of the treatment design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations of approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub-samples for Suspended Sediment Concentration (SSC) testing using ASTM D3977-97 “Standard Test Methods for Determining Sediment Concentration in Water Samples”, and particle size distribution analysis. Results and Modeling Based on the data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect 4 to SSC removal for any particle size gradation, assuming the particles are inorganic sandy-silt. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-110 sand) as a function of operating rate. Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (d50) of 125 microns (e.g. Washington State Department of Ecology — WASDOE - 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). The model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at the design (100%) flow rate, for this particle size distribution (d50 = 125 μm). Figure 3. WASDOE PSD Figure 4. Modeled performance for WASDOE PSD. Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified 5 during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be cleaned to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. 6 CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity ft m ft m yd3 m3 CDS2015-4 4 1.2 3.0 0.9 0.5 0.4 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. 7 CDS Inspection & Maintenance Log CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Personnel Comments sediment1 Thickness2 Performed —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: Estimated Annual Operation and Maintenance Costs associated with the Stormwater Management Practices (SMP) We Swale Mulch Replacement Wet Swale Maintenance Mowing Basin Repair Private Closed Drainage System Subtotal: Contingency (15%): (1) Included in landscaping contract Total: (2) Detailed maintenance guidelines are provided in NYS Stormwater Management Design Manual Notes:and Stormwater Pollution Prevention Plan developed for this project.Estimated Total Annual Cost3, say: (3) Estimated annual costs should be adjusted for inflation, recommend 3% annually. Costs are in 2024 dollars. 10,000$ 2,000$ 1 20,000$ 0.10 1 4,000$ Disposal 4,000$ 10-Year 2 Clean, Remove and dispose of sediment from Closed Drainage System/Hydrodyanamic Units Crew Day 10,000$ 1 0.10 2 6/20/2024 12022-02 2 Station Park Subdivision 1 JWE Estimated Operation and Maintenance Costs Annual Cost Frequency (per year) Maintenance Interval (years) Cost Unit of Measurement Estimated Frequency Unit Cost Annual Each 1 1,500$ Each Maintenance Item Estimated Quantity 13,100$ Lump Sum 20,000$ 1,000$ 1,710$ 11,400$ 10 10 Inspection & Report by Qualified Professional 1,500$ 1 1,500$ 1.00 Annual Inspection 1 Lump Sum 2,000$ 1 2,000$ 1.00 13,110$ 10 0.10 400$ 1,000$ 1.00 2,000$ 1,000$ 1 1,000$ Lump Sum 2,000$ 1 2,000$ 1 1 1.00 2,000$ Lump Sum 1,500$ 1 1,500$ 1 1.00 1,500$ 1 PROJECT #SHEET #OF:PAGE #OF: MADE BY: DATE: PROJECT:CHKD BY: DATE: SUBJECT:REVISED BY: DATE: CHKD BY: DATE: Suggested Annual funding, accounting for inflation Estimated Total Annual Cost: 39,313$ 29,995$ 28,022$ 37,801$ 29,121$ 27,272$ 13,110$ Inflation Rate 24,467$ 25,874$ 32,312$ 31,070$ 21,364$ 22,319$ 26,558$ 25,140$ 26,650$ 23,712$ 13,634$ 4.00%Year 2.75% 3.00% 13,110$ 2024 13,110$ 13,110$ 2.50% 28,792$ 30,895$ 40,886$ 27,449$ 34,949$ 26,542$ 28,273$ 23,812$ 25,120$ 29,584$ 31,821$ 42,521$ 36,347$ 21,669$ 25,537$ 25,831$ 22,555$ 23,678$ 28,726$ 33,605$ 23,175$ 24,388$ 29,875$ 19,694$ 20,425$ 23,610$ 21,951$ 22,988$ 27,621$ 20,235$ 21,038$ 24,555$ 20,792$ 18,654$ 19,252$ 21,829$ 19,167$ 19,830$ 22,702$ 17,669$ 18,147$ 20,182$ 18,155$ 18,692$ 20,990$ 16,736$ 17,106$ 18,660$ 17,196$ 17,619$ 19,406$ 15,852$ 16,124$ 17,252$ 16,288$ 16,607$ 17,942$ 14,222$ 15,015$ 15,198$ 15,950$ 15,427$ 15,654$ 16,588$ 14,747$ 14,613$ 14,755$ 2053 2054 2048 2049 2050 2051 15,337$ 2044 2045 24,913$ 2047 2040 2041 2042 2043 21,482$ 2034 15,204$ 15,584$ 2052 2035 2036 2037 2038 2039 23,134$ 2032 16,782$ 2046 18,524$ 18,987$ 19,462$ 20,958$ 22,570$ 19,948$ 22,019$ 14,471$ 14,833$ 2028 2029 2030 2031 26,828$ 27,499$ 20,447$ 17,201$ 17,631$ 18,072$ 26,174$ 25,536$ 24,305$ Stormwater Management Practices 15,973$ 16,373$ 2033 13,471$ 13,503$ 14,326$ 2027 14,118$ Estimated Operation and Maintenance Costs 13,438$ 13,774$ 13,841$ 13,908$ 14,180$ 13,110$ 2025 2026 2022-02 2 Station Park Subdivision 2 22 6/10/2024 SMP O_M Costs - template.xls.xls Annual Adjustment