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Home My WebLink About20230032 Crescent & Jefferson Site Plan SWPPP Stormwater Pollution Prevention Plan Prepared for: Liberty Affordable Housing Inc. 117 West Liberty Street, Suite 3 Rome NY 13440 Submitted by: LaBella Associates 4 British American Boulevard Latham, NY 12110 (518) 439-8235 Liberty at Saratoga City of Saratoga Springs, Saratoga County, New York Date: January 2023 Last revised: August 2023 Project No. 2224112 PREPARER OF THE SWPPP “I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings.” Name and Title1: Walter J. Kubow, PE Date: August 2023 1 This is a signature of a New York State licensed Professional Engineer employed by LaBella Associates that is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), NOIs, and NOTs prepared under their direct supervision. Refer to Appendix B for the SWPPP Preparer Certification Form, and Appendix I for the LaBella Certifying Professionals Letter. TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY .................................................................................................................... 1 1.1 Project Description ................................................................................................................... 1 1.2 Stormwater Pollution Controls ................................................................................................. 2 2.0 SITE CHARACTERISTICS .................................................................................................................. 3 2.1 Land Use and Topography ....................................................................................................... 3 2.2 Soils and Groundwater............................................................................................................. 3 2.3 Watershed Designation ........................................................................................................... 4 2.4 Receiving Water Bodies ........................................................................................................... 4 2.5 Aquifer Designation .................................................................................................................. 4 2.6 Wetlands ................................................................................................................................... 4 2.7 Flood Plains .............................................................................................................................. 5 2.8 Listed, Endangered, or Threatened Species .......................................................................... 5 2.9 Historic Places .......................................................................................................................... 6 2.10 Rainfall Data ........................................................................................................................... 6 2.11 Pre-development Watershed Conditions .............................................................................. 6 2.12 Post-development Watershed Conditions ............................................................................ 6 2.13 Description of Analysis Points ............................................................................................... 7 3.0 STORMWATER MANAGEMENT PLANNING .................................................................................... 7 3.1 STEP 1 – Site Planning ............................................................................................................ 7 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) ................................................ 7 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv ......................................................................................................................................... 8 3.4 STEP 4 – Calculate the Minimum RRv Required.................................................................... 9 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume .................. 10 3.6 STEP 6 - Apply Volume and Peak Rate Control .................................................................... 10 4.0 CONSTRUCTION SEQUENCE ......................................................................................................... 12 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ........................................................................... 12 5.1 Temporary Erosion and Sediment Control Measures .......................................................... 13 5.2 Permanent Erosion and Sediment Control Measures ......................................................... 14 5.3 Other Pollutant Controls......................................................................................................... 15 5.4 Construction Housekeeping Practices .................................................................................. 17 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING ....................................................................... 18 6.1 Inspection and Maintenance Requirements ........................................................................ 18 6.2 Reporting Requirements ........................................................................................................ 20 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES ........................................................................... 21 7.1 Owner’s/Operator's Responsibilities ..................................................................................... 22 7.2 Owner’s/Operator’s Engineer’s Responsibilities .................................................................. 24 7.3 Contractor's Responsibilities ................................................................................................. 24 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities ......................................... 26 7.5 SWPPP Participants ............................................................................................................... 28 LIST OF TABLES Table 1: USDA Soil Data .............................................................................................................................. 3 Table 2: Project Site HSG Data ................................................................................................................... 3 Table 3: Rainfall Data .................................................................................................................................. 6 Table 4: Required WQv Summary ............................................................................................................... 8 Table 5: Summary of RR Techniques being Applied .................................................................................. 9 Table 6: RRv Summary ................................................................................................................................ 9 Table 7: Design Events .............................................................................................................................. 11 Table 8: Summary of Pre- and Post-Development Peak Discharge Rates ............................................. 12 Table 9: Common Construction Pollutants ............................................................................................... 16 APPENDICES Appendix A: Figures · A-1: Site Location Map · A-2: Soils Map · A-3: Historic Places Screening Map · A-3A: OPRHP Coordination Documentation · A-4: Environmental Resource Map · A-5: FEMA Firm Map · A-6: Pre-Development Watershed Delineation Map · A-7: Post-Development Watershed Delineation Map · A-8: Construction Sequencing Plan Appendix B: Forms · Notice of Intent (NOI) · MS4 SWPPP Acceptance Form · SWPPP Preparer Certification Form · Owner/Operator Certification Form · Contractor and Subcontractor Certification Forms · Notice of Termination (NOT) Appendix C: Project Evaluation and Design Calculations Appendix D: Pre-Development Stormwater Modeling Appendix E: Post-Development Stormwater Modeling Appendix F: SWPPP Inspection Report (Sample Form) Appendix G: Post-Construction Inspections and Maintenance Appendix H: NYSDEC “Deep-Ripping and Decompaction,” April 2008 Appendix I: LaBella Certifying Professionals Letter Appendix J: NYSDEC SPDES General Permit GP-0-20-001 Appendix K: Geotechnical Investigations Stormwater Pollution Prevention Plan 2224112 Page 1 1.0 EXECUTIVE SUMMARY This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for major activities associated with construction of affordable multi-family residential housing in the City of Saratoga Springs. This SWPPP includes the elements necessary to comply with the national baseline general permit for construction activities enacted by the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be executed and permit coverage must be obtained prior to the commencement of construction activity. This SWPPP has been developed in accordance with the “New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity,” Permit No. GP-0-20-001, effective January 29, 2020 through January 28, 2025. The SWPPP and accompanying plans identify and detail stormwater management, pollution prevention, and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans entitled “Liberty at Saratoga” have been submitted as a set. These engineering drawings are considered an integral part of this SWPPP. Therefore, this SWPPP is not considered complete without them. References made herein to “the plans” or to a specific “sheet” refer to these drawings. This report considers the impacts associated with the intended development with the purpose of: 1. Maintaining existing drainage patterns as much as possible while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of stormwater runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. Mitigating potential stormwater quality impacts and preventing soil erosion and sedimentation resulting from stormwater runoff generated both during and after construction. The analysis and design completed and documented in this report is intended to be part of the application made for an affordable multi-family residential development project completed on behalf of the Owner/Operator. 1.1 Project Description Liberty Affordable Housing Inc. is proposing a development project to include: construction of (2) four- story buildings, a one-story bus shelter and storage building, asphalt paved parking lots and roadways, concrete sidewalks, a stone dust trail and installation of all associated utilities. The project will disturb greater than 1-acre of land. A Site Location Map has been provided in Appendix A, as Figure A-1. This project involves two types of construction activities in accordance with the General Permit, GP-0- 20-001. The proposed pedestrian walks along Bunny Lake Drive and Jefferson Street can be categorized as “sidewalk bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial, or institutional development.”, which is included in Table 1 of Appendix B of GP- 0-20-001, for construction activities that require implementation of erosion and sediment controls only. The remaining portion of the project falls under Table 2 of Appendix B of GP-0-20-001, and requires the implementation of erosion and sediment controls, as well as post-construction stormwater management practices. Stormwater Pollution Prevention Plan 2224112 Page 2 This project is located within the City Of Saratoga Springs regulated, traditional land use control Municipal Separate Stormwater Sewer System (MS4). Therefore, an MS4 SWPPP Acceptance Form is required to accompany NOIs submitted to the NYSDEC. Runoff from the project site will discharge to onsite NYSDEC/ACOE regulated wetlands and ultimately to a tributary of the Kayaderosseras Creek, which is not included in the list of Section 303(d) water bodies included in Appendix E of GP-0-20-001. Project construction activities will consist primarily of site grading, paving, building construction, and the installation of storm drainage, water supply, sanitary sewer, and public utility infrastructure necessary to support the proposed development project. Construction phase pollutant sources anticipated at the site are disturbed (exposed) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by stormwater. 1.2 Stormwater Pollution Controls The stormwater pollution controls outlined herein have been designed and evaluated in accordance with the following standards and guidelines: · New York State Stormwater Management Design Manual, dated January 2015 (Design Manual). · New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016 (SSESC). · City of Saratoga Springs Unified Development Ordinance Article 17, dated September 2021 (UDO). Stormwater quality will be enhanced through the implementation of temporary and permanent erosion and sediment control measures, the proposed stormwater management practice(s), and other construction-phase pollution controls outlined herein. The proposed stormwater management approach consisting of pipes and on-site stormwater management practices will adequately collect, treat, and convey the stormwater runoff. Porous asphalt, planted depressions and a detention basin will be used to manage and treat stormwater runoff generated by the proposed development project. Pre- and post-development surface runoff rates have been evaluated for the 1-, 10-, and 100-year 24- hour storm events. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the project site will not be increased. The post-construction stormwater management practice(s) will be privately owned by Liberty Affordable Housing Inc. Deed restrictions will be in place, which require operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. Stormwater Pollution Prevention Plan 2224112 Page 3 2.0 SITE CHARACTERISTICS 2.1 Land Use and Topography The project site is located within the UR-4 zoning district. Multi-family residential use is a permitted use within this district. The overall site is moderately sloping, with slopes ranging from 1 to 25 percent. The area of development is gently sloping, with slopes ranging from 1 to 8 percent. Overall Site elevations range from approximately 303 feet above mean sea level (MSL) to 313 feet MSL. Multiple hilltops are found throughout the site with the majority of the project site sloping into the center of the property toward the regulated wetland and stream. 2.2 Soils and Groundwater The US Department of Agriculture (USDA) Web Soil Survey (http://websoilsurvey.nrcs.usda.gov/app/) was used to obtain surficial soil conditions for the study area, as follows: Table 1: USDA Soil Data Map Symbol & Description Hydrologic Soil Group Permeability (inches/hour) Erosion Factor K Depth to Water Table (inches) Depth to Bedrock (inches) NcA – Natchaug muck, 0 to 2 percent slopes B/D 0.01 – 14.17 -- 0 – 6 >80 Sa – Scarboro mucky fine sandy loam, 0 to 3 percent slopes A/D 1.42 – 14.17 -- 0 – 2 >80 Wa – Wareham loamy sand A/D 0.20 – 5.95 -- 0 – 18 >80 WnA – Windsor loamy sand, 0 to 3 percent slopes A 1.42 – 99.90 -- >80 >80 Upon review of the soil data presented in Table 1, the project site does not contain soils with a soil slope phase of D with a map unit name that inclusive of slopes greater than 25%, and does not contain soils with a soil slope phase of E or F. The project site is composed of HSG A soils, HSG B soils, and HSG D soils, as shown in the table below. For the purposes of this report, HSG A/D and B/D soils were modeled as HSG D soils to reflect the undrained condition. Table 2: Project Site HSG Data HSG A HSG B HSG C HSG D 0% 0% 0% 100% The Soil Conservation Service defines the hydrologic soil groups as follows: · Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. Stormwater Pollution Prevention Plan 2224112 Page 4 · Type B Soils: Soils having a moderate infiltration rate when thoroughly wet and consisting mainly of moderately deep to deep, moderately well to well drained soils with moderately fine to moderately course textures. These soils have a moderate rate of water transmission. · Type D Soils: Soils having a very low infiltration rate and high runoff potential when thoroughly wet. These soils consist chiefly of clays that have high shrink-swell potential, soils that have a permanent high water table, soils that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very low rate of water transmission. Upon review of the soil data presented in Table 1, much of the project contains soils that have the potential for variable infiltration rates and shallow depth to groundwater. The soils map for the study area is presented in Appendix A, as Figure A-2. Preliminary field investigations were performed on October 18, 2022 by LaBella Associates. LaBella performed deep test pits around the project site to determine depth of seasonal high groundwater and bedrock, as well as determine soil profiles. In addition, falling head infiltration testing was performed around the project site to get a preliminary understanding of infiltration rates and determine if infiltration of stormwater runoff is possible. The locations of these tests are provided on the plans, and results are provided in Appendix K of this report. Further, infiltration testing will be required in areas specific to proposed stormwater management practices as the design progresses, in accordance with Appendix D of the NYSDEC Stormwater Management Design Manual. 2.3 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-20-001. 2.4 Receiving Water Bodies The nearest natural classified water course into which runoff from the project site will discharge is an on-site tributary to the Kayaderosseras Creek. The tributary is classified by NYSDEC as a Class C water course, and is not included in the Section 303(d) list of impaired waters found in Appendix E of GP-0-20- 001. 2.5 Aquifer Designation The project site is not located over a US EPA designated Sole Source aquifer; nor is it located over a Primary or Principal aquifer listed in the NYSDEC Technical and Operational Guidance Series (TOGS) 2.1.3 (1980). 2.6 Wetlands Wetland delineation was conducted on August 17, 2017, April 19, 2018 and June 7, 2019 by Quenzer Environmental, LLC, and summarized in a report entitled “Wetland Delineation and Environmental Species Screening”, dated July 2019. Based upon the wetland delineation and agency review, wetland and other Waters of the US were found on approximately 9.4 +/- acres of the project site, with most of the wetland comprised of forest wetland cover type. The delineation report identifies “Wetland A” as jurisdictional under both NYSDEC Article 24 and Army Corp. of Engineers (ACOE) Section 404 of the Federal Clean Water Act. Wetland areas “B” and “C” are small, isolated wetlands. These wetlands appear to be not jurisdictional under NYSDEC law and in an Stormwater Pollution Prevention Plan 2224112 Page 5 approved jurisdictional letter from ACOE, dated August 17, 2022, determined to be excluded from Clean Water Act jurisdiction. In addition, the delineation report identifies that there are no streams present onsite. A search of the NYSDEC Environmental Resource Mapper (ERM) on October 13, 2022, shows a NYSDEC regulated Class C stream on-site (Regulation 941.127.1). A print out of the ERM has been provided in Appendix A, as Figure A-4. It is anticipated that the project will partially impact the Wetland “A” 100’ adjacent area under the jurisdiction of NYSDEC and the regulated stream under the jurisdiction of NYSDEC. As such, it is anticipated that the project will require the following permits: · Freshwater Wetland Permit under Article 24 of Environmental Conservation Law – issued by NYSDEC; · Watercourse/Wetland Permit – issued by the City of Saratoga Springs It should be noted that the Protection of Waters Permit under Article 15 of the Environmental Conservation Law (issued by NYSDEC) may be required if the project proposes direct impact to the stream. A Class C stream is not currently considered a protected stream by the NYSDEC that requires permitting; however, the Governor of New York is currently reviewing legislation which would potentially consider Class C streams protected under Article 15. As of June 2, 2023, an Article 15 permit does not appear to be required. 2.7 Flood Plains According to the National Flood Insurance Program Flood Insurance Rate Map (FIRM), City of Saratoga Springs, New York, Community Panel Number 3607280442E, the project site lies within Flood Zone X, areas determined to be outside 500-year floodplain. The FEMA Flood Map has been provided in Appendix A, as Figure A-5. 2.8 Listed, Endangered, or Threatened Species Endangered Species Screening was conducted on August 17, 2017, April 19, 2018 and June 7, 2019, by Quenzer Environmental, LLC, and summarized in a “Wetland Delineation and Environmental Species Screening”, dated July 2019. The findings summary within the report indicates that “based on the site assessment, references, agency records and correspondence, there is little potential for any occurrences of endangered threatened or rare species.” A printout of the NYSDEC ERM has been provided in Appendix A, as Figure A-4. Quenzer Environmental, LLC requested records for rare species in the area from the New York Natural Heritage Program (NYNHP). According to the NYNHP response letter dated July 26, 2019, rare species listed in the site vicinity include Karner Blue Butterfly and frosted elfins. The site was investigated on June 7, 2019 at the peak bloom period, when blue lupine is most visible, in order to look for appropriate habitat for Karner Blue Butterfly and frosted elfins. No lupine was observed on or near the site, therefore neither buttery species would inhabit the site, and development on this site would have no impact on either listed butterfly species. No rare (endangered/threatened) wildlife species were observed during field surveys. Most of the observed and expected wildlife are typical of urban-suburban species, such as white-tailed deer, raccoons, and common crow. Stormwater Pollution Prevention Plan 2224112 Page 6 2.9 Historic Places A search on the New York State Cultural Resource Information System (CRIS) database, performed on October 13, 2022, revealed the construction activity is located within an archeologically sensitive area. A printout of the historic places screening map is presented in Appendix A, as Figure A-3. As such, NYSOPRHP coordination has been completed and a Phase 1 Archeological Survey was conducted by LaBella. A copy of the NYSOPRHP documentation, in accordance with part I.F.8. of GP-0- 20-001, is provided in Appendix A, as Figure A-3A. 2.10 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Cornell University online Extreme Precipitation in New York & New England website (http://precip.eas.cornell.edu/). A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post- development stormwater runoff characteristics. Rainfall data specific to the portion of Saratoga County under consideration, for various 24-hour storm events, is presented in the following Table: Table 3: Rainfall Data Storm Event Return Period 24-Hour Rainfall (inches) 1-year 2.23 10-year 3.73 100-year 6.26 2.11 Pre-development Watershed Conditions The pre-development project site is covered predominantly by woods and wetlands. Analysis of pre- development conditions considered existing drainage patterns, soil types, ground cover, and topography. The Pre-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-6. The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix D. A summary of the pre-development watershed runoff rates at each analysis point is presented in Table 8. 2.12 Post-development Watershed Conditions The post-development project site is covered predominantly by woods, wetlands, buildings, lawn and pavement. The analysis of post-development conditions considered existing drainage patterns, soil types, ground cover to remain, planned site development, site grading, and stormwater management facilities proposed as part of site improvements. The Post-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-7. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix E. A summary of the post-development watershed runoff rates at each analysis point is presented in Table 8. Stormwater Pollution Prevention Plan 2224112 Page 7 There are numerous locations and methods for providing controls of off-site discharge of stormwater from the project site. Each has been designed to provide the above quantity controls by attenuating stormwater runoff and releasing runoff to off-site locations at a rate equal to or less than that which existed prior to development of the site. Each device is detailed on the accompanying plans. 2.13 Description of Analysis Points The study area consists of an overall watershed that encompasses approximately 8.7 acres, including portions of the 30.3 acre project site and the portions of the 9.1 acre area of disturbance that require post-construction stormwater management practices. The overall watershed was broken down into smaller watersheds, or subcatchments, to allow for analysis of runoff conditions at several locations throughout the study area. Each of these locations was defined as an Analysis Point (AP) in order to compare the effects resulting from stormwater management facilities proposed as part of the project. Descriptions of each of the selected analysis points are provided below. · Analysis Point 1: On-site discharge to NYSDEC/ACOE regulated wetlands located in the central portion of the site. The wetlands drain to a tributary of the Kayaderosseras Creek to the south. · Analysis Point 2: On-site discharge to isolated wetlands. In the southeast corner of the project site. 3.0 STORMWATER MANAGEMENT PLANNING Chapter 3 of the Design Manual outlines a six-step planning process for site planning and selection of stormwater management practices that must be implemented for both new development and redevelopment projects. This process is intended to develop a design that maintains pre-construction hydrologic conditions through the application of environmentally sound development principles, as well as treatment and control of runoff discharges from the site. The following sections outline the step-by- step process and how it has been applied to this project. The goals of this Stormwater Management Plan are to analyze the peak rate of runoff under pre- and post-development conditions, to maintain the pre-development rate of runoff in order to minimize impacts to adjacent or downstream properties, and to minimize the impact to the quality of runoff exiting the site. The Design Manual provides both water quality and water quantity objectives to be met by projects requiring a “Full SWPPP”. These objectives will be met by applying stormwater control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site. 3.1 STEP 1 – Site Planning During the Site Planning process, the project site is evaluated for implementation of the green infrastructure planning measures identified in Table 3.1 of the Design Manual, in order to preserve natural resources and reduce impervious cover. Table A of Appendix C provides a description of each green infrastructure planning measure, along with a project specific evaluation. 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is Stormwater Pollution Prevention Plan 2224112 Page 8 important since most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 3.2.1 NYSDEC Requirements for Water Quality Volume The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = ()()()[] 12 ARPV Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I) I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. 3.2.2 Methodology for New Development The Water Quality Volume equation has been applied to the project watershed. Area and volume reduction practices have been sized to accommodate the Water Quality Volume of the areas tributary to them, as per the performance criteria presented in Chapter 5 of the Design Manual. Water quality volume calculations for each of the proposed practices are presented in Table B of Appendix C. Table 4: Required WQv Summary Required WQv 20,950 cf 0.481 af 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. 3.3.1 NYSDEC Requirements for New Development The Design Manual states that runoff reduction shall be achieved through infiltration, groundwater recharge, reuse, recycle, and/or evaporation/evapotranspiration of 100-percent of the post- development water quality volume to replicate pre-development hydrology. Runoff control techniques provide treatment in a distributed manner before runoff reaches the collection system, by maintaining Stormwater Pollution Prevention Plan 2224112 Page 9 pre-construction infiltration, peak runoff flow, discharge volume, as well as minimizing concentrated flow. This can be accomplished by applying a combination of Runoff Reduction Techniques, standard Stormwater Management Practices (SMPs) with RRv capacity, and good operation and maintenance. 3.3.2 Methodology In order to reduce the required WQv and meet the RRv criteria, a site specific evaluation must be performed to determine the most practical means of reducing runoff volume by application of a combination of RR techniques and standard SMPs with RRv capacity. 3.3.3 Application of RR Techniques The following Table demonstrates a summary of the RR techniques being applied for this project, and both the water quality and runoff reduction volumes they provide. The RR Techniques have been designed in accordance with Chapter 5 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. Table 5: Summary of RR Techniques being Applied 3.3.4 RRv Performance Summary A summary of the RRv provided is presented in the following table: Table 6: RRv Summary WQv Required (CF) RRv Provided WQv Reduced (CF) % RRv Provided/ WQv Reduced 20,950 27,577 132 As indicated in the above table, the RRv provided is greater than the RRv required for the project site. As such, the RRv criteria has been met and the designer can proceed to Step 6. 3.4 STEP 4 – Calculate the Minimum RRv Required As previously discussed, the RRv provided is greater than the RRv required for this project. As such, the runoff reduction volume criteria has been met, and minimum RRv is not applicable. RR Technique NYSDEC Design Variant RRv Capacity WQv Required (CF) WQv Reduced/RRv Provided (CF) Area Reduction Practices Conservation of Natural Areas RR-1 100% 17,597 17,597 Volume Reduction Practices Porous Pavement RR-9 100% 9,980 9,980 RR Technique Totals 27,577 27,577 Stormwater Pollution Prevention Plan 2224112 Page 10 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume As previously discussed, 100% of the required WQv is being provided and reduced through RRv practices. As such, the water quality and runoff reduction volume criteria have been met and no other standard SMPs are required. 3.6 STEP 6 - Apply Volume and Peak Rate Control This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases, the drainage patterns, drainage structures, soil types, and ground cover types are considered in this study. 3.6.1 NYSDEC Requirements for New Development Chapter 4 of the Design Manual requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year, 24-hour storm event. The Manual defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control (Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel, and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that, at each analysis point, the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events, to maintain the boundaries of the pre-development 100-year floodplain, and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each analysis point, the post- development 100-year 24-hour peak discharge rate does not exceed the corresponding pre- development rate. 3.6.2 Methodology In order to demonstrate that the NYSDEC detention requirements are being met, the Design Manual requires that a hydrologic and hydraulic analysis of the pre- and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. Stormwater Pollution Prevention Plan 2224112 Page 11 For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Subcatchments, reaches, and ponds are represented by hexagons, squares, and triangles, respectively, on the watershed routing diagrams provided with the computations included in Appendix D and Appendix E. The analysis of hydrologic and hydraulic conditions and proposed stormwater management facilities, servicing the study area, was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the watershed into subcatchments was dictated by watershed conditions, methods of collection, conveyance, and points of discharge. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps, aerial photographs, a topographical survey, soil surveys, site investigations, and land use maps. Proposed stormwater management practices were designed and evaluated in accordance with the Design Manual and local regulatory requirements. A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics for various 24-hour storm events identified in the following Table. Table 7: Design Events Facility 24-hour Storm Event Storm Sewer 10- year Stormwater Management Practice(s) 1-year 10-year 100-year Flood Conditions 100-year 3.6.3 Performance Summary The CPv requirement does not apply as the reduction of the entire CPv is achieved by application of runoff reduction techniques. A comparison of the pre- and post-development watershed conditions was performed for all analysis points and storm events evaluated herein. For all analysis points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix D and Appendix E, respectively. The following Table summarizes the results of this analysis. Stormwater Pollution Prevention Plan 2224112 Page 12 Table 8: Summary of Pre- and Post-Development Peak Discharge Rates Pre- vs. Post-Development Discharge Rate (cfs) Analysis Point (AP) 10-year 24-hour storm event 100-year 24-hour storm event Pre Post Pre Post 1 4.71 3.91 11.37 7.68 2 2.85 1.64 6.91 3.59 Total 7.56 5.55 18.28 11.27 4.0 CONSTRUCTION SEQUENCE This project has not received written approval from the City of Saratoga Springs allowing the disturbance of more than five acres of land at any one time. A construction sequencing plan has been provided in Appendix A as Figure 8 to demonstrate that no more than 5-acres of disturbance will be required at one time. If the Contractor’s construction sequence requires the disturbance of more than five acres at any one time, written approval must be obtained from NYSDEC prior to disturbing more than five acres at once. The “Erosion and Sediment Control Plan” in the accompanying drawings identifies the major construction activities that are the subject of this SWPPP. The order (or sequence) in which the major activities are expected to begin is presented on the accompanying drawings, though each activity will not necessarily be completed before the next begins. In addition, these activities could occur in a different order if necessary to maintain adequate erosion and sediment control. If this is the case, the contractor shall notify the Owner’s/Operator’s Engineer overseeing the implementation of the SWPPP. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans. The Contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. Refer to the accompanying plans for details and specifications regarding the construction sequencing schedule. 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment transport off-site, and after construction, to control the quality and quantity of stormwater runoff from the developed site. Erosion control measures, designed to minimize soil loss, and sediment control measures, intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties, have been developed in accordance with the following documents: · NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-20-001 (effective January 29, 2020 through January 28, 2025). · New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016). Stormwater Pollution Prevention Plan 2224112 Page 13 · City of Saratoga Springs Unified Development Ordinance, dated September 2021 (UDO). The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. These documents include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary and permanent erosion and sediment control measures that shall be applied during construction generally include: 1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges. 2. Preservation of existing vegetation to the greatest extent practical. Following the completion of construction activities in any portion of the site, permanent vegetation shall be established on all exposed soils. 3. Site preparation activities to minimize the area and duration of soil disruption. 4. Establishment of permanent traffic corridors to ensure that “routes of convenience” are avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.1.1 Stabilized Construction Access Prior to construction, stabilized construction access(es) will be installed, per accompanying plans, to reduce the tracking of sediment onto public roadways. Construction traffic must enter and exit the site at the stabilized construction access(es). The intent is to trap dust and mud that would otherwise be carried off-site by construction traffic. The access(es) shall be maintained in a condition, which will control tracking of sediment onto public rights-of-way or streets. When necessary, additional aggregate will be placed atop the filter fabric to assure the minimum thickness is maintained. All sediment and/or soil spilled, dropped, or washed onto public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. 5.1.2 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on-site. Dust control must be provided by the Contractor(s) to a degree that is acceptable to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.3 Temporary Soil Stockpile Materials, such as topsoil, will be temporarily stockpiled (if necessary) on the site during the construction process. Stockpiles shall be located in an area away from storm drainage, water bodies and/or courses, and will be properly protected from erosion by a surrounding silt fence barrier. Stormwater Pollution Prevention Plan 2224112 Page 14 5.1.4 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric (or silt fence) will be established downgradient of all disturbed areas. These barriers may extend into non-impact areas to provide adequate protection of adjacent lands. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s). Maintenance of the fence will be performed as needed. 5.1.5 Temporary Seeding For areas undergoing clearing, grading, and disturbance as part of construction activities, where work has temporarily ceased, temporary soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has temporarily ceased. 5.1.6 Manufactured Insert Inlet Protection Install insert inlet protection beneath the grate of all catch basins, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace insert as necessary to ensure proper function. 5.1.7 Erosion Control Blanket Erosion control blankets shall be installed in accordance with manufacturer’s requirements on all slopes exceeding 3:1. Erosion control blankets provide temporary erosion protection, rapid vegetative establishment, and long-term erosion resistance to shear stresses generated by high runoff flow velocities associated with steep slopes. 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed. Permanent soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has permanently ceased. Final site stabilization is achieved when all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. Stormwater Pollution Prevention Plan 2224112 Page 15 5.2.2 Rock Outlet Protection Rock outlet protection shall be installed at the locations as indicated and detailed on the accompanying plans. The installation of rock outlet protection will reduce the velocity and energy of water, such that the flow will not erode downstream surfaces. 5.3 Other Pollutant Controls Part I.B.1.e of GP-0-20-001 prohibits discharges from construction material wastewater, pollutants used in vehicle and equipment operation and maintenance, vehicle and equipment washing and toxic or hazardous substances. The following table identifies materials and/or chemicals commonly used and/or stored on construction sites and should be addressed in the site-specific spill prevention and response plan: Stormwater Pollution Prevention Plan 2224112 Page 16 Table 9: Common Construction Pollutants Material/Chemical Physical Description Stormwater Pollutants Location* Pesticides (insecticides, fungicides, herbicides, rodenticides) Various colored to colorless liquid, powder, pellets, or grains Chlorinated hydrocarbons, organophosphates, carbamates, arsenic Herbicides used for noxious weed control Fertilizer Liquid or solid grains Nitrogen, phosphorous Newly seeded areas Cleaning solvents Colorless, blue, or yellow-green liquid Perchloroethylene, methylene chloride, trichloroethylene, petroleum distillates No equipment cleaning allowed in project limits Asphalt Black solid Oil, petroleum distillates Streets and roofing Concrete White solid/grey liquid Limestone, sand, pH, chromium Curb and gutter, building construction Curing compounds Creamy white liquid Naphtha Curb and gutter Hydraulic oil/fluids Brown oily petroleum hydrocarbon Mineral oil Leaks or broken hoses from equipment Gasoline Colorless, pale brown or pink petroleum hydrocarbon Benzene, ethyl benzene, toluene, xylene, MTBE Secondary containment / staging area Diesel Fuel Clear, blue-green to yellow liquid Petroleum distillate, oil & grease, naphthalene, xylenes Secondary containment / staging area Kerosene Pale yellow liquid petroleum hydrocarbon Coal oil, petroleum distillates Secondary containment / staging area Antifreeze/coolant Clear green/yellow liquid Ethylene glycol, propylene glycol, heavy metals (copper, lead, zinc) Leaks or broken hoses from equipment Sanitary toilets Various colored liquid Bacteria, parasites, and viruses Staging area Construction materials Granular fill Various colored solids Sediment Stockpile / fill areas Subbase course Gray/brown solid Sediment, dust Stockpile Topsoil Brown solid Sediment Stockpile Mulch Various colored solid Sediment, debris Staging area Seed Brown/yellow solid Nutrients, debris Staging area HDPE Storm Pipe Black solid Staging area SDR-35, SDR-21 PVC Pipe Various colored solid Staging area Metals Frames and Grates Gray solid Staging area Joint Sealant Light gray viscous solid Polyurethane Staging area *(Area where material/chemical is used on-site) Stormwater Pollution Prevention Plan 2224112 Page 17 5.4 Construction Housekeeping Practices During the construction phase, the Contractor(s) will implement the following measures: 5.4.1 Sediment Sweeping/Vacuuming Any sediment that is tracked by construction vehicles or erosion onto adjacent public or private impervious surfaces must be swept or vacuumed, utilizing self-propelled and/or walk-behind equipment, and removed on a daily basis. Kick brooms and sweeper attachments are not an acceptable means of sweeping. Sweeping or vacuuming should not take place while tracked sediment is wet. If tracked sediment is compacted, the sediment must be scraped loose prior to sweeping or vacuuming. 5.4.2 Material Stockpiles Material resulting from clearing and grubbing operations that will be stockpiled on-site, must be adequately protected with downgradient erosion and sediment controls. 5.4.3 Equipment Cleaning and Maintenance The Contractor(s) will designate areas for equipment cleaning, maintenance, and repair. The Contractor(s) and subcontractor(s) will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.4.4 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 5.4.5 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed, for the pollutants identified in Section 5.3, for the site by the Contractor(s) that addresses the following: 1. Reducing chance of spills 2. Stopping the source of spills 3. Containing and cleaning up spills 4. Disposing of materials contaminated by spills 5. Training personnel responsible for spill prevention/response 6. Material handling procedures 7. Material storage requirements The plan shall detail the steps required 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 Safety Data Sheets (SDS) 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. 5.4.6 Concrete Washout Areas A temporary concrete washout area shall be provided for every project where concrete will be poured or otherwise formed on-site and shall consist of an excavated or above-ground lined construction pit where concrete trucks or equipment can be washed out after their loads have been discharged. Waste generated from concrete wash water that shall not be allowed to flow into drainage ways, inlets, receiving Stormwater Pollution Prevention Plan 2224112 Page 18 waters, highway right-of-way, or any location other than the designated concrete washout area(s). Proper signage shall be placed adjacent to the facility to designate the “Concrete Washout Area”. Locate the facility a minimum of 100-feet from drainage swales, storm drain inlets, wetlands, streams, and other surface waters. Prevent surface water from entering the washout area. 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 washout area shall include removal of hardened material when 75% of the storage capacity is filled, and a minimum freeboard of 12 inches shall be maintained. The Contractor will be responsible for seeing that these procedures are followed. The project may require the use of multiple concrete washout areas based on the frequency of concrete pours. 5.4.7 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that prevents negative impacts of construction materials on 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. 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING 6.1 Inspection and Maintenance Requirements 6.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Qualified Inspector/Qualified Professional shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Qualified Inspector/Qualified Professional once the erosion and sediment control measures have been installed. 6.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector/Qualified Professional, as defined in Appendix A of the General Permit GP-0-20- 001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of at least once every seven (7) calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the Qualified Inspector/Qualified Professional will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. Stormwater Pollution Prevention Plan 2224112 Page 19 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction access will be constructed where vehicles enter and exit. This access will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify all incidents of non-compliance. Within one (1) business day of the completion of an inspection, the Qualified Inspector/Qualified Professional shall notify the Owner/Operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one (1) business day of the notification and shall complete the corrective actions in a reasonable time frame. In addition to the inspections performed by the Qualified Inspector/Qualified Professional, the Contractor shall perform routine inspections that include a visual check of all erosion and sediment control measures. All inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use, or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers, sediment traps, etc.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. 6.1.3 Temporary Suspension of Construction Activities 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 frequency Stormwater Pollution Prevention Plan 2224112 Page 20 of Qualified Inspector/Qualified Professional inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 5 stormwater contact person and the City of Saratoga Springs in writing. 6.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, all areas disturbed as of the project shutdown date have achieved final stabilization, and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational, the inspections by the Qualified Inspector/Qualified Professional can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 5 stormwater contact person and the City of Saratoga Springs in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT) shall be properly completed and submitted to the NYSDEC. 6.1.5 Post-Construction Inspections and Maintenance Inspections and maintenance of final stabilization measures and post-construction stormwater management practices shall be performed in accordance with Appendix G, once all disturbed areas are stabilized and all stormwater management systems are in place and operable. 6.2 Reporting Requirements 6.2.1 Inspection Reports Pursuant to Part IV.C of GP-0-20-001, inspection reports shall be prepared for the duration of construction, as outlined herein, and shall be signed by the Qualified Inspector or Qualified Professional. A sample inspection form is provided in Appendix F. At a minimum, each inspection report shall record the following information: 1. Date and time of inspection. 2. Name and title of person(s) performing inspection. 3. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection. 4. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow. 5. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody. 6. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance. 7. 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. Stormwater Pollution Prevention Plan 2224112 Page 21 8. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection. 9. Indication of the current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards. 10. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s). 11. Identification and status of all corrective actions that were required by previous inspection. 12. Color photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The Qualified Inspector/Qualified Professional shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The Qualified Inspector/Qualified Professional shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The Qualified Inspector/Qualified Professional shall attach the 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. 6.2.2 Site Log Book Pursuant to Part II.D.2 of GP-0-20-001, the Owner/Operator shall retain a copy of the General Permit, NOI, NOI Acknowledgment Letter, MS4 SWPPP Acceptance Form (if applicable), inspection reports, contractor and subcontractor certification forms, and all documentation necessary to demonstrate eligibility under the permit, at the construction site from commencement of construction activity until the date that all areas of disturbance have achieved final stabilization and the Notice of Termination has been submitted to the NYSDEC. The Site Log Book shall be maintained on-site in a secure location (i.e. job trailer, on-site construction office, or mailbox with lock) and must be accessible during normal business hours to an individual performing a compliance inspection. 6.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of all data used to complete the NOI to be covered by this permit, for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC, at its sole discretion, at any time upon written notification. Records shall be maintained of all post construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix G. 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES A summary of the responsibilities and obligations of all parties involved with compliance with the NYSDEC SPDES General Permit GP-0-20-00 conditions is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-20-001 presented in Appendix J. Stormwater Pollution Prevention Plan 2224112 Page 22 7.1 Owner’s/Operator's Responsibilities 1. Ensure that control measures are selected, designed, installed, implemented and maintained to minimize the discharge of pollutants and prevent a violation of the water quality standards, meeting the non-numeric effluent limitations in Part I.B.1.(a)-(f) of the SPDES General Permit and in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. 2. Ensure that practices are selected, designed, installed, and maintained to meet the performance criteria in the Design Manual. Practices must be designed to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of GP-0-20-001. 3. Retain the services of a “Qualified Inspector” or “Qualified Professional” as defined under Section 2.1, to provide the services outlined in Section 2.5 “Qualified Inspector’s/Qualified Professional’s Responsibilities.” 4. Retain the services of a “Qualified Professional,” as defined under Section 2.1, to provide the services outlined in Section 2.3 “Owner’s/Operator’s Engineers Responsibilities.” 5. Have an authorized corporate officer sign the Owner/Operator Certification Form to accompany the eNOI. A copy of the completed NOI is included in Appendix B. 6. Submit the electronic version of the NOI (eNOI) along with the MS4 SWPPP acceptance form using the NYSDEC’s website (http://www.dec.ny.gov/chemical/43133.html). 7. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as $110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cover, and the annual fee is $110.00. 8. Prior to the commencement of construction activity, identify the contractor(s) and subcontractor(s) that will be responsible for implementing the erosion and sediment control measures and stormwater management practices described in this SWPPP. Have each of these contractors and subcontractors identify at least one “Trained Contractor”, as defined under Section 2.1 that will be responsible for the implementation of the SWPPP. Ensure that the Contractor has at least one “Trained Contractor” on site on a daily basis when soil disturbance activities are being performed. 9. Schedule a pre-construction meeting which shall include the City of Saratoga Springs representative, Owner’s/Operator’s Engineer, Qualified Inspector, Contractor, and their sub- contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 10. Retain the services of an independent certified materials testing and inspection firm operating under the direction of a licensed Professional Engineer to perform regular tests, inspections, and certifications of the construction materials used in the construction of all post-construction stormwater management practices. 11. Retain the services of a NYS licensed land surveyor to perform an as-built topographic survey of the completed post-construction stormwater management facilities. 12. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator’s Engineer to ensure that the provisions of the SWPPP are implemented from Stormwater Pollution Prevention Plan 2224112 Page 23 the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (NOT) has been submitted to the NYSDEC. 13. Forward a copy of the NOI Acknowledgement Letter received from the regulatory agency to the Owner’s/Operator’s Engineer for project records, and to the Contractor for display at the construction site. 14. Maintain a copy of the General Permit (GP-0-20-001), NOI, NOI Acknowledgement Letter, SWPPP, MS4 SWPPP Acceptance Form, inspection reports, Spill Prevention, Countermeasures, Cleanup (“SPCC”) Plan, and all documentation in accordance with Part I.F.8.a.-d of GP-0-20-001 necessary to demonstrate eligibility with the permit at the construction site, until all disturbed areas have achieved final stabilization and the NOT has been submitted to the NYSDEC. Place documents in a secure location that must be accessible during normal business hours to an individual performing a compliance inspection. 15. Prior to submitting a Notice of Termination, ensure for post-construction stormwater management practice(s) that are privately owned, the Owner/Operator has a deed restriction in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 16. Submit a Notice of Termination (NOT) form (see Appendix B) within 48 hours of receipt of the Owner’s/Operator’s Engineer’s certification of final site stabilization to the following: NOTICE OF TERMINATION NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 City of Saratoga Springs 474 Broadway Suite 12 Saratoga Springs, New York 12866 17. Request and receive all SWPPP records from the Owner’s/Operator’s Engineer and archive those records for a minimum of five (5) years after the NOT is filed. 18. Implement the Post-Construction Inspections and Maintenance procedures outlined in Appendix G. 19. The NOI, SWPPP, and inspection reports required by GP-0-20-001 are public documents that the Owner/Operator must make available for review and copying by any person within five (5) business days of the Owner/Operator receiving a written request by any such person to review the NOI, SWPPP, or inspection reports. Copying of documents will be done at the requester’s expense. 20. The Owner/Operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the Owner/Operator shall amend the SWPPP, including construction drawings: a) Whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the project site; Stormwater Pollution Prevention Plan 2224112 Page 24 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,” the Department, or other Regulatory Authority. d) To document the final construction conditions. 21. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. a) Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of the permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. b) Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. 7.2 Owner’s/Operator’s Engineer’s Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with all federal, state, and local regulatory requirements. 2. Prepare the electronic Notice of Intent (eNOI) (see Appendix B) and sign the “SWPPP Preparer Certification Form.” Forward the Owner/Operator Certification Form to the Owner/Operator for signature. 3. Provide copies of the SWPPP to the City of Saratoga Springs once all signatures and attachments are complete. 4. Enter Contractor’s information in Section 2.5 “SWPPP Participants” once a Contractor is selected by the Owner/Operator. 5. Participate in a pre-construction meeting which shall include the City of Saratoga Springs representative, Owner/Operator, Qualified Inspector, Contractor, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 7.3 Contractor's Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix B and forward to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. Stormwater Pollution Prevention Plan 2224112 Page 25 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed. The Trained Contractor shall inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating conditions at all times. If deficiencies are identified, the contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 3. Provide the names and addresses of all subcontractors working on the project site. Require all subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Contractor that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Subcontractor’s Certification Form contained within Appendix B, then forward to the Owner’s/Operator’s Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 4. Maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5 of this SWPPP. This plan shall be provided to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book, prior to mobilization on-site. 5. Participate in a pre-construction meeting which shall include the City of Saratoga Springs representative, Owner/Operator, Owner’s/Operator’s Engineer, Qualified Inspector, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. If Contractor plans on utilizing adjacent properties for material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, Contractor shall submit appropriate documentation to the Owner’s/Operator’s Engineer so that the SWPPP can be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control, conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition at all times. Prepare and retain written documentation of inspections as well as of all repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Begin implementing corrective actions within one (1) business day of receipt of notification by the Qualified Inspector/Qualified Professional that deficiencies exist with the erosion and sediment control measures employed at the site. Corrective actions shall be completed within a reasonable time frame. 10. Maintain a record of the date(s) and location(s) that soil restoration is performed in accordance with the accompanying plans and NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” dated April 2008. A copy of this is publication is provided in Appendix H. The record that is to be maintained shall be a copy of the overall site grading plan delineating the area(s) and date(s) that the soil was restored. Stormwater Pollution Prevention Plan 2224112 Page 26 11. Upon completion of all construction at the site, the contractor responsible for overall SWPPP Compliance shall sign the certification on their Contractor Certification Form indicating that: a.) all temporary erosion and sediment control measures have been removed from the site, b.) the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” and c.) all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities 1. Participate in a pre-construction meeting with the City of Saratoga Springs representative, Owner/Operator, Owner/Operator’s Engineer, Contractor, and their subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 2. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 3. Provide on-site inspections to determine compliance with the SWPPP. Site inspections shall occur at an interval of at least once every seven calendar days. A written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with any deficiencies identified. A sample inspection form is provided in Appendix F. 4. Prepare an inspection report subsequent to each and every inspection that shall include/address the items listed in Part IV.C.4.a-k of GP-0-20-001. Sign all inspection reports and maintain on site with the SWPPP. 5. Notify the owner/operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. 6. Prepare a construction Site Log Book to be used as a record of all inspection reports generated throughout the duration of construction. Ensure that the construction Site Log Book is maintained and kept up-to-date throughout the duration of construction. 7. Review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, soil restoration, inspections, and maintenance logs. 8. Based on the as-built survey and material testing certifications performed by others, the Qualified Professional shall perform evaluations of the completed stormwater management practices to determine whether they were constructed in accordance with this SWPPP. 9. The Qualified Professional shall conduct a final site assessment and prepare a certification letter to the Owner/Operator indicating that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, review of the completed topographic survey, and evaluation of the completed stormwater management facilities, the stormwater management facilities have been constructed substantially in accordance with the contract documents and should function as designed. 10. Prepare the Notice of Termination (NOT). The Qualified Professional shall sign the NOT Certifications VI (Final Stabilization) and VII (Post-construction Stormwater Management Stormwater Pollution Prevention Plan 2224112 Page 27 Practices), and forward the NOT to the Owner/Operator for signature on Certification VIII (Owner/Operator Certification). 11. Transfer the SWPPP documents, along with all NOI's, permit certificates, NOT's, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. Stormwater Pollution Prevention Plan 2224112 Page 28 7.5 SWPPP Participants 1. Owner’s/Operator’s Engineer 2: Walter J. Kubow, PE LaBella Associates, DPC 4 British American Boulevard Latham, NY 12110 Phone: (518) 439-8235 2. Owner/Operator 3: Randell Denton, Executive Director Liberty Affordable Housing Inc. 117 West Liberty Street, Suite 3 Rome NY 13440 Phone: (315) 334-9333 3. Contractor4,6: Name and Title: Company Name: Mailing Address: Phone: Fax: 2 Refer to Appendix B for the SWPPP Preparer Certification Form. 3 Refer to Appendix B for the Owner/Operator Certification Form. 5 Refer to Appendix B for Contractor and Subcontractor Certification Form. 6 Contractor’s information to be entered once the Contractor has been selected. Appendix a: figures A-1: Site Location Map A-2: Soils Map A-3: Historic Places Screening Map A-3A: SHPO Letter of No Effect A-4: Environmental Resource Map A-5: FEMA Firm Map A-6: Pre-Development Watershed Delineation Map A-7: Post-Development Watershed Delineation Map A-8: Construction Sequencing Plan 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 October 11, 2022 Emily Gillen Environmental Analyst LaBella Associates 300 State Street Suite 201 Rochester, NY 14614 Re: USACE Liberty Housing Residential Apartment Complex City of Saratoga Springs, Saratoga County, NY 22PR04534 Dear Emily Gillen: Thank you for requesting the comments of the New York State Historic Preservation Office (SHPO). We have reviewed the provided documentation 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 other 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 National Environmental Policy Act and/or the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8). SHPO has reviewed the Phase I Archaeological Survey Report entitled “Phase IA Literature Search and Sensitivity Assessment & Phase IB Archaeological Field Reconnaissance Survey, Liberty at Saratoga Apartments, Crescent Ave and Bunny Lake Drive, City of Saratoga Springs, Saratoga County, New York” prepared by HCS (September 2022; 22SR00513). The archaeological survey identified the Liberty Precontact/Historic Locus (09140.001963). Based on the report findings, SHPO recommends that the Liberty Precontact/Historic Locus is Not Eligible for inclusion in the National Register of Historic Places, and we concur with the report recommendation that no additional archaeological work is necessary. 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 you have any questions, I can be reached at Jessica.Schreyer@parks.ny.gov. Sincerely, Jessica Schreyer 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 Scientist Archaeology 1/13/2023 4:59:08 PM DRAWING NUMBER:© 2021 LaBella AssociatesVERSION 21.1 PROJECT NAME:DRAWN BY:ISSUED FOR:DATE:PROJECT NO.:Liberty at SaratogaCrescent Avenue & Bunny Lake Drive2224112SWPPP01/13/2023It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect,professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor isaltered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature anddate of such alteration, and a specific description of the alteration.DRAWING NAME:4 British American BoulevardLatham, NY 12110518-439-8235labellapc.comA-6CLDPRE-DEVELOPMENTWATERSHED DELINEATION MAPLEGENDSUBCATCHMENT#Tc PATHSUBCATCHMENT BOUNDARYES-1#REACHES-2AP-1ANALYSIS POINT #1ON-SITE DISCHARGE TONYSDEC WETLANDA-6FIGPRE-DEVELOPMENT WATERSHED DELINEATION MAPSCALE: 1" = 80'AP-1ANALYSIS POINT #1ON-SITE DISCHARGE TONYSDEC WETLANDAP-1ANALYSIS POINT #2ON-SITE DISCHARGE TOISOLATED WETLANDS 36"0,92M 48"1,22M8/29/2023 4:16:31 PM DRAWING NUMBER:© 2021 LaBella AssociatesVERSION 21.1 PROJECT NAME:DRAWN BY:ISSUED FOR:DATE:PROJECT NO.:Liberty at SaratogaCrescent Avenue & Bunny Lake Drive2224112SWPPP08/31/2023It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect,professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor isaltered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature anddate of such alteration, and a specific description of the alteration.DRAWING NAME:4 British American BoulevardLatham, NY 12110518-439-8235labellapc.comA-7CLDPOST-DEVELOPMENTWATERSHED DELINEATION MAPLEGENDSUBCATCHMENT#Tc PATHSUBCATCHMENT BOUNDARY#REACHA-7FIGPOST-DEVELOPMENT WATERSHED DELINEATION MAPSCALE: 1" = 80'PS-1PS-2PS-3PS-4PS-5PS-6PS-7AP-1ANALYSIS POINT #1ON-SITE DISCHARGE TONYSDEC WETLANDAP-1ANALYSIS POINT #1ON-SITE DISCHARGE TONYSDEC WETLANDAP-2ANALYSIS POINT #2ON-SITE DISCHARGE TOISOLATED WETLANDSPS-8PS-9PS-10PS-11PS-12PS-13PS-14PS-15PS-16PS-17PS-18PS-19POND#PD-2PD-1PD-1DB-1DP-3DP-2PS-11aPS-11aPS-6aPS-5aPS-9aPS-4aPS-10aPS-10aPS-20PS-5a 36"0,92M 48"1,22M RevisionsNO:DATE:DESCRIPTION:106/09/2023REVISED PER CITY & COUNTY COMMENTS208/31/2023REVISED PER CITY COMMENTSNOT FOR CONSTRUCT IONDRAWING NAME:8/29/2023 4:15:23 PM DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2022 LaBella Associates\\cash.lab\u\Projects\Liberty Affordable Housing\2224112 - Liberty at Saratoga\05_Design\Civil\LD-LA\3_SWPPP\Parts\2_App A_FIG8_2224112_SEQUENCING.dwg LIBERTY AFFORDABLEHOUSING, INC.117 WEST LIBERTY STREET, SUITE 3ROME, NEW YORK 13440LIBERTY AT SARATOGACRESCENT AVENUE & BUNNY LAKE DRIVECITY OF SARATOGA SPRINGSSARATOGA COUNTYNEW YORK2224112PLANNING BOARD REVIEW01/13/2023It is a violation of New York Education Law Article 145Sec.7209, for any person, unless acting under the directionof a licensed architect, professional engineer, landsurveyor, landscape architect or geologist to alter an itemin any way. If an item bearing the seal of an architect,engineer, or land surveyor is altered; the altering architect,engineer, land surveyor, landscape architect or geologistshall affix to the item their seal and notation "altered by"followed by their signature and date of such alteration, anda specific description of the alteration.4 British American BoulevardLatham, NY 12110518-439-8235labellapc.comSEDWJKGENERAL CONSTRUCTION SEQUENCING NOTES:CONSTRUCTION SEQUENCE: DESCRIPTION OF CONSTRUCTION STAGES:STAGEACRESLEGENDFIG 8CONSTRUCTIONSEQUENCING PLANFIG 81CONSTRUCTION SEQUENCING PLANSCALE: 1" = 60' Appendix B: forms Notice of Intent (NOI) MS4 SWPPP Acceptance Form SWPPP Preparer Certification Form Owner/Operator Certification Form Contractor and Subcontractor Certification Forms Notice of Termination (NOT) SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-0 01) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 Liberty at Saratoga Liberty Affordable Housing, Inc. KubowJWalter Stormwater Pollution Prevention Plan Contractor Certification Statement (Responsible for overall SWPPP Compliance) Liberty at Saratoga Crescent Avenue & Bunny Lake Drive, City of Saratoga Springs, Saratoga County, New York This is to certify that the following contracting firm will be responsible for installing, constructing, repairing, inspecting and/or maintaining the erosion and sediment control practices and post-construction stormwater management control practices required by the SWPPP. Contracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 1 Responsible for SWPPP Implementation (Provide name, title, and date of last training) _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ Prior to commencement of construction activity, the following certification shall be issued: I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations. Printed Name: Title/Position: Signature: Date: Upon completion of construction activities, the following certification shall be issued, prior to issuance of the NOT: I hereby certify that that all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. I further certify that all temporary erosion and sediment control measures have been removed from the site, and that the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction”. Printed Name: Title/Position: Signature: Date: 1 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company that meets the “qualified inspector” qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. 2 Signatory Requirements: a. For a corporation, this form shall be signed by (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principle business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. b. For a partnership or sole proprietorship, this form shall be signed by a general partner or the proprietor, respectively. c. For a municipality, State, Federal, or other public agency, this form shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. Regional Administrators of EPA). Stormwater Pollution Prevention Plan Subcontractor Certification Statement (whose work involves soil disturbance) Liberty at Saratoga Crescent Avenue & Bunny Lake Drive, City of Saratoga Springs, Saratoga County, New York Each Subcontractor whose work will involve soil disturbance of any kind is required to complete and sign this Certification Statement before commencing any construction activity at the site. This completed Certification Statement(s) shall be maintained at the construction site in the Site Log Book. Subcontracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 2 Responsible for SWPPP Implementation (Provide name, title, and date of last training) Prior to commencement of construction activities, the following certification shall be issued: I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations. Printed Name: Title/Position: Signature: Date: 2 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company that meets the “qualified inspector” qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. 2 Signatory Requirements: a. For a corporation, this form shall be signed by (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principle business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. b. For a partnership or sole proprietorship, this form shall be signed by a general partner or the proprietor, respectively. c. For a municipality, State, Federal, or other public agency, this form shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. Regional Administrators of EPA). Appendix c: Project evaluation and design calculations Stormwater Pollution Prevention Plan Liberty at Saratoga Table A - Page 1 Appendix C - Table A Step 1 - Evaluation of Green Infrastructure Planning Measures Group Practice Description Applicable Project Specific Evaluation Preservation of Undisturbed Areas Delineate and place into permanent conservation undisturbed forests, native vegetated areas, riparian corridors, wetlands, and natural terrain. Yes The proposed site layout has been designed to limit land disturbance to the greatest extent practical. Approximately 21.5+/- Acres of land will remain undisturbed, in its natural state, which accounts for 71% of the total project parcel. Additionally, the project proposes to place approximately 19.9 acres of undisturbed wetland and buffer areas into permanent conservation. Preservation of Buffers Define, delineate and preserve naturally vegetated buffers along perennial streams, rivers, shorelines and wetlands. No There are multiple wetlands located on the project site. The NYSDEC wetland has an associated 100' regulated buffer. Impacts to the regulated buffer and the isolated wetlands has been mitigated to the grwatest extent practical. However, soe disturbance will occur in these areas to facilitate grading of the site to allow for sufficient conveyance of stormwater runoff. Reduction of Clearing and Grading Limit clearing and grading to the minimum amount needed for roads, driveways, foundations, utilities and stormwater management facilities. Yes Clearing and grading will be limited to the area of disturbance and will be minimized to the greatest extent practical. The limits of all proposed clearing will be demarcated in the field with orange construction fencing, prior to construction, to prevent unnecessary removal of trees. Locating Development in Less Sensitive Areas Avoid sensitive resource areas such as floodplains, steep slopes, erodible soils, wetlands, mature forests and critical habitats by locating development to fit the terrain in areas that will create the least impact. No The site layout has been designed to avoid sensitive resource areas to the greatest extent practical. The site layout will avoid disturbance to wetlands and filling within the 100-year floodplain to the maximum extent possible. However some disturbance is required to facilitate site grading. There are no floodplains, steep slopes, or erodible soils located on the project site Open Space Design Use clustering, conservation design or open space design to reduce impervious cover, preserve more open space and protect water resources. N/A This project is not a subdivision. Soil Restoration Restore the original properties and porosity of the soil by deep till and amendment with compost to reduce the generation of runoff and enhance the runoff reduction performance of practices such as downspout disconnections, grass channels, filter strips, and tree clusters. Yes Full soil restoration is proposed for all areas of disturbance that will not become hardscape. All areas will be stabilized with seed & mulch, and landscaped areas will be provided.Preservation of Natural ResourcesLaBella Project No. 2224112 LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga Table A - Page 2 Roadway Reduction Minimize roadway widths and lengths to reduce site impervious area No Reducing the roadway width is not feasible for the intended use. Sidewalk Reduction Minimize sidewalk lengths and widths to reduce site impervious area Yes Sidewalk widths and lengths have been minimized to the greatest extent practical. Driveway Reduction Minimize driveway lengths and widths to reduce site impervious area Yes The project is proposing a single paved driveway. A secondary entrance is being provided for emergency access but will be constructed of pervious materials. Cul-de-sac Reduction Minimize the number of cul-de-sacs and incorporate landscaped areas to reduce their impervious cover. Yes Landscaping has been incorporated into the proposed cul-de-sac. Building Footprint Reduction Reduce the impervious footprint of residences and commercial buildings by using alternate or taller buildings while maintaining the same floor to area ratio. Yes All new building area has been allocated to efficiently implement the intended use. Parking Reduction Reduce imperviousness on parking lots by eliminating unneeded spaces, providing compact car spaces and efficient parking lanes, minimizing stall dimensions, using porous pavement surfaces in overflow parking areas, and using multi-storied parking decks where appropriate. Yes On-site parking has been allocated to provide a sufficient number of spaces for the intended use. The majority of the provided parking stalls will be constructed of a permeable surface, in order to greatly reduce overall impervious surface.Reduction of Impervious CoverLaBella Project No. 2224112 LaBella Associates Stormwater Pollution Prevention PlanLiberty at Saratogawhere:PAImpervious CoverIRv(inches)(acres)(acres)(%)(af)(cf)Total 1.15 8.772 5.102 58 0.57 0.481 20,950PP-1 1.15 3.146 2.497 79 0.76 0.229 9,980WQvSMP IDA = Drainage area (acres) contributing to the SMPThe following table presents the WQv calculations for each of the proposed stormwater management practices (SMPs).P = 90% Rainfall Event Number (inches) (interpolated from Design Manual Fig 4.1)WQv = (P x Rv x A) / 12I = Impervious Cover (%) within the drainage area contributing to the SMPAppendix C - Table BStep 2 - Determine Water Quality Treatment Volume (WQv)Section 4.2 of the NYSDEC Stormwater Management Design Manual describes the Water Quality Volume equation as:WQv = Water Quality Volume (acre-feet)Rv = 0.05 + 0.009 (I)LaBella Project No. 2224112LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga Contributing Area (Acres) Impervious Area (Acres) Percent Impervious %Rv WQv (cf)Precipitation (in) 28.65 5.10 18 0.21 25,360 1.15 19.88 8.77 5.10 0.21 7,763 1.15 RRv=17,597 CF Appendix C - Table C1 Calculate Provided Runoff Reduction Volume *Theoretical WQv is equal to the calculated WQv to a given design point, including the conservation area although not required to be treated. Practice Specific Sizing Calculation Worksheet CONSERVATION OF NATURAL AREAS (RR-1) Calculate Provided Water Quality Volume Theoretical WQv* Conservation Area Area Reduction WQv LaBella Project No. 2224112 LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga Page 1 where: 9,980 CF Ap=Vw/(n x dt) where: Ap = Required porous concrete surface area (SF) Vw = Design Volume (CF) dt = Depth of gravel bed (FT) Vw dt n Minimum Provided Ap (cubic feet)(feet)(ft/day)(sq-ft)(sq-ft) PP 9,980 1 0.4 24,950 49,397 Provided WQv = Ap*n*dt Af = 49397 SF n = 0.4 CF dt = 1 CF Provided WQv = 19,759 CF Soil Type =D Underdrain? No RRv = 19,759 CF RRv Applied =9,980 CF I = Impervious Cover (%) within the drainage area contributing to the SWM practice *Value taken from Appendix C - Table B Calculate Required Stone Reservoir Area A = Drainage area (square feet) contributing to the SWM practice Appendix C - Table C2 Required WQv = Calculate Provided Runoff Reduction Volume Practice Specific Sizing Calculation Worksheet POROUS PAVEMENT (PP) SMP ID Calculate Provided Water Quality Volume WQv = (P/12) * Rv * A WQv = Water Quality Volume (acre-feet) P = 1-year 24-hour design storm (inches) Rv = 0.05 + 0.009 (I) LaBella Project No.: 2224112 LaBella Associates Appendix d: Pre-development stormwater modeling ES-1 ES-2 AP-1 NYSDEC Wetland AP-2 Isolated Wetlands Routing Diagram for 3_App D_Pre-Development Model Prepared by Labella Associates, Printed 8/15/2023 HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 2HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=238,832 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment ES-1: Flow Length=597' Tc=44.9 min CN=77 Runoff=1.41 cfs 0.264 af Runoff Area=143,288 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment ES-2: Flow Length=614' Tc=44.3 min CN=77 Runoff=0.86 cfs 0.158 af Inflow=1.41 cfs 0.264 afReach AP-1: NYSDEC Wetland Outflow=1.41 cfs 0.264 af Inflow=0.86 cfs 0.158 afReach AP-2: Isolated Wetlands Outflow=0.86 cfs 0.158 af Total Runoff Area = 8.772 ac Runoff Volume = 0.422 af Average Runoff Depth = 0.58" 100.00% Pervious = 8.772 ac 0.00% Impervious = 0.000 ac Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 3HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 1.41 cfs @ 12.63 hrs, Volume= 0.264 af, Depth= 0.58" Routed to Reach AP-1 : NYSDEC Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 238,024 77 Woods, Good, HSG D 808 80 >75% Grass cover, Good, HSG D 238,832 77 Weighted Average 238,832 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.8 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 3.3 100 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.8 397 0.0055 0.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.9 597 Total Summary for Subcatchment ES-2: Runoff = 0.86 cfs @ 12.65 hrs, Volume= 0.158 af, Depth= 0.58" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 142,336 77 Woods, Good, HSG D 952 80 >75% Grass cover, Good, HSG D 143,288 77 Weighted Average 143,288 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 17.6 514 0.0095 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.3 614 Total Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 4HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 5.483 ac, 0.00% Impervious, Inflow Depth = 0.58" for 1-yr event Inflow = 1.41 cfs @ 12.63 hrs, Volume= 0.264 af Outflow = 1.41 cfs @ 12.63 hrs, Volume= 0.264 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach AP-2: Isolated Wetlands Inflow Area = 3.289 ac, 0.00% Impervious, Inflow Depth = 0.58" for 1-yr event Inflow = 0.86 cfs @ 12.65 hrs, Volume= 0.158 af Outflow = 0.86 cfs @ 12.65 hrs, Volume= 0.158 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 5HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=238,832 sf 0.00% Impervious Runoff Depth=1.60"Subcatchment ES-1: Flow Length=597' Tc=44.9 min CN=77 Runoff=4.71 cfs 0.733 af Runoff Area=143,288 sf 0.00% Impervious Runoff Depth=1.60"Subcatchment ES-2: Flow Length=614' Tc=44.3 min CN=77 Runoff=2.85 cfs 0.440 af Inflow=4.71 cfs 0.733 afReach AP-1: NYSDEC Wetland Outflow=4.71 cfs 0.733 af Inflow=2.85 cfs 0.440 afReach AP-2: Isolated Wetlands Outflow=2.85 cfs 0.440 af Total Runoff Area = 8.772 ac Runoff Volume = 1.172 af Average Runoff Depth = 1.60" 100.00% Pervious = 8.772 ac 0.00% Impervious = 0.000 ac Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 6HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 4.71 cfs @ 12.62 hrs, Volume= 0.733 af, Depth= 1.60" Routed to Reach AP-1 : NYSDEC Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 238,024 77 Woods, Good, HSG D 808 80 >75% Grass cover, Good, HSG D 238,832 77 Weighted Average 238,832 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.8 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 3.3 100 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.8 397 0.0055 0.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.9 597 Total Summary for Subcatchment ES-2: Runoff = 2.85 cfs @ 12.60 hrs, Volume= 0.440 af, Depth= 1.60" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 142,336 77 Woods, Good, HSG D 952 80 >75% Grass cover, Good, HSG D 143,288 77 Weighted Average 143,288 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 17.6 514 0.0095 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.3 614 Total Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 7HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 5.483 ac, 0.00% Impervious, Inflow Depth = 1.60" for 10-yr event Inflow = 4.71 cfs @ 12.62 hrs, Volume= 0.733 af Outflow = 4.71 cfs @ 12.62 hrs, Volume= 0.733 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach AP-2: Isolated Wetlands Inflow Area = 3.289 ac, 0.00% Impervious, Inflow Depth = 1.60" for 10-yr event Inflow = 2.85 cfs @ 12.60 hrs, Volume= 0.440 af Outflow = 2.85 cfs @ 12.60 hrs, Volume= 0.440 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 8HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=238,832 sf 0.00% Impervious Runoff Depth=3.71"Subcatchment ES-1: Flow Length=597' Tc=44.9 min CN=77 Runoff=11.37 cfs 1.694 af Runoff Area=143,288 sf 0.00% Impervious Runoff Depth=3.71"Subcatchment ES-2: Flow Length=614' Tc=44.3 min CN=77 Runoff=6.91 cfs 1.016 af Inflow=11.37 cfs 1.694 afReach AP-1: NYSDEC Wetland Outflow=11.37 cfs 1.694 af Inflow=6.91 cfs 1.016 afReach AP-2: Isolated Wetlands Outflow=6.91 cfs 1.016 af Total Runoff Area = 8.772 ac Runoff Volume = 2.710 af Average Runoff Depth = 3.71" 100.00% Pervious = 8.772 ac 0.00% Impervious = 0.000 ac Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 9HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 11.37 cfs @ 12.61 hrs, Volume= 1.694 af, Depth= 3.71" Routed to Reach AP-1 : NYSDEC Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 238,024 77 Woods, Good, HSG D 808 80 >75% Grass cover, Good, HSG D 238,832 77 Weighted Average 238,832 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.8 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 3.3 100 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.8 397 0.0055 0.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.9 597 Total Summary for Subcatchment ES-2: Runoff = 6.91 cfs @ 12.56 hrs, Volume= 1.016 af, Depth= 3.71" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 142,336 77 Woods, Good, HSG D 952 80 >75% Grass cover, Good, HSG D 143,288 77 Weighted Average 143,288 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 17.6 514 0.0095 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.3 614 Total Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App D_Pre-Development Model Printed 8/15/2023Prepared by Labella Associates Page 10HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 5.483 ac, 0.00% Impervious, Inflow Depth = 3.71" for 100-yr event Inflow = 11.37 cfs @ 12.61 hrs, Volume= 1.694 af Outflow = 11.37 cfs @ 12.61 hrs, Volume= 1.694 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach AP-2: Isolated Wetlands Inflow Area = 3.289 ac, 0.00% Impervious, Inflow Depth = 3.71" for 100-yr event Inflow = 6.91 cfs @ 12.56 hrs, Volume= 1.016 af Outflow = 6.91 cfs @ 12.56 hrs, Volume= 1.016 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Appendix e: Post development stormwater modeling PS-1 NE Parking PS-10 SW Loop Road PS-10a SW Loop Road Porous PS-11 N Loop Road PS-11a N Loop Road Porous PS-12 North Building PS-13 Storage Building PS-14 Detention Basin PS-15 NW LandscapingPS-16 Playground Lawn PS-17 S Circle PS-18 Remaining ES-1 PS-19 Remaining ES-2 PS-2 SE Parking PS-20 S Building PS-3 NW Parking PS-4 SW Parking PS-4a SW Loop Road Porous PS-5 East Boulevard PS-5a East Blvd Porous PS-6 West Boulevard PS-6a West Blvd Porous PS-7 SE Landscaping PS-8 NE Landscaping PS-9 Southern Loading Zone PS-9a Southern LZ Porous AP-1 NYSDEC Wetland AP-2 Isolated Wetlands DP-4 DB-1 Detention Basin DP-2 Catch Basin DP-3 Catch Basin PD-1 Planted Depression PD-2 Planted Depression PP-1 PP-10 PP-11 PP-2PP-3 PP-4 PP-4a PP-5 PP-6 PP-9 Routing Diagram for 3_App E_Post-Development Model Prepared by Labella Associates, Printed 8/15/2023 HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 2HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,114 sf 77.20% Impervious Runoff Depth=1.61"Subcatchment PS-1: NE Parking Flow Length=377' Tc=6.3 min CN=94 Runoff=1.71 cfs 0.108 af Runoff Area=7,172 sf 55.13% Impervious Runoff Depth=1.29"Subcatchment PS-10: SW Loop Road Tc=6.0 min CN=90 Runoff=0.29 cfs 0.018 af Runoff Area=3,182 sf 95.57% Impervious Runoff Depth=1.90"Subcatchment PS-10a: SW Loop Road Tc=6.0 min CN=97 Runoff=0.18 cfs 0.012 af Runoff Area=7,820 sf 68.75% Impervious Runoff Depth=1.44"Subcatchment PS-11: N Loop Road Tc=6.0 min CN=92 Runoff=0.35 cfs 0.022 af Runoff Area=2,670 sf 100.00% Impervious Runoff Depth=2.00"Subcatchment PS-11a: N Loop Road Tc=6.0 min CN=98 Runoff=0.15 cfs 0.010 af Runoff Area=26,617 sf 100.00% Impervious Runoff Depth=2.00"Subcatchment PS-12: North Building Tc=6.0 min CN=98 Runoff=1.52 cfs 0.102 af Runoff Area=1,949 sf 100.00% Impervious Runoff Depth=2.00"Subcatchment PS-13: Storage Building Tc=6.0 min CN=98 Runoff=0.11 cfs 0.007 af Runoff Area=27,897 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment PS-14: Detention Basin Flow Length=255' Tc=15.8 min CN=80 Runoff=0.37 cfs 0.038 af Runoff Area=1,935 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment PS-15: NW Landscaping Tc=6.0 min CN=80 Runoff=0.04 cfs 0.003 af Runoff Area=13,372 sf 2.51% Impervious Runoff Depth=0.71"Subcatchment PS-16: Playground Lawn Flow Length=122' Slope=0.0234 '/' Tc=10.5 min CN=80 Runoff=0.22 cfs 0.018 af Runoff Area=14,211 sf 86.07% Impervious Runoff Depth=1.70"Subcatchment PS-17: S Circle Tc=6.0 min CN=95 Runoff=0.73 cfs 0.046 af Runoff Area=42,111 sf 7.30% Impervious Runoff Depth=0.71"Subcatchment PS-18: Remaining ES-1 Flow Length=38' Tc=6.6 min CN=80 Runoff=0.82 cfs 0.057 af Runoff Area=24,129 sf 1.49% Impervious Runoff Depth=0.66"Subcatchment PS-19: Remaining ES-2 Flow Length=59' Tc=15.2 min CN=79 Runoff=0.30 cfs 0.031 af Runoff Area=35,027 sf 80.08% Impervious Runoff Depth=1.61"Subcatchment PS-2: SE Parking Tc=6.0 min CN=94 Runoff=1.73 cfs 0.108 af Runoff Area=25,265 sf 100.00% Impervious Runoff Depth=2.00"Subcatchment PS-20: S Building Tc=6.0 min CN=98 Runoff=1.45 cfs 0.097 af Runoff Area=27,564 sf 81.77% Impervious Runoff Depth=1.70"Subcatchment PS-3: NW Parking Tc=6.0 min CN=95 Runoff=1.42 cfs 0.090 af Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 3HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Runoff Area=23,142 sf 68.12% Impervious Runoff Depth=1.44"Subcatchment PS-4: SW Parking Tc=6.0 min CN=92 Runoff=1.04 cfs 0.064 af Runoff Area=4,047 sf 92.17% Impervious Runoff Depth=1.90"Subcatchment PS-4a: SW Loop Road Tc=6.0 min CN=97 Runoff=0.23 cfs 0.015 af Runoff Area=24,790 sf 71.03% Impervious Runoff Depth=1.53"Subcatchment PS-5: East Boulevard Tc=6.0 min CN=93 Runoff=1.17 cfs 0.072 af Runoff Area=2,663 sf 89.64% Impervious Runoff Depth=1.80"Subcatchment PS-5a: East Blvd Porous Tc=6.0 min CN=96 Runoff=0.14 cfs 0.009 af Runoff Area=19,210 sf 65.66% Impervious Runoff Depth=1.44"Subcatchment PS-6: West Boulevard Tc=6.0 min CN=92 Runoff=0.86 cfs 0.053 af Runoff Area=1,760 sf 100.00% Impervious Runoff Depth=2.00"Subcatchment PS-6a: West Blvd Porous Tc=6.0 min CN=98 Runoff=0.10 cfs 0.007 af Runoff Area=1,688 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment PS-7: SE Landscaping Tc=6.0 min CN=80 Runoff=0.03 cfs 0.002 af Runoff Area=1,352 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment PS-8: NE Landscaping Tc=6.0 min CN=80 Runoff=0.03 cfs 0.002 af Runoff Area=5,571 sf 62.48% Impervious Runoff Depth=1.37"Subcatchment PS-9: Southern Loading Tc=6.0 min CN=91 Runoff=0.24 cfs 0.015 af Runoff Area=1,863 sf 92.43% Impervious Runoff Depth=1.90"Subcatchment PS-9a: Southern LZ Porous Tc=6.0 min CN=97 Runoff=0.10 cfs 0.007 af Inflow=1.59 cfs 0.146 afReach AP-1: NYSDEC Wetland Outflow=1.59 cfs 0.146 af Inflow=0.76 cfs 0.429 afReach AP-2: Isolated Wetlands Outflow=0.76 cfs 0.429 af Avg. Flow Depth=0.27' Max Vel=2.28 fps Inflow=0.35 cfs 0.022 afReach DP-4: 10.0" Round Pipe n=0.013 L=55.0' S=0.0049 '/' Capacity=1.54 cfs Outflow=0.35 cfs 0.022 af Peak Elev=303.98' Storage=8,716 cf Inflow=4.68 cfs 0.398 afPond DB-1: Detention Basin Primary=0.48 cfs 0.391 af Secondary=0.00 cfs 0.000 af Outflow=0.48 cfs 0.391 af Peak Elev=305.31' Storage=23 cf Inflow=1.42 cfs 0.144 afPond DP-2: Catch Basin 12.0" Round Culvert n=0.013 L=65.0' S=0.0049 '/' Outflow=1.42 cfs 0.144 af Peak Elev=304.74' Storage=5 cf Inflow=0.29 cfs 0.018 afPond DP-3: Catch Basin 12.0" Round Culvert n=0.013 L=57.0' S=0.0051 '/' Outflow=0.29 cfs 0.018 af Peak Elev=306.88' Storage=799 cf Inflow=2.09 cfs 0.130 afPond PD-1: Planted Depression 12.0" Round Culvert n=0.013 L=29.0' S=0.0217 '/' Outflow=1.27 cfs 0.130 af Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 4HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev=306.07' Storage=488 cf Inflow=0.94 cfs 0.067 afPond PD-2: Planted Depression 10.0" Round Culvert n=0.013 L=117.0' S=0.0051 '/' Outflow=0.55 cfs 0.067 af Peak Elev=305.16' Storage=0 cf Inflow=1.71 cfs 0.108 afPond PP-1: Discarded=1.71 cfs 0.108 af Primary=0.00 cfs 0.000 af Outflow=1.71 cfs 0.108 af Peak Elev=305.80' Storage=0 cf Inflow=0.18 cfs 0.012 afPond PP-10: Discarded=0.18 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.18 cfs 0.012 af Peak Elev=306.72' Storage=0 cf Inflow=0.15 cfs 0.010 afPond PP-11: Discarded=0.15 cfs 0.010 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.010 af Peak Elev=305.23' Storage=0 cf Inflow=1.73 cfs 0.108 afPond PP-2: Discarded=1.73 cfs 0.108 af Primary=0.00 cfs 0.000 af Outflow=1.73 cfs 0.108 af Peak Elev=305.70' Storage=114 cf Inflow=1.42 cfs 0.090 afPond PP-3: Discarded=0.98 cfs 0.090 af Primary=0.00 cfs 0.000 af Outflow=0.98 cfs 0.090 af Peak Elev=304.60' Storage=0 cf Inflow=1.04 cfs 0.064 afPond PP-4: Discarded=1.04 cfs 0.064 af Primary=0.00 cfs 0.000 af Outflow=1.04 cfs 0.064 af Peak Elev=306.42' Storage=0 cf Inflow=0.23 cfs 0.015 afPond PP-4a: Discarded=0.23 cfs 0.015 af Primary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.015 af Peak Elev=307.79' Storage=0 cf Inflow=0.14 cfs 0.009 afPond PP-5: Discarded=0.14 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.14 cfs 0.009 af Peak Elev=308.08' Storage=0 cf Inflow=0.10 cfs 0.007 afPond PP-6: Discarded=0.10 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.007 af Peak Elev=307.85' Storage=0 cf Inflow=0.10 cfs 0.007 afPond PP-9: Discarded=0.10 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.007 af Total Runoff Area = 8.772 ac Runoff Volume = 1.011 af Average Runoff Depth = 1.38" 42.00% Pervious = 3.684 ac 58.00% Impervious = 5.088 ac Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 5HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: NE Parking Runoff = 1.71 cfs @ 12.04 hrs, Volume= 0.108 af, Depth= 1.61" Routed to Pond PP-1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 8,005 80 >75% Grass cover, Good, HSG D 15,869 98 Paved parking, HSG D * 11,240 98 Porous Asphalt 35,114 94 Weighted Average 8,005 22.80% Pervious Area 27,109 77.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 21 0.0223 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.3 79 0.0132 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.61" 2.0 277 0.0129 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 377 Total Summary for Subcatchment PS-10: SW Loop Road Runoff = 0.29 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 1.29" Routed to Pond DP-3 : Catch Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 3,218 80 >75% Grass cover, Good, HSG D 3,954 98 Paved parking, HSG D 7,172 90 Weighted Average 3,218 44.87% Pervious Area 3,954 55.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 6HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-10a: SW Loop Road Porous Runoff = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af, Depth= 1.90" Routed to Pond PP-10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 141 80 >75% Grass cover, Good, HSG D 861 98 Paved parking, HSG D * 2,180 98 Porous Asphalt 3,182 97 Weighted Average 141 4.43% Pervious Area 3,041 95.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11: N Loop Road Runoff = 0.35 cfs @ 12.04 hrs, Volume= 0.022 af, Depth= 1.44" Routed to Reach DP-4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 2,444 80 >75% Grass cover, Good, HSG D 5,376 98 Paved parking, HSG D 7,820 92 Weighted Average 2,444 31.25% Pervious Area 5,376 68.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11a: N Loop Road Porous Runoff = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af, Depth= 2.00" Routed to Pond PP-11 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 7HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 105 98 Paved parking, HSG D * 2,565 98 Porous Asphalt 2,670 98 Weighted Average 2,670 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-12: North Building Runoff = 1.52 cfs @ 12.04 hrs, Volume= 0.102 af, Depth= 2.00" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 26,617 98 Roofs, HSG D 26,617 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-13: Storage Building Runoff = 0.11 cfs @ 12.04 hrs, Volume= 0.007 af, Depth= 2.00" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 1,949 98 Roofs, HSG D 1,949 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-14: Detention Basin Runoff = 0.37 cfs @ 12.18 hrs, Volume= 0.038 af, Depth= 0.71" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 8HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 26,125 80 >75% Grass cover, Good, HSG D 1,772 77 Woods, Good, HSG D 27,897 80 Weighted Average 27,897 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 100 0.0127 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 2.8 155 0.0177 0.93 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.8 255 Total Summary for Subcatchment PS-15: NW Landscaping Runoff = 0.04 cfs @ 12.04 hrs, Volume= 0.003 af, Depth= 0.71" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 1,935 80 >75% Grass cover, Good, HSG D 1,935 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-16: Playground Lawn Runoff = 0.22 cfs @ 12.10 hrs, Volume= 0.018 af, Depth= 0.71" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 13,036 80 >75% Grass cover, Good, HSG D 336 98 Paved parking, HSG D 13,372 80 Weighted Average 13,036 97.49% Pervious Area 336 2.51% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 9HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 100 0.0234 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 0.3 22 0.0234 1.07 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.5 122 Total Summary for Subcatchment PS-17: S Circle Runoff = 0.73 cfs @ 12.04 hrs, Volume= 0.046 af, Depth= 1.70" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 1,979 80 >75% Grass cover, Good, HSG D 12,232 98 Paved parking, HSG D 14,211 95 Weighted Average 1,979 13.93% Pervious Area 12,232 86.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-18: Remaining ES-1 Runoff = 0.82 cfs @ 12.05 hrs, Volume= 0.057 af, Depth= 0.71" Routed to Reach AP-1 : NYSDEC Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 23,965 80 >75% Grass cover, Good, HSG D 3,075 98 Paved parking, HSG D 15,071 77 Woods, Good, HSG D 42,111 80 Weighted Average 39,036 92.70% Pervious Area 3,075 7.30% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 10HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 26 0.1923 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 5.1 12 0.0133 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 6.6 38 Total Summary for Subcatchment PS-19: Remaining ES-2 Runoff = 0.30 cfs @ 12.18 hrs, Volume= 0.031 af, Depth= 0.66" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 15,288 80 >75% Grass cover, Good, HSG D 359 98 Paved parking, HSG D 8,482 77 Woods, Good, HSG D 24,129 79 Weighted Average 23,770 98.51% Pervious Area 359 1.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 10 0.1690 0.23 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.7 13 0.0338 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 12.8 36 0.0122 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 15.2 59 Total Summary for Subcatchment PS-2: SE Parking Runoff = 1.73 cfs @ 12.04 hrs, Volume= 0.108 af, Depth= 1.61" Routed to Pond PP-2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 6,978 80 >75% Grass cover, Good, HSG D 15,683 98 Paved parking, HSG D * 12,366 98 Porous Asphalt 35,027 94 Weighted Average 6,978 19.92% Pervious Area 28,049 80.08% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 11HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-20: S Building Runoff = 1.45 cfs @ 12.04 hrs, Volume= 0.097 af, Depth= 2.00" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 25,265 98 Roofs, HSG D 25,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-3: NW Parking Runoff = 1.42 cfs @ 12.04 hrs, Volume= 0.090 af, Depth= 1.70" Routed to Pond PP-3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 5,024 80 >75% Grass cover, Good, HSG D 14,091 98 Paved parking, HSG D * 8,449 98 Porous Asphalt 27,564 95 Weighted Average 5,024 18.23% Pervious Area 22,540 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-4: SW Parking Runoff = 1.04 cfs @ 12.04 hrs, Volume= 0.064 af, Depth= 1.44" Routed to Pond PP-4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 12HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 7,378 80 >75% Grass cover, Good, HSG D 10,564 98 Paved parking, HSG D * 5,200 98 Porous Asphalt 23,142 92 Weighted Average 7,378 31.88% Pervious Area 15,764 68.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-4a: SW Loop Road Porous Runoff = 0.23 cfs @ 12.04 hrs, Volume= 0.015 af, Depth= 1.90" Routed to Pond PP-4a : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 317 80 >75% Grass cover, Good, HSG D 1,033 98 Paved parking, HSG D * 2,697 98 Porous Asphalt 4,047 97 Weighted Average 317 7.83% Pervious Area 3,730 92.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5: East Boulevard Runoff = 1.17 cfs @ 12.04 hrs, Volume= 0.072 af, Depth= 1.53" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 7,182 80 >75% Grass cover, Good, HSG D 17,608 98 Paved parking, HSG D 24,790 93 Weighted Average 7,182 28.97% Pervious Area 17,608 71.03% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 13HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5a: East Blvd Porous Runoff = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af, Depth= 1.80" Routed to Pond PP-5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 276 80 >75% Grass cover, Good, HSG D 248 98 Paved parking, HSG D * 2,139 98 Porous Asphalt 2,663 96 Weighted Average 276 10.36% Pervious Area 2,387 89.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-6: West Boulevard Runoff = 0.86 cfs @ 12.04 hrs, Volume= 0.053 af, Depth= 1.44" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 6,597 80 >75% Grass cover, Good, HSG D 12,613 98 Paved parking, HSG D 19,210 92 Weighted Average 6,597 34.34% Pervious Area 12,613 65.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 14HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-6a: West Blvd Porous Runoff = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af, Depth= 2.00" Routed to Pond PP-6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 503 98 Paved parking, HSG D * 1,257 98 Porous Asphalt 1,760 98 Weighted Average 1,760 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-7: SE Landscaping Runoff = 0.03 cfs @ 12.04 hrs, Volume= 0.002 af, Depth= 0.71" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 1,688 80 >75% Grass cover, Good, HSG D 1,688 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-8: NE Landscaping Runoff = 0.03 cfs @ 12.04 hrs, Volume= 0.002 af, Depth= 0.71" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 1,352 80 >75% Grass cover, Good, HSG D 1,352 100.00% Pervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 15HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9: Southern Loading Zone Runoff = 0.24 cfs @ 12.04 hrs, Volume= 0.015 af, Depth= 1.37" Routed to Pond DP-2 : Catch Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 3,481 98 Paved parking, HSG D 2,090 80 >75% Grass cover, Good, HSG D 5,571 91 Weighted Average 2,090 37.52% Pervious Area 3,481 62.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9a: Southern LZ Porous Runoff = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af, Depth= 1.90" Routed to Pond PP-9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 1-yr Rainfall=2.23" Area (sf) CN Description 141 80 >75% Grass cover, Good, HSG D 405 98 Paved parking, HSG D * 1,317 98 Porous Asphalt 1,863 97 Weighted Average 141 7.57% Pervious Area 1,722 92.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 16HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 3.324 ac, 50.65% Impervious, Inflow Depth = 0.53" for 1-yr event Inflow = 1.59 cfs @ 12.06 hrs, Volume= 0.146 af Outflow = 1.59 cfs @ 12.06 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach AP-2: Isolated Wetlands Inflow Area = 5.448 ac, 62.49% Impervious, Inflow Depth > 0.94" for 1-yr event Inflow = 0.76 cfs @ 12.18 hrs, Volume= 0.429 af Outflow = 0.76 cfs @ 12.18 hrs, Volume= 0.429 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach DP-4: Inflow Area = 1.047 ac, 77.09% Impervious, Inflow Depth = 0.25" for 1-yr event Inflow = 0.35 cfs @ 12.04 hrs, Volume= 0.022 af Outflow = 0.35 cfs @ 12.04 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.3 min Routed to Reach AP-1 : NYSDEC Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.28 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.74 fps, Avg. Travel Time= 1.2 min Peak Storage= 8 cf @ 12.04 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 0.78' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 1.54 cfs 10.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 55.0' Slope= 0.0049 '/' Inlet Invert= 305.28', Outlet Invert= 305.01' Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 17HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Basin Inflow Area = 4.850 ac, 69.11% Impervious, Inflow Depth = 0.98" for 1-yr event Inflow = 4.68 cfs @ 12.05 hrs, Volume= 0.398 af Outflow = 0.48 cfs @ 13.06 hrs, Volume= 0.391 af, Atten= 90%, Lag= 60.9 min Primary = 0.48 cfs @ 13.06 hrs, Volume= 0.391 af Routed to Reach AP-2 : Isolated Wetlands Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach AP-2 : Isolated Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.98' @ 13.06 hrs Surf.Area= 12,120 sf Storage= 8,716 cf Plug-Flow detention time= 337.3 min calculated for 0.391 af (98% of inflow) Center-of-Mass det. time= 325.6 min ( 1,136.6 - 811.1 ) Volume Invert Avail.Storage Storage Description #1 303.20' 47,053 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.20 10,315 0 0 304.00 12,174 8,996 8,996 305.00 14,526 13,350 22,346 305.50 15,723 7,562 29,908 306.00 16,935 8,165 38,072 306.50 18,986 8,980 47,053 Device Routing Invert Outlet Devices #1 Primary 303.20'6.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.20' / 302.97' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Secondary 306.00'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Primary 304.10'6.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.10' / 304.01' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.48 cfs @ 13.06 hrs HW=303.98' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.48 cfs @ 2.45 fps) 3=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.20' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 18HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond DP-2: Catch Basin Inflow Area = 1.352 ac, 67.19% Impervious, Inflow Depth = 1.28" for 1-yr event Inflow = 1.42 cfs @ 12.10 hrs, Volume= 0.144 af Outflow = 1.42 cfs @ 12.10 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.1 min Primary = 1.42 cfs @ 12.10 hrs, Volume= 0.144 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.31' @ 12.10 hrs Surf.Area= 13 sf Storage= 23 cf Plug-Flow detention time= 3.6 min calculated for 0.144 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 845.3 - 844.0 ) Volume Invert Avail.Storage Storage Description #1 303.53' 71 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.53 13 0 0 309.00 13 71 71 Device Routing Invert Outlet Devices #1 Primary 304.53'12.0" Round Culvert L= 65.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.53' / 304.21' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.42 cfs @ 12.10 hrs HW=305.31' TW=303.71' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.42 cfs @ 2.99 fps) Summary for Pond DP-3: Catch Basin Inflow Area = 0.238 ac, 67.56% Impervious, Inflow Depth = 0.90" for 1-yr event Inflow = 0.29 cfs @ 12.04 hrs, Volume= 0.018 af Outflow = 0.29 cfs @ 12.04 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.04 hrs, Volume= 0.018 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.74' @ 12.04 hrs Surf.Area= 4 sf Storage= 5 cf Plug-Flow detention time= 5.5 min calculated for 0.018 af (99% of inflow) Center-of-Mass det. time= 2.3 min ( 838.6 - 836.3 ) Volume Invert Avail.Storage Storage Description #1 303.42' 14 cf Custom Stage Data (Prismatic) Listed below (Recalc) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 19HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.42 4 0 0 307.02 4 14 14 Device Routing Invert Outlet Devices #1 Primary 304.42'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.42' / 304.13' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.29 cfs @ 12.04 hrs HW=304.74' TW=303.63' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.29 cfs @ 2.03 fps) Summary for Pond PD-1: Planted Depression Inflow Area = 1.181 ac, 66.78% Impervious, Inflow Depth = 1.32" for 1-yr event Inflow = 2.09 cfs @ 12.04 hrs, Volume= 0.130 af Outflow = 1.27 cfs @ 12.12 hrs, Volume= 0.130 af, Atten= 39%, Lag= 4.7 min Primary = 1.27 cfs @ 12.12 hrs, Volume= 0.130 af Routed to Pond DP-2 : Catch Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.88' @ 12.12 hrs Surf.Area= 1,617 sf Storage= 799 cf Flood Elev= 307.35' Surf.Area= 3,514 sf Storage= 1,924 cf Plug-Flow detention time= 23.3 min calculated for 0.130 af (100% of inflow) Center-of-Mass det. time= 23.5 min ( 845.6 - 822.1 ) Volume Invert Avail.Storage Storage Description #1 306.20' 5,260 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.20 727 0 0 307.00 1,771 999 999 308.00 6,750 4,261 5,260 Device Routing Invert Outlet Devices #1 Primary 306.20'12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.20' / 305.57' S= 0.0217 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.27 cfs @ 12.12 hrs HW=306.88' TW=305.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.27 cfs @ 2.22 fps) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 20HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond PD-2: Planted Depression Inflow Area = 1.310 ac, 61.50% Impervious, Inflow Depth = 0.61" for 1-yr event Inflow = 0.94 cfs @ 12.04 hrs, Volume= 0.067 af Outflow = 0.55 cfs @ 12.16 hrs, Volume= 0.067 af, Atten= 41%, Lag= 6.9 min Primary = 0.55 cfs @ 12.16 hrs, Volume= 0.067 af Routed to Reach AP-1 : NYSDEC Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.07' @ 12.16 hrs Surf.Area= 1,278 sf Storage= 488 cf Plug-Flow detention time= 42.7 min calculated for 0.067 af (100% of inflow) Center-of-Mass det. time= 42.2 min ( 870.8 - 828.6 ) Volume Invert Avail.Storage Storage Description #1 305.60' 7,992 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.60 863 0 0 306.00 1,155 404 404 307.00 2,916 2,036 2,439 308.00 8,190 5,553 7,992 Device Routing Invert Outlet Devices #1 Primary 305.60'10.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.60' / 305.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=0.55 cfs @ 12.16 hrs HW=306.07' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.55 cfs @ 2.51 fps) Summary for Pond PP-1: Inflow Area = 0.806 ac, 77.20% Impervious, Inflow Depth = 1.61" for 1-yr event Inflow = 1.71 cfs @ 12.04 hrs, Volume= 0.108 af Outflow = 1.71 cfs @ 12.04 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Discarded = 1.71 cfs @ 12.04 hrs, Volume= 0.108 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.16' @ 12.04 hrs Surf.Area= 11,240 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 809.9 - 809.9 ) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 21HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.16' 4,856 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 12,139 cf Overall x 40.0% Voids #2 306.24' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 5,620 cf Overall x 0.0% Voids #3 306.74' 15,211 cf Surface Ponding (Prismatic) Listed below (Recalc) 20,067 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.16 11,240 0 0 306.24 11,240 12,139 12,139 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.24 11,240 0 0 306.74 11,240 5,620 5,620 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.74 0 0 0 307.00 160 21 21 308.00 5,470 2,815 2,836 309.00 13,547 9,509 12,344 309.20 15,121 2,867 15,211 Device Routing Invert Outlet Devices #1 Primary 309.16'12.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 305.16'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=2.60 cfs @ 12.04 hrs HW=305.16' (Free Discharge) 2=Exfiltration (Exfiltration Controls 2.60 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.16' TW=305.28' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-10: Inflow Area = 0.073 ac, 95.57% Impervious, Inflow Depth = 1.90" for 1-yr event Inflow = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af Outflow = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Discarded = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DP-3 : Catch Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 22HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.80' @ 0.00 hrs Surf.Area= 2,180 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 781.1 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 305.80' 942 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,354 cf Overall x 40.0% Voids #2 306.88' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,090 cf Overall x 0.0% Voids #3 307.38' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 942 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.80 2,180 0 0 306.88 2,180 2,354 2,354 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.88 2,180 0 0 307.38 2,180 1,090 1,090 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.38 2 0 0 307.40 2 0 0 Device Routing Invert Outlet Devices #1 Primary 307.38'115.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 305.80'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 12.04 hrs HW=305.80' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.50 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.80' TW=303.42' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-11: Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 2.00" for 1-yr event Inflow = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af Outflow = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Discarded = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 23HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 306.72' @ 0.00 hrs Surf.Area= 2,565 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 767.9 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 306.72' 1,108 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,770 cf Overall x 40.0% Voids #2 307.80' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,283 cf Overall x 0.0% Voids #3 308.30' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,108 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.72 2,565 0 0 307.80 2,565 2,770 2,770 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.80 2,565 0 0 308.30 2,565 1,283 1,283 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.30 2 0 0 308.40 2 0 0 Device Routing Invert Outlet Devices #1 Primary 308.30'130.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 306.72'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 12.04 hrs HW=306.72' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.59 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.72' TW=305.28' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-2: Inflow Area = 0.804 ac, 80.08% Impervious, Inflow Depth = 1.61" for 1-yr event Inflow = 1.73 cfs @ 12.04 hrs, Volume= 0.108 af Outflow = 1.73 cfs @ 12.04 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Discarded = 1.73 cfs @ 12.04 hrs, Volume= 0.108 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 24HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.23' @ 12.04 hrs Surf.Area= 12,366 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 809.7 - 809.7 ) Volume Invert Avail.Storage Storage Description #1 305.23' 5,342 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 13,355 cf Overall x 40.0% Voids #2 306.31' 0 cf PP 6" Asphalt (Prismatic) Listed below (Recalc) 6,183 cf Overall x 0.0% Voids #3 306.81' 4,036 cf Surface Ponding (Prismatic) Listed below (Recalc) 9,378 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.23 12,366 0 0 306.31 12,366 13,355 13,355 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.31 12,366 0 0 306.81 12,366 6,183 6,183 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.81 0 0 0 307.00 195 19 19 308.00 7,840 4,018 4,036 Device Routing Invert Outlet Devices #1 Discarded 305.23'10.000 in/hr Exfiltration over Horizontal area #2 Primary 307.94'24.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=2.86 cfs @ 12.04 hrs HW=305.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.86 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.23' TW=303.20' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-3: Inflow Area = 0.633 ac, 81.77% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow = 1.42 cfs @ 12.04 hrs, Volume= 0.090 af Outflow = 0.98 cfs @ 12.05 hrs, Volume= 0.090 af, Atten= 31%, Lag= 0.8 min Discarded = 0.98 cfs @ 12.05 hrs, Volume= 0.090 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 25HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.70' @ 12.10 hrs Surf.Area= 8,449 sf Storage= 114 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 801.6 - 801.4 ) Volume Invert Avail.Storage Storage Description #1 305.67' 3,650 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 9,125 cf Overall x 40.0% Voids #2 306.75' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 4,225 cf Overall x 0.0% Voids #3 307.25' 714 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,364 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.67 8,449 0 0 306.75 8,449 9,125 9,125 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.75 8,449 0 0 307.25 8,449 4,225 4,225 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.25 0 0 0 307.75 2,855 714 714 Device Routing Invert Outlet Devices #1 Primary 307.25'2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Discarded 305.67'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.98 cfs @ 12.05 hrs HW=305.69' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.98 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.67' TW=305.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4: Inflow Area = 0.624 ac, 71.70% Impervious, Inflow Depth = 1.23" for 1-yr event Inflow = 1.04 cfs @ 12.04 hrs, Volume= 0.064 af Outflow = 1.04 cfs @ 12.04 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Discarded = 1.04 cfs @ 12.04 hrs, Volume= 0.064 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DB-1 : Detention Basin Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 26HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.60' @ 12.04 hrs Surf.Area= 5,200 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 824.0 - 824.0 ) Volume Invert Avail.Storage Storage Description #1 304.60' 2,246 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 5,616 cf Overall x 40.0% Voids #2 305.68' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,600 cf Overall x 0.0% Voids #3 306.18' 7,642 cf Surface Ponding (Prismatic) Listed below (Recalc) 9,889 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.60 5,200 0 0 305.68 5,200 5,616 5,616 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.68 5,200 0 0 306.18 5,200 2,600 2,600 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.18 0 0 0 307.00 3,429 1,406 1,406 308.00 9,044 6,237 7,642 Device Routing Invert Outlet Devices #1 Primary 307.43'12.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 304.60'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=1.20 cfs @ 12.04 hrs HW=304.60' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.60' TW=303.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4a: Inflow Area = 0.093 ac, 92.17% Impervious, Inflow Depth = 1.90" for 1-yr event Inflow = 0.23 cfs @ 12.04 hrs, Volume= 0.015 af Outflow = 0.23 cfs @ 12.04 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Discarded = 0.23 cfs @ 12.04 hrs, Volume= 0.015 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PP-4 : Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 27HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.42' @ 0.00 hrs Surf.Area= 2,697 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 781.1 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 306.42' 1,165 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,913 cf Overall x 40.0% Voids #2 307.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,349 cf Overall x 0.0% Voids #3 308.00' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,165 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.42 2,697 0 0 307.50 2,697 2,913 2,913 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.50 2,697 0 0 308.00 2,697 1,349 1,349 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 2 0 0 308.10 2 0 0 Device Routing Invert Outlet Devices #1 Primary 308.00'160.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 306.42'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 12.04 hrs HW=306.42' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.62 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.42' TW=304.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-5: Inflow Area = 0.061 ac, 89.64% Impervious, Inflow Depth = 1.80" for 1-yr event Inflow = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af Outflow = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Discarded = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 28HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.79' @ 0.00 hrs Surf.Area= 2,139 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 792.0 - 792.0 ) Volume Invert Avail.Storage Storage Description #1 307.79' 924 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,310 cf Overall x 40.0% Voids #2 308.87' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,070 cf Overall x 0.0% Voids #3 309.37' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 924 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.79 2,139 0 0 308.87 2,139 2,310 2,310 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.87 2,139 0 0 309.37 2,139 1,070 1,070 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.37 2 0 0 309.50 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.37'100.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 307.79'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 12.04 hrs HW=307.79' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.50 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.79' TW=306.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6: Inflow Area = 0.040 ac,100.00% Impervious, Inflow Depth = 2.00" for 1-yr event Inflow = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af Outflow = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Discarded = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 29HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.08' @ 12.04 hrs Surf.Area= 1,257 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 767.9 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 308.08' 543 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 1,358 cf Overall x 40.0% Voids #2 309.16' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 629 cf Overall x 0.0% Voids #3 309.66' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 543 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.08 1,257 0 0 309.16 1,257 1,358 1,358 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.16 1,257 0 0 309.66 1,257 629 629 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.66 2 0 0 309.70 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.37'70.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 308.08'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.04 hrs HW=308.08' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.08' TW=306.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-9: Inflow Area = 0.043 ac, 92.43% Impervious, Inflow Depth = 1.90" for 1-yr event Inflow = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af Outflow = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Discarded = 0.10 cfs @ 12.04 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DP-2 : Catch Basin Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 30HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.85' @ 12.04 hrs Surf.Area= 1,317 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 781.1 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 307.85' 569 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 1,422 cf Overall x 40.0% Voids #2 308.93' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 659 cf Overall x 0.0% Voids #3 309.43' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 569 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.85 1,317 0 0 308.93 1,317 1,422 1,422 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.93 1,317 0 0 309.43 1,317 659 659 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.43 2 0 0 309.50 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.43'90.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 307.85'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.04 hrs HW=307.85' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.85' TW=303.53' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 31HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,114 sf 77.20% Impervious Runoff Depth=3.06"Subcatchment PS-1: NE Parking Flow Length=377' Tc=6.3 min CN=94 Runoff=3.18 cfs 0.206 af Runoff Area=7,172 sf 55.13% Impervious Runoff Depth=2.66"Subcatchment PS-10: SW Loop Road Tc=6.0 min CN=90 Runoff=0.59 cfs 0.037 af Runoff Area=3,182 sf 95.57% Impervious Runoff Depth=3.38"Subcatchment PS-10a: SW Loop Road Tc=6.0 min CN=97 Runoff=0.31 cfs 0.021 af Runoff Area=7,820 sf 68.75% Impervious Runoff Depth=2.86"Subcatchment PS-11: N Loop Road Tc=6.0 min CN=92 Runoff=0.68 cfs 0.043 af Runoff Area=2,670 sf 100.00% Impervious Runoff Depth=3.50"Subcatchment PS-11a: N Loop Road Tc=6.0 min CN=98 Runoff=0.26 cfs 0.018 af Runoff Area=26,617 sf 100.00% Impervious Runoff Depth=3.50"Subcatchment PS-12: North Building Tc=6.0 min CN=98 Runoff=2.62 cfs 0.178 af Runoff Area=1,949 sf 100.00% Impervious Runoff Depth=3.50"Subcatchment PS-13: Storage Building Tc=6.0 min CN=98 Runoff=0.19 cfs 0.013 af Runoff Area=27,897 sf 0.00% Impervious Runoff Depth=1.82"Subcatchment PS-14: Detention Basin Flow Length=255' Tc=15.8 min CN=80 Runoff=1.07 cfs 0.097 af Runoff Area=1,935 sf 0.00% Impervious Runoff Depth=1.82"Subcatchment PS-15: NW Landscaping Tc=6.0 min CN=80 Runoff=0.11 cfs 0.007 af Runoff Area=13,372 sf 2.51% Impervious Runoff Depth=1.82"Subcatchment PS-16: Playground Lawn Flow Length=122' Slope=0.0234 '/' Tc=10.5 min CN=80 Runoff=0.61 cfs 0.047 af Runoff Area=14,211 sf 86.07% Impervious Runoff Depth=3.17"Subcatchment PS-17: S Circle Tc=6.0 min CN=95 Runoff=1.33 cfs 0.086 af Runoff Area=42,111 sf 7.30% Impervious Runoff Depth=1.82"Subcatchment PS-18: Remaining ES-1 Flow Length=38' Tc=6.6 min CN=80 Runoff=2.31 cfs 0.147 af Runoff Area=24,129 sf 1.49% Impervious Runoff Depth=1.75"Subcatchment PS-19: Remaining ES-2 Flow Length=59' Tc=15.2 min CN=79 Runoff=0.90 cfs 0.081 af Runoff Area=35,027 sf 80.08% Impervious Runoff Depth=3.06"Subcatchment PS-2: SE Parking Tc=6.0 min CN=94 Runoff=3.22 cfs 0.205 af Runoff Area=25,265 sf 100.00% Impervious Runoff Depth=3.50"Subcatchment PS-20: S Building Tc=6.0 min CN=98 Runoff=2.49 cfs 0.169 af Runoff Area=27,564 sf 81.77% Impervious Runoff Depth=3.17"Subcatchment PS-3: NW Parking Tc=6.0 min CN=95 Runoff=2.59 cfs 0.167 af Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 32HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Runoff Area=23,142 sf 68.12% Impervious Runoff Depth=2.86"Subcatchment PS-4: SW Parking Tc=6.0 min CN=92 Runoff=2.02 cfs 0.127 af Runoff Area=4,047 sf 92.17% Impervious Runoff Depth=3.38"Subcatchment PS-4a: SW Loop Road Tc=6.0 min CN=97 Runoff=0.39 cfs 0.026 af Runoff Area=24,790 sf 71.03% Impervious Runoff Depth=2.96"Subcatchment PS-5: East Boulevard Tc=6.0 min CN=93 Runoff=2.22 cfs 0.140 af Runoff Area=2,663 sf 89.64% Impervious Runoff Depth=3.27"Subcatchment PS-5a: East Blvd Porous Tc=6.0 min CN=96 Runoff=0.25 cfs 0.017 af Runoff Area=19,210 sf 65.66% Impervious Runoff Depth=2.86"Subcatchment PS-6: West Boulevard Tc=6.0 min CN=92 Runoff=1.68 cfs 0.105 af Runoff Area=1,760 sf 100.00% Impervious Runoff Depth=3.50"Subcatchment PS-6a: West Blvd Porous Tc=6.0 min CN=98 Runoff=0.17 cfs 0.012 af Runoff Area=1,688 sf 0.00% Impervious Runoff Depth=1.82"Subcatchment PS-7: SE Landscaping Tc=6.0 min CN=80 Runoff=0.10 cfs 0.006 af Runoff Area=1,352 sf 0.00% Impervious Runoff Depth=1.82"Subcatchment PS-8: NE Landscaping Tc=6.0 min CN=80 Runoff=0.08 cfs 0.005 af Runoff Area=5,571 sf 62.48% Impervious Runoff Depth=2.76"Subcatchment PS-9: Southern Loading Tc=6.0 min CN=91 Runoff=0.47 cfs 0.029 af Runoff Area=1,863 sf 92.43% Impervious Runoff Depth=3.38"Subcatchment PS-9a: Southern LZ Porous Tc=6.0 min CN=97 Runoff=0.18 cfs 0.012 af Inflow=3.91 cfs 0.329 afReach AP-1: NYSDEC Wetland Outflow=3.91 cfs 0.329 af Inflow=1.64 cfs 0.852 afReach AP-2: Isolated Wetlands Outflow=1.64 cfs 0.852 af Avg. Flow Depth=0.39' Max Vel=2.73 fps Inflow=0.68 cfs 0.043 afReach DP-4: 10.0" Round Pipe n=0.013 L=55.0' S=0.0049 '/' Capacity=1.54 cfs Outflow=0.68 cfs 0.043 af Peak Elev=304.64' Storage=17,277 cf Inflow=8.70 cfs 0.766 afPond DB-1: Detention Basin Primary=1.10 cfs 0.758 af Secondary=0.00 cfs 0.000 af Outflow=1.10 cfs 0.758 af Peak Elev=305.74' Storage=29 cf Inflow=2.52 cfs 0.285 afPond DP-2: Catch Basin 12.0" Round Culvert n=0.013 L=65.0' S=0.0049 '/' Outflow=2.52 cfs 0.285 af Peak Elev=304.88' Storage=6 cf Inflow=0.59 cfs 0.037 afPond DP-3: Catch Basin 12.0" Round Culvert n=0.013 L=57.0' S=0.0051 '/' Outflow=0.59 cfs 0.036 af Peak Elev=307.25' Storage=1,594 cf Inflow=4.08 cfs 0.256 afPond PD-1: Planted Depression 12.0" Round Culvert n=0.013 L=29.0' S=0.0217 '/' Outflow=2.21 cfs 0.256 af Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 33HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev=306.36' Storage=931 cf Inflow=1.94 cfs 0.139 afPond PD-2: Planted Depression 10.0" Round Culvert n=0.013 L=117.0' S=0.0051 '/' Outflow=1.19 cfs 0.139 af Peak Elev=305.19' Storage=116 cf Inflow=3.18 cfs 0.206 afPond PP-1: Discarded=2.60 cfs 0.206 af Primary=0.00 cfs 0.000 af Outflow=2.60 cfs 0.206 af Peak Elev=305.80' Storage=0 cf Inflow=0.31 cfs 0.021 afPond PP-10: Discarded=0.31 cfs 0.021 af Primary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.021 af Peak Elev=306.72' Storage=0 cf Inflow=0.26 cfs 0.018 afPond PP-11: Discarded=0.26 cfs 0.018 af Primary=0.00 cfs 0.000 af Outflow=0.26 cfs 0.018 af Peak Elev=305.24' Storage=55 cf Inflow=3.22 cfs 0.205 afPond PP-2: Discarded=2.86 cfs 0.205 af Primary=0.00 cfs 0.000 af Outflow=2.86 cfs 0.205 af Peak Elev=305.89' Storage=752 cf Inflow=2.59 cfs 0.167 afPond PP-3: Discarded=0.98 cfs 0.167 af Primary=0.00 cfs 0.000 af Outflow=0.98 cfs 0.167 af Peak Elev=304.73' Storage=261 cf Inflow=2.02 cfs 0.127 afPond PP-4: Discarded=1.20 cfs 0.127 af Primary=0.00 cfs 0.000 af Outflow=1.20 cfs 0.127 af Peak Elev=306.42' Storage=0 cf Inflow=0.39 cfs 0.026 afPond PP-4a: Discarded=0.39 cfs 0.026 af Primary=0.00 cfs 0.000 af Outflow=0.39 cfs 0.026 af Peak Elev=307.79' Storage=0 cf Inflow=0.25 cfs 0.017 afPond PP-5: Discarded=0.25 cfs 0.017 af Primary=0.00 cfs 0.000 af Outflow=0.25 cfs 0.017 af Peak Elev=308.09' Storage=5 cf Inflow=0.17 cfs 0.012 afPond PP-6: Discarded=0.15 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.012 af Peak Elev=307.86' Storage=5 cf Inflow=0.18 cfs 0.012 afPond PP-9: Discarded=0.15 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.012 af Total Runoff Area = 8.772 ac Runoff Volume = 1.998 af Average Runoff Depth = 2.73" 42.00% Pervious = 3.684 ac 58.00% Impervious = 5.088 ac Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 34HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: NE Parking Runoff = 3.18 cfs @ 12.04 hrs, Volume= 0.206 af, Depth= 3.06" Routed to Pond PP-1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 8,005 80 >75% Grass cover, Good, HSG D 15,869 98 Paved parking, HSG D * 11,240 98 Porous Asphalt 35,114 94 Weighted Average 8,005 22.80% Pervious Area 27,109 77.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 21 0.0223 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.3 79 0.0132 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.61" 2.0 277 0.0129 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 377 Total Summary for Subcatchment PS-10: SW Loop Road Runoff = 0.59 cfs @ 12.04 hrs, Volume= 0.037 af, Depth= 2.66" Routed to Pond DP-3 : Catch Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 3,218 80 >75% Grass cover, Good, HSG D 3,954 98 Paved parking, HSG D 7,172 90 Weighted Average 3,218 44.87% Pervious Area 3,954 55.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 35HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-10a: SW Loop Road Porous Runoff = 0.31 cfs @ 12.04 hrs, Volume= 0.021 af, Depth= 3.38" Routed to Pond PP-10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 141 80 >75% Grass cover, Good, HSG D 861 98 Paved parking, HSG D * 2,180 98 Porous Asphalt 3,182 97 Weighted Average 141 4.43% Pervious Area 3,041 95.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11: N Loop Road Runoff = 0.68 cfs @ 12.04 hrs, Volume= 0.043 af, Depth= 2.86" Routed to Reach DP-4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 2,444 80 >75% Grass cover, Good, HSG D 5,376 98 Paved parking, HSG D 7,820 92 Weighted Average 2,444 31.25% Pervious Area 5,376 68.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11a: N Loop Road Porous Runoff = 0.26 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 3.50" Routed to Pond PP-11 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 36HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 105 98 Paved parking, HSG D * 2,565 98 Porous Asphalt 2,670 98 Weighted Average 2,670 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-12: North Building Runoff = 2.62 cfs @ 12.04 hrs, Volume= 0.178 af, Depth= 3.50" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 26,617 98 Roofs, HSG D 26,617 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-13: Storage Building Runoff = 0.19 cfs @ 12.04 hrs, Volume= 0.013 af, Depth= 3.50" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 1,949 98 Roofs, HSG D 1,949 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-14: Detention Basin Runoff = 1.07 cfs @ 12.17 hrs, Volume= 0.097 af, Depth= 1.82" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 37HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 26,125 80 >75% Grass cover, Good, HSG D 1,772 77 Woods, Good, HSG D 27,897 80 Weighted Average 27,897 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 100 0.0127 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 2.8 155 0.0177 0.93 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.8 255 Total Summary for Subcatchment PS-15: NW Landscaping Runoff = 0.11 cfs @ 12.04 hrs, Volume= 0.007 af, Depth= 1.82" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 1,935 80 >75% Grass cover, Good, HSG D 1,935 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-16: Playground Lawn Runoff = 0.61 cfs @ 12.10 hrs, Volume= 0.047 af, Depth= 1.82" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 13,036 80 >75% Grass cover, Good, HSG D 336 98 Paved parking, HSG D 13,372 80 Weighted Average 13,036 97.49% Pervious Area 336 2.51% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 38HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 100 0.0234 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 0.3 22 0.0234 1.07 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.5 122 Total Summary for Subcatchment PS-17: S Circle Runoff = 1.33 cfs @ 12.04 hrs, Volume= 0.086 af, Depth= 3.17" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 1,979 80 >75% Grass cover, Good, HSG D 12,232 98 Paved parking, HSG D 14,211 95 Weighted Average 1,979 13.93% Pervious Area 12,232 86.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-18: Remaining ES-1 Runoff = 2.31 cfs @ 12.05 hrs, Volume= 0.147 af, Depth= 1.82" Routed to Reach AP-1 : NYSDEC Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 23,965 80 >75% Grass cover, Good, HSG D 3,075 98 Paved parking, HSG D 15,071 77 Woods, Good, HSG D 42,111 80 Weighted Average 39,036 92.70% Pervious Area 3,075 7.30% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 39HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 26 0.1923 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 5.1 12 0.0133 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 6.6 38 Total Summary for Subcatchment PS-19: Remaining ES-2 Runoff = 0.90 cfs @ 12.17 hrs, Volume= 0.081 af, Depth= 1.75" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 15,288 80 >75% Grass cover, Good, HSG D 359 98 Paved parking, HSG D 8,482 77 Woods, Good, HSG D 24,129 79 Weighted Average 23,770 98.51% Pervious Area 359 1.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 10 0.1690 0.23 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.7 13 0.0338 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 12.8 36 0.0122 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 15.2 59 Total Summary for Subcatchment PS-2: SE Parking Runoff = 3.22 cfs @ 12.04 hrs, Volume= 0.205 af, Depth= 3.06" Routed to Pond PP-2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 6,978 80 >75% Grass cover, Good, HSG D 15,683 98 Paved parking, HSG D * 12,366 98 Porous Asphalt 35,027 94 Weighted Average 6,978 19.92% Pervious Area 28,049 80.08% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 40HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-20: S Building Runoff = 2.49 cfs @ 12.04 hrs, Volume= 0.169 af, Depth= 3.50" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 25,265 98 Roofs, HSG D 25,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-3: NW Parking Runoff = 2.59 cfs @ 12.04 hrs, Volume= 0.167 af, Depth= 3.17" Routed to Pond PP-3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 5,024 80 >75% Grass cover, Good, HSG D 14,091 98 Paved parking, HSG D * 8,449 98 Porous Asphalt 27,564 95 Weighted Average 5,024 18.23% Pervious Area 22,540 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-4: SW Parking Runoff = 2.02 cfs @ 12.04 hrs, Volume= 0.127 af, Depth= 2.86" Routed to Pond PP-4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 41HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 7,378 80 >75% Grass cover, Good, HSG D 10,564 98 Paved parking, HSG D * 5,200 98 Porous Asphalt 23,142 92 Weighted Average 7,378 31.88% Pervious Area 15,764 68.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-4a: SW Loop Road Porous Runoff = 0.39 cfs @ 12.04 hrs, Volume= 0.026 af, Depth= 3.38" Routed to Pond PP-4a : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 317 80 >75% Grass cover, Good, HSG D 1,033 98 Paved parking, HSG D * 2,697 98 Porous Asphalt 4,047 97 Weighted Average 317 7.83% Pervious Area 3,730 92.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5: East Boulevard Runoff = 2.22 cfs @ 12.04 hrs, Volume= 0.140 af, Depth= 2.96" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 7,182 80 >75% Grass cover, Good, HSG D 17,608 98 Paved parking, HSG D 24,790 93 Weighted Average 7,182 28.97% Pervious Area 17,608 71.03% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 42HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5a: East Blvd Porous Runoff = 0.25 cfs @ 12.04 hrs, Volume= 0.017 af, Depth= 3.27" Routed to Pond PP-5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 276 80 >75% Grass cover, Good, HSG D 248 98 Paved parking, HSG D * 2,139 98 Porous Asphalt 2,663 96 Weighted Average 276 10.36% Pervious Area 2,387 89.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-6: West Boulevard Runoff = 1.68 cfs @ 12.04 hrs, Volume= 0.105 af, Depth= 2.86" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 6,597 80 >75% Grass cover, Good, HSG D 12,613 98 Paved parking, HSG D 19,210 92 Weighted Average 6,597 34.34% Pervious Area 12,613 65.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 43HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-6a: West Blvd Porous Runoff = 0.17 cfs @ 12.04 hrs, Volume= 0.012 af, Depth= 3.50" Routed to Pond PP-6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 503 98 Paved parking, HSG D * 1,257 98 Porous Asphalt 1,760 98 Weighted Average 1,760 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-7: SE Landscaping Runoff = 0.10 cfs @ 12.04 hrs, Volume= 0.006 af, Depth= 1.82" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 1,688 80 >75% Grass cover, Good, HSG D 1,688 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-8: NE Landscaping Runoff = 0.08 cfs @ 12.04 hrs, Volume= 0.005 af, Depth= 1.82" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 1,352 80 >75% Grass cover, Good, HSG D 1,352 100.00% Pervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 44HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9: Southern Loading Zone Runoff = 0.47 cfs @ 12.04 hrs, Volume= 0.029 af, Depth= 2.76" Routed to Pond DP-2 : Catch Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 3,481 98 Paved parking, HSG D 2,090 80 >75% Grass cover, Good, HSG D 5,571 91 Weighted Average 2,090 37.52% Pervious Area 3,481 62.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9a: Southern LZ Porous Runoff = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af, Depth= 3.38" Routed to Pond PP-9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 10-yr Rainfall=3.73" Area (sf) CN Description 141 80 >75% Grass cover, Good, HSG D 405 98 Paved parking, HSG D * 1,317 98 Porous Asphalt 1,863 97 Weighted Average 141 7.57% Pervious Area 1,722 92.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 45HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 3.324 ac, 50.65% Impervious, Inflow Depth = 1.19" for 10-yr event Inflow = 3.91 cfs @ 12.05 hrs, Volume= 0.329 af Outflow = 3.91 cfs @ 12.05 hrs, Volume= 0.329 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach AP-2: Isolated Wetlands Inflow Area = 5.448 ac, 62.49% Impervious, Inflow Depth > 1.88" for 10-yr event Inflow = 1.64 cfs @ 12.19 hrs, Volume= 0.852 af Outflow = 1.64 cfs @ 12.19 hrs, Volume= 0.852 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach DP-4: Inflow Area = 1.047 ac, 77.09% Impervious, Inflow Depth = 0.49" for 10-yr event Inflow = 0.68 cfs @ 12.04 hrs, Volume= 0.043 af Outflow = 0.68 cfs @ 12.04 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.2 min Routed to Reach AP-1 : NYSDEC Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.73 fps, Min. Travel Time= 0.3 min Avg. Velocity = 0.87 fps, Avg. Travel Time= 1.1 min Peak Storage= 14 cf @ 12.04 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 0.83' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 1.54 cfs 10.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 55.0' Slope= 0.0049 '/' Inlet Invert= 305.28', Outlet Invert= 305.01' Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 46HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Basin Inflow Area = 4.850 ac, 69.11% Impervious, Inflow Depth = 1.89" for 10-yr event Inflow = 8.70 cfs @ 12.04 hrs, Volume= 0.766 af Outflow = 1.10 cfs @ 12.86 hrs, Volume= 0.758 af, Atten= 87%, Lag= 49.1 min Primary = 1.10 cfs @ 12.86 hrs, Volume= 0.758 af Routed to Reach AP-2 : Isolated Wetlands Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach AP-2 : Isolated Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.64' @ 12.86 hrs Surf.Area= 13,681 sf Storage= 17,277 cf Plug-Flow detention time= 311.4 min calculated for 0.758 af (99% of inflow) Center-of-Mass det. time= 304.8 min ( 1,096.5 - 791.6 ) Volume Invert Avail.Storage Storage Description #1 303.20' 47,053 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.20 10,315 0 0 304.00 12,174 8,996 8,996 305.00 14,526 13,350 22,346 305.50 15,723 7,562 29,908 306.00 16,935 8,165 38,072 306.50 18,986 8,980 47,053 Device Routing Invert Outlet Devices #1 Primary 303.20'6.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.20' / 302.97' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Secondary 306.00'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Primary 304.10'6.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.10' / 304.01' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.10 cfs @ 12.86 hrs HW=304.64' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.73 cfs @ 3.72 fps) 3=Culvert (Barrel Controls 0.38 cfs @ 2.20 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.20' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 47HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond DP-2: Catch Basin Inflow Area = 1.352 ac, 67.19% Impervious, Inflow Depth = 2.53" for 10-yr event Inflow = 2.52 cfs @ 12.08 hrs, Volume= 0.285 af Outflow = 2.52 cfs @ 12.08 hrs, Volume= 0.285 af, Atten= 0%, Lag= 0.1 min Primary = 2.52 cfs @ 12.08 hrs, Volume= 0.285 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.74' @ 12.08 hrs Surf.Area= 13 sf Storage= 29 cf Plug-Flow detention time= 2.1 min calculated for 0.285 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 814.3 - 813.5 ) Volume Invert Avail.Storage Storage Description #1 303.53' 71 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.53 13 0 0 309.00 13 71 71 Device Routing Invert Outlet Devices #1 Primary 304.53'12.0" Round Culvert L= 65.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.53' / 304.21' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.52 cfs @ 12.08 hrs HW=305.74' TW=304.10' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.52 cfs @ 3.21 fps) Summary for Pond DP-3: Catch Basin Inflow Area = 0.238 ac, 67.56% Impervious, Inflow Depth = 1.85" for 10-yr event Inflow = 0.59 cfs @ 12.04 hrs, Volume= 0.037 af Outflow = 0.59 cfs @ 12.04 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 12.04 hrs, Volume= 0.036 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.88' @ 12.04 hrs Surf.Area= 4 sf Storage= 6 cf Plug-Flow detention time= 3.0 min calculated for 0.036 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 808.4 - 807.0 ) Volume Invert Avail.Storage Storage Description #1 303.42' 14 cf Custom Stage Data (Prismatic) Listed below (Recalc) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 48HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.42 4 0 0 307.02 4 14 14 Device Routing Invert Outlet Devices #1 Primary 304.42'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.42' / 304.13' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.59 cfs @ 12.04 hrs HW=304.88' TW=304.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.59 cfs @ 2.43 fps) Summary for Pond PD-1: Planted Depression Inflow Area = 1.181 ac, 66.78% Impervious, Inflow Depth = 2.60" for 10-yr event Inflow = 4.08 cfs @ 12.04 hrs, Volume= 0.256 af Outflow = 2.21 cfs @ 12.14 hrs, Volume= 0.256 af, Atten= 46%, Lag= 6.4 min Primary = 2.21 cfs @ 12.14 hrs, Volume= 0.256 af Routed to Pond DP-2 : Catch Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.25' @ 12.14 hrs Surf.Area= 3,009 sf Storage= 1,594 cf Flood Elev= 307.35' Surf.Area= 3,514 sf Storage= 1,924 cf Plug-Flow detention time= 18.4 min calculated for 0.256 af (100% of inflow) Center-of-Mass det. time= 18.6 min ( 814.7 - 796.2 ) Volume Invert Avail.Storage Storage Description #1 306.20' 5,260 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.20 727 0 0 307.00 1,771 999 999 308.00 6,750 4,261 5,260 Device Routing Invert Outlet Devices #1 Primary 306.20'12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.20' / 305.57' S= 0.0217 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.21 cfs @ 12.14 hrs HW=307.25' TW=305.72' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.21 cfs @ 2.82 fps) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 49HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond PD-2: Planted Depression Inflow Area = 1.310 ac, 61.50% Impervious, Inflow Depth = 1.28" for 10-yr event Inflow = 1.94 cfs @ 12.05 hrs, Volume= 0.139 af Outflow = 1.19 cfs @ 12.17 hrs, Volume= 0.139 af, Atten= 39%, Lag= 7.3 min Primary = 1.19 cfs @ 12.17 hrs, Volume= 0.139 af Routed to Reach AP-1 : NYSDEC Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.36' @ 12.17 hrs Surf.Area= 1,786 sf Storage= 931 cf Plug-Flow detention time= 30.1 min calculated for 0.139 af (100% of inflow) Center-of-Mass det. time= 29.8 min ( 835.5 - 805.7 ) Volume Invert Avail.Storage Storage Description #1 305.60' 7,992 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.60 863 0 0 306.00 1,155 404 404 307.00 2,916 2,036 2,439 308.00 8,190 5,553 7,992 Device Routing Invert Outlet Devices #1 Primary 305.60'10.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.60' / 305.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=1.19 cfs @ 12.17 hrs HW=306.36' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.19 cfs @ 2.99 fps) Summary for Pond PP-1: Inflow Area = 0.806 ac, 77.20% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 3.18 cfs @ 12.04 hrs, Volume= 0.206 af Outflow = 2.60 cfs @ 12.12 hrs, Volume= 0.206 af, Atten= 18%, Lag= 5.1 min Discarded = 2.60 cfs @ 12.12 hrs, Volume= 0.206 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.19' @ 12.08 hrs Surf.Area= 11,240 sf Storage= 116 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 786.3 - 786.1 ) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 50HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.16' 4,856 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 12,139 cf Overall x 40.0% Voids #2 306.24' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 5,620 cf Overall x 0.0% Voids #3 306.74' 15,211 cf Surface Ponding (Prismatic) Listed below (Recalc) 20,067 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.16 11,240 0 0 306.24 11,240 12,139 12,139 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.24 11,240 0 0 306.74 11,240 5,620 5,620 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.74 0 0 0 307.00 160 21 21 308.00 5,470 2,815 2,836 309.00 13,547 9,509 12,344 309.20 15,121 2,867 15,211 Device Routing Invert Outlet Devices #1 Primary 309.16'12.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 305.16'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=2.60 cfs @ 12.12 hrs HW=305.17' (Free Discharge) 2=Exfiltration (Exfiltration Controls 2.60 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.16' TW=305.28' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-10: Inflow Area = 0.073 ac, 95.57% Impervious, Inflow Depth = 3.38" for 10-yr event Inflow = 0.31 cfs @ 12.04 hrs, Volume= 0.021 af Outflow = 0.31 cfs @ 12.04 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Discarded = 0.31 cfs @ 12.04 hrs, Volume= 0.021 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DP-3 : Catch Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 51HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.80' @ 12.04 hrs Surf.Area= 2,180 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 763.8 - 763.8 ) Volume Invert Avail.Storage Storage Description #1 305.80' 942 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,354 cf Overall x 40.0% Voids #2 306.88' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,090 cf Overall x 0.0% Voids #3 307.38' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 942 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.80 2,180 0 0 306.88 2,180 2,354 2,354 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.88 2,180 0 0 307.38 2,180 1,090 1,090 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.38 2 0 0 307.40 2 0 0 Device Routing Invert Outlet Devices #1 Primary 307.38'115.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 305.80'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.50 cfs @ 12.04 hrs HW=305.80' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.80' TW=303.42' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-11: Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 3.50" for 10-yr event Inflow = 0.26 cfs @ 12.04 hrs, Volume= 0.018 af Outflow = 0.26 cfs @ 12.04 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Discarded = 0.26 cfs @ 12.04 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 52HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 306.72' @ 0.00 hrs Surf.Area= 2,565 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 753.9 - 753.9 ) Volume Invert Avail.Storage Storage Description #1 306.72' 1,108 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,770 cf Overall x 40.0% Voids #2 307.80' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,283 cf Overall x 0.0% Voids #3 308.30' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,108 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.72 2,565 0 0 307.80 2,565 2,770 2,770 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.80 2,565 0 0 308.30 2,565 1,283 1,283 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.30 2 0 0 308.40 2 0 0 Device Routing Invert Outlet Devices #1 Primary 308.30'130.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 306.72'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 12.04 hrs HW=306.72' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.59 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.72' TW=305.28' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-2: Inflow Area = 0.804 ac, 80.08% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 3.22 cfs @ 12.04 hrs, Volume= 0.205 af Outflow = 2.86 cfs @ 12.04 hrs, Volume= 0.205 af, Atten= 11%, Lag= 0.2 min Discarded = 2.86 cfs @ 12.04 hrs, Volume= 0.205 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 53HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.24' @ 12.07 hrs Surf.Area= 12,366 sf Storage= 55 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 786.0 - 785.9 ) Volume Invert Avail.Storage Storage Description #1 305.23' 5,342 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 13,355 cf Overall x 40.0% Voids #2 306.31' 0 cf PP 6" Asphalt (Prismatic) Listed below (Recalc) 6,183 cf Overall x 0.0% Voids #3 306.81' 4,036 cf Surface Ponding (Prismatic) Listed below (Recalc) 9,378 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.23 12,366 0 0 306.31 12,366 13,355 13,355 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.31 12,366 0 0 306.81 12,366 6,183 6,183 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.81 0 0 0 307.00 195 19 19 308.00 7,840 4,018 4,036 Device Routing Invert Outlet Devices #1 Discarded 305.23'10.000 in/hr Exfiltration over Horizontal area #2 Primary 307.94'24.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=2.86 cfs @ 12.04 hrs HW=305.24' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.86 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.23' TW=303.20' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-3: Inflow Area = 0.633 ac, 81.77% Impervious, Inflow Depth = 3.17" for 10-yr event Inflow = 2.59 cfs @ 12.04 hrs, Volume= 0.167 af Outflow = 0.98 cfs @ 11.99 hrs, Volume= 0.167 af, Atten= 62%, Lag= 0.0 min Discarded = 0.98 cfs @ 11.99 hrs, Volume= 0.167 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 54HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.89' @ 12.20 hrs Surf.Area= 8,449 sf Storage= 752 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.9 min ( 782.3 - 779.4 ) Volume Invert Avail.Storage Storage Description #1 305.67' 3,650 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 9,125 cf Overall x 40.0% Voids #2 306.75' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 4,225 cf Overall x 0.0% Voids #3 307.25' 714 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,364 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.67 8,449 0 0 306.75 8,449 9,125 9,125 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.75 8,449 0 0 307.25 8,449 4,225 4,225 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.25 0 0 0 307.75 2,855 714 714 Device Routing Invert Outlet Devices #1 Primary 307.25'2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Discarded 305.67'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.98 cfs @ 11.99 hrs HW=305.70' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.98 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.67' TW=305.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4: Inflow Area = 0.624 ac, 71.70% Impervious, Inflow Depth = 2.43" for 10-yr event Inflow = 2.02 cfs @ 12.04 hrs, Volume= 0.127 af Outflow = 1.20 cfs @ 12.02 hrs, Volume= 0.127 af, Atten= 41%, Lag= 0.0 min Discarded = 1.20 cfs @ 12.02 hrs, Volume= 0.127 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DB-1 : Detention Basin Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 55HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.73' @ 12.12 hrs Surf.Area= 5,200 sf Storage= 261 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.6 min ( 797.8 - 797.2 ) Volume Invert Avail.Storage Storage Description #1 304.60' 2,246 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 5,616 cf Overall x 40.0% Voids #2 305.68' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,600 cf Overall x 0.0% Voids #3 306.18' 7,642 cf Surface Ponding (Prismatic) Listed below (Recalc) 9,889 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.60 5,200 0 0 305.68 5,200 5,616 5,616 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.68 5,200 0 0 306.18 5,200 2,600 2,600 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.18 0 0 0 307.00 3,429 1,406 1,406 308.00 9,044 6,237 7,642 Device Routing Invert Outlet Devices #1 Primary 307.43'12.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 304.60'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=1.20 cfs @ 12.02 hrs HW=304.64' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.60' TW=303.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4a: Inflow Area = 0.093 ac, 92.17% Impervious, Inflow Depth = 3.38" for 10-yr event Inflow = 0.39 cfs @ 12.04 hrs, Volume= 0.026 af Outflow = 0.39 cfs @ 12.04 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Discarded = 0.39 cfs @ 12.04 hrs, Volume= 0.026 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PP-4 : Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 56HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.42' @ 12.04 hrs Surf.Area= 2,697 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 763.8 - 763.8 ) Volume Invert Avail.Storage Storage Description #1 306.42' 1,165 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,913 cf Overall x 40.0% Voids #2 307.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,349 cf Overall x 0.0% Voids #3 308.00' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,165 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.42 2,697 0 0 307.50 2,697 2,913 2,913 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.50 2,697 0 0 308.00 2,697 1,349 1,349 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 2 0 0 308.10 2 0 0 Device Routing Invert Outlet Devices #1 Primary 308.00'160.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 306.42'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.62 cfs @ 12.04 hrs HW=306.42' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.62 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.42' TW=304.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-5: Inflow Area = 0.061 ac, 89.64% Impervious, Inflow Depth = 3.27" for 10-yr event Inflow = 0.25 cfs @ 12.04 hrs, Volume= 0.017 af Outflow = 0.25 cfs @ 12.04 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Discarded = 0.25 cfs @ 12.04 hrs, Volume= 0.017 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 57HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.79' @ 12.04 hrs Surf.Area= 2,139 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 772.1 - 772.1 ) Volume Invert Avail.Storage Storage Description #1 307.79' 924 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,310 cf Overall x 40.0% Voids #2 308.87' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,070 cf Overall x 0.0% Voids #3 309.37' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 924 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.79 2,139 0 0 308.87 2,139 2,310 2,310 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.87 2,139 0 0 309.37 2,139 1,070 1,070 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.37 2 0 0 309.50 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.37'100.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 307.79'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.50 cfs @ 12.04 hrs HW=307.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.79' TW=306.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6: Inflow Area = 0.040 ac,100.00% Impervious, Inflow Depth = 3.50" for 10-yr event Inflow = 0.17 cfs @ 12.04 hrs, Volume= 0.012 af Outflow = 0.15 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 16%, Lag= 2.3 min Discarded = 0.15 cfs @ 12.07 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 58HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.09' @ 12.07 hrs Surf.Area= 1,257 sf Storage= 5 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 754.1 - 753.9 ) Volume Invert Avail.Storage Storage Description #1 308.08' 543 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 1,358 cf Overall x 40.0% Voids #2 309.16' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 629 cf Overall x 0.0% Voids #3 309.66' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 543 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.08 1,257 0 0 309.16 1,257 1,358 1,358 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.16 1,257 0 0 309.66 1,257 629 629 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.66 2 0 0 309.70 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.37'70.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 308.08'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.07 hrs HW=308.09' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.08' TW=306.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-9: Inflow Area = 0.043 ac, 92.43% Impervious, Inflow Depth = 3.38" for 10-yr event Inflow = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af Outflow = 0.15 cfs @ 12.10 hrs, Volume= 0.012 af, Atten= 16%, Lag= 3.8 min Discarded = 0.15 cfs @ 12.10 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DP-2 : Catch Basin Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 59HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.86' @ 12.07 hrs Surf.Area= 1,317 sf Storage= 5 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 763.9 - 763.8 ) Volume Invert Avail.Storage Storage Description #1 307.85' 569 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 1,422 cf Overall x 40.0% Voids #2 308.93' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 659 cf Overall x 0.0% Voids #3 309.43' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 569 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.85 1,317 0 0 308.93 1,317 1,422 1,422 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.93 1,317 0 0 309.43 1,317 659 659 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.43 2 0 0 309.50 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.43'90.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 307.85'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.10 hrs HW=307.86' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.85' TW=303.53' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 60HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,114 sf 77.20% Impervious Runoff Depth=5.55"Subcatchment PS-1: NE Parking Flow Length=377' Tc=6.3 min CN=94 Runoff=5.41 cfs 0.373 af Runoff Area=7,172 sf 55.13% Impervious Runoff Depth=5.10"Subcatchment PS-10: SW Loop Road Tc=6.0 min CN=90 Runoff=1.06 cfs 0.070 af Runoff Area=3,182 sf 95.57% Impervious Runoff Depth=5.90"Subcatchment PS-10a: SW Loop Road Tc=6.0 min CN=97 Runoff=0.51 cfs 0.036 af Runoff Area=7,820 sf 68.75% Impervious Runoff Depth=5.33"Subcatchment PS-11: N Loop Road Tc=6.0 min CN=92 Runoff=1.19 cfs 0.080 af Runoff Area=2,670 sf 100.00% Impervious Runoff Depth=6.02"Subcatchment PS-11a: N Loop Road Tc=6.0 min CN=98 Runoff=0.43 cfs 0.031 af Runoff Area=26,617 sf 100.00% Impervious Runoff Depth=6.02"Subcatchment PS-12: North Building Tc=6.0 min CN=98 Runoff=4.29 cfs 0.307 af Runoff Area=1,949 sf 100.00% Impervious Runoff Depth=6.02"Subcatchment PS-13: Storage Building Tc=6.0 min CN=98 Runoff=0.31 cfs 0.022 af Runoff Area=27,897 sf 0.00% Impervious Runoff Depth=4.02"Subcatchment PS-14: Detention Basin Flow Length=255' Tc=15.8 min CN=80 Runoff=2.36 cfs 0.214 af Runoff Area=1,935 sf 0.00% Impervious Runoff Depth=4.02"Subcatchment PS-15: NW Landscaping Tc=6.0 min CN=80 Runoff=0.23 cfs 0.015 af Runoff Area=13,372 sf 2.51% Impervious Runoff Depth=4.02"Subcatchment PS-16: Playground Lawn Flow Length=122' Slope=0.0234 '/' Tc=10.5 min CN=80 Runoff=1.34 cfs 0.103 af Runoff Area=14,211 sf 86.07% Impervious Runoff Depth=5.67"Subcatchment PS-17: S Circle Tc=6.0 min CN=95 Runoff=2.24 cfs 0.154 af Runoff Area=42,111 sf 7.30% Impervious Runoff Depth=4.02"Subcatchment PS-18: Remaining ES-1 Flow Length=38' Tc=6.6 min CN=80 Runoff=4.96 cfs 0.324 af Runoff Area=24,129 sf 1.49% Impervious Runoff Depth=3.91"Subcatchment PS-19: Remaining ES-2 Flow Length=59' Tc=15.2 min CN=79 Runoff=2.02 cfs 0.181 af Runoff Area=35,027 sf 80.08% Impervious Runoff Depth=5.55"Subcatchment PS-2: SE Parking Tc=6.0 min CN=94 Runoff=5.48 cfs 0.372 af Runoff Area=25,265 sf 100.00% Impervious Runoff Depth=6.02"Subcatchment PS-20: S Building Tc=6.0 min CN=98 Runoff=4.07 cfs 0.291 af Runoff Area=27,564 sf 81.77% Impervious Runoff Depth=5.67"Subcatchment PS-3: NW Parking Tc=6.0 min CN=95 Runoff=4.35 cfs 0.299 af Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 61HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Runoff Area=23,142 sf 68.12% Impervious Runoff Depth=5.33"Subcatchment PS-4: SW Parking Tc=6.0 min CN=92 Runoff=3.53 cfs 0.236 af Runoff Area=4,047 sf 92.17% Impervious Runoff Depth=5.90"Subcatchment PS-4a: SW Loop Road Tc=6.0 min CN=97 Runoff=0.65 cfs 0.046 af Runoff Area=24,790 sf 71.03% Impervious Runoff Depth=5.44"Subcatchment PS-5: East Boulevard Tc=6.0 min CN=93 Runoff=3.83 cfs 0.258 af Runoff Area=2,663 sf 89.64% Impervious Runoff Depth=5.79"Subcatchment PS-5a: East Blvd Porous Tc=6.0 min CN=96 Runoff=0.42 cfs 0.029 af Runoff Area=19,210 sf 65.66% Impervious Runoff Depth=5.33"Subcatchment PS-6: West Boulevard Tc=6.0 min CN=92 Runoff=2.93 cfs 0.196 af Runoff Area=1,760 sf 100.00% Impervious Runoff Depth=6.02"Subcatchment PS-6a: West Blvd Porous Tc=6.0 min CN=98 Runoff=0.28 cfs 0.020 af Runoff Area=1,688 sf 0.00% Impervious Runoff Depth=4.02"Subcatchment PS-7: SE Landscaping Tc=6.0 min CN=80 Runoff=0.20 cfs 0.013 af Runoff Area=1,352 sf 0.00% Impervious Runoff Depth=4.02"Subcatchment PS-8: NE Landscaping Tc=6.0 min CN=80 Runoff=0.16 cfs 0.010 af Runoff Area=5,571 sf 62.48% Impervious Runoff Depth=5.21"Subcatchment PS-9: Southern Loading Tc=6.0 min CN=91 Runoff=0.84 cfs 0.056 af Runoff Area=1,863 sf 92.43% Impervious Runoff Depth=5.90"Subcatchment PS-9a: Southern LZ Porous Tc=6.0 min CN=97 Runoff=0.30 cfs 0.021 af Inflow=7.68 cfs 0.675 afReach AP-1: NYSDEC Wetland Outflow=7.68 cfs 0.675 af Inflow=3.59 cfs 1.609 afReach AP-2: Isolated Wetlands Outflow=3.59 cfs 1.609 af Avg. Flow Depth=0.55' Max Vel=3.11 fps Inflow=1.19 cfs 0.080 afReach DP-4: 10.0" Round Pipe n=0.013 L=55.0' S=0.0049 '/' Capacity=1.54 cfs Outflow=1.19 cfs 0.080 af Peak Elev=305.67' Storage=32,550 cf Inflow=14.29 cfs 1.414 afPond DB-1: Detention Basin Primary=1.86 cfs 1.406 af Secondary=0.00 cfs 0.000 af Outflow=1.86 cfs 1.406 af Peak Elev=306.44' Storage=38 cf Inflow=3.53 cfs 0.533 afPond DP-2: Catch Basin 12.0" Round Culvert n=0.013 L=65.0' S=0.0049 '/' Outflow=3.52 cfs 0.532 af Peak Elev=305.67' Storage=9 cf Inflow=1.06 cfs 0.070 afPond DP-3: Catch Basin 12.0" Round Culvert n=0.013 L=57.0' S=0.0051 '/' Outflow=1.06 cfs 0.070 af Peak Elev=307.70' Storage=3,475 cf Inflow=7.14 cfs 0.477 afPond PD-1: Planted Depression 12.0" Round Culvert n=0.013 L=29.0' S=0.0217 '/' Outflow=2.99 cfs 0.477 af Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 62HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev=306.85' Storage=2,016 cf Inflow=3.60 cfs 0.272 afPond PD-2: Planted Depression 10.0" Round Culvert n=0.013 L=117.0' S=0.0051 '/' Outflow=1.72 cfs 0.272 af Peak Elev=305.43' Storage=1,210 cf Inflow=5.41 cfs 0.373 afPond PP-1: Discarded=2.60 cfs 0.374 af Primary=0.00 cfs 0.000 af Outflow=2.60 cfs 0.374 af Peak Elev=305.80' Storage=1 cf Inflow=0.51 cfs 0.036 afPond PP-10: Discarded=0.50 cfs 0.036 af Primary=0.00 cfs 0.000 af Outflow=0.50 cfs 0.036 af Peak Elev=306.72' Storage=0 cf Inflow=0.43 cfs 0.031 afPond PP-11: Discarded=0.43 cfs 0.031 af Primary=0.00 cfs 0.000 af Outflow=0.43 cfs 0.031 af Peak Elev=305.43' Storage=1,010 cf Inflow=5.48 cfs 0.372 afPond PP-2: Discarded=2.86 cfs 0.373 af Primary=0.00 cfs 0.000 af Outflow=2.86 cfs 0.373 af Peak Elev=306.43' Storage=2,559 cf Inflow=4.35 cfs 0.299 afPond PP-3: Discarded=0.98 cfs 0.299 af Primary=0.00 cfs 0.000 af Outflow=0.98 cfs 0.299 af Peak Elev=305.21' Storage=1,270 cf Inflow=3.53 cfs 0.236 afPond PP-4: Discarded=1.20 cfs 0.236 af Primary=0.00 cfs 0.000 af Outflow=1.20 cfs 0.236 af Peak Elev=306.42' Storage=3 cf Inflow=0.65 cfs 0.046 afPond PP-4a: Discarded=0.62 cfs 0.046 af Primary=0.00 cfs 0.000 af Outflow=0.62 cfs 0.046 af Peak Elev=307.79' Storage=0 cf Inflow=0.42 cfs 0.029 afPond PP-5: Discarded=0.42 cfs 0.029 af Primary=0.00 cfs 0.000 af Outflow=0.42 cfs 0.029 af Peak Elev=308.19' Storage=54 cf Inflow=0.28 cfs 0.020 afPond PP-6: Discarded=0.15 cfs 0.020 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.020 af Peak Elev=307.96' Storage=58 cf Inflow=0.30 cfs 0.021 afPond PP-9: Discarded=0.15 cfs 0.021 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.021 af Total Runoff Area = 8.772 ac Runoff Volume = 3.756 af Average Runoff Depth = 5.14" 42.00% Pervious = 3.684 ac 58.00% Impervious = 5.088 ac Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 63HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: NE Parking Runoff = 5.41 cfs @ 12.04 hrs, Volume= 0.373 af, Depth= 5.55" Routed to Pond PP-1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 8,005 80 >75% Grass cover, Good, HSG D 15,869 98 Paved parking, HSG D * 11,240 98 Porous Asphalt 35,114 94 Weighted Average 8,005 22.80% Pervious Area 27,109 77.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 21 0.0223 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.3 79 0.0132 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.61" 2.0 277 0.0129 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 377 Total Summary for Subcatchment PS-10: SW Loop Road Runoff = 1.06 cfs @ 12.04 hrs, Volume= 0.070 af, Depth= 5.10" Routed to Pond DP-3 : Catch Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 3,218 80 >75% Grass cover, Good, HSG D 3,954 98 Paved parking, HSG D 7,172 90 Weighted Average 3,218 44.87% Pervious Area 3,954 55.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 64HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-10a: SW Loop Road Porous Runoff = 0.51 cfs @ 12.04 hrs, Volume= 0.036 af, Depth= 5.90" Routed to Pond PP-10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 141 80 >75% Grass cover, Good, HSG D 861 98 Paved parking, HSG D * 2,180 98 Porous Asphalt 3,182 97 Weighted Average 141 4.43% Pervious Area 3,041 95.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11: N Loop Road Runoff = 1.19 cfs @ 12.04 hrs, Volume= 0.080 af, Depth= 5.33" Routed to Reach DP-4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 2,444 80 >75% Grass cover, Good, HSG D 5,376 98 Paved parking, HSG D 7,820 92 Weighted Average 2,444 31.25% Pervious Area 5,376 68.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11a: N Loop Road Porous Runoff = 0.43 cfs @ 12.04 hrs, Volume= 0.031 af, Depth= 6.02" Routed to Pond PP-11 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 65HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 105 98 Paved parking, HSG D * 2,565 98 Porous Asphalt 2,670 98 Weighted Average 2,670 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-12: North Building Runoff = 4.29 cfs @ 12.04 hrs, Volume= 0.307 af, Depth= 6.02" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 26,617 98 Roofs, HSG D 26,617 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-13: Storage Building Runoff = 0.31 cfs @ 12.04 hrs, Volume= 0.022 af, Depth= 6.02" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 1,949 98 Roofs, HSG D 1,949 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-14: Detention Basin Runoff = 2.36 cfs @ 12.17 hrs, Volume= 0.214 af, Depth= 4.02" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 66HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 26,125 80 >75% Grass cover, Good, HSG D 1,772 77 Woods, Good, HSG D 27,897 80 Weighted Average 27,897 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 100 0.0127 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 2.8 155 0.0177 0.93 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.8 255 Total Summary for Subcatchment PS-15: NW Landscaping Runoff = 0.23 cfs @ 12.04 hrs, Volume= 0.015 af, Depth= 4.02" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 1,935 80 >75% Grass cover, Good, HSG D 1,935 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-16: Playground Lawn Runoff = 1.34 cfs @ 12.10 hrs, Volume= 0.103 af, Depth= 4.02" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 13,036 80 >75% Grass cover, Good, HSG D 336 98 Paved parking, HSG D 13,372 80 Weighted Average 13,036 97.49% Pervious Area 336 2.51% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 67HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 100 0.0234 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 0.3 22 0.0234 1.07 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.5 122 Total Summary for Subcatchment PS-17: S Circle Runoff = 2.24 cfs @ 12.04 hrs, Volume= 0.154 af, Depth= 5.67" Routed to Pond PD-2 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 1,979 80 >75% Grass cover, Good, HSG D 12,232 98 Paved parking, HSG D 14,211 95 Weighted Average 1,979 13.93% Pervious Area 12,232 86.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-18: Remaining ES-1 Runoff = 4.96 cfs @ 12.05 hrs, Volume= 0.324 af, Depth= 4.02" Routed to Reach AP-1 : NYSDEC Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 23,965 80 >75% Grass cover, Good, HSG D 3,075 98 Paved parking, HSG D 15,071 77 Woods, Good, HSG D 42,111 80 Weighted Average 39,036 92.70% Pervious Area 3,075 7.30% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 68HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 26 0.1923 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 5.1 12 0.0133 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 6.6 38 Total Summary for Subcatchment PS-19: Remaining ES-2 Runoff = 2.02 cfs @ 12.16 hrs, Volume= 0.181 af, Depth= 3.91" Routed to Reach AP-2 : Isolated Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 15,288 80 >75% Grass cover, Good, HSG D 359 98 Paved parking, HSG D 8,482 77 Woods, Good, HSG D 24,129 79 Weighted Average 23,770 98.51% Pervious Area 359 1.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 10 0.1690 0.23 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.7 13 0.0338 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 12.8 36 0.0122 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 15.2 59 Total Summary for Subcatchment PS-2: SE Parking Runoff = 5.48 cfs @ 12.04 hrs, Volume= 0.372 af, Depth= 5.55" Routed to Pond PP-2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 6,978 80 >75% Grass cover, Good, HSG D 15,683 98 Paved parking, HSG D * 12,366 98 Porous Asphalt 35,027 94 Weighted Average 6,978 19.92% Pervious Area 28,049 80.08% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 69HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-20: S Building Runoff = 4.07 cfs @ 12.04 hrs, Volume= 0.291 af, Depth= 6.02" Routed to Pond DB-1 : Detention Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 25,265 98 Roofs, HSG D 25,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-3: NW Parking Runoff = 4.35 cfs @ 12.04 hrs, Volume= 0.299 af, Depth= 5.67" Routed to Pond PP-3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 5,024 80 >75% Grass cover, Good, HSG D 14,091 98 Paved parking, HSG D * 8,449 98 Porous Asphalt 27,564 95 Weighted Average 5,024 18.23% Pervious Area 22,540 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-4: SW Parking Runoff = 3.53 cfs @ 12.04 hrs, Volume= 0.236 af, Depth= 5.33" Routed to Pond PP-4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 70HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 7,378 80 >75% Grass cover, Good, HSG D 10,564 98 Paved parking, HSG D * 5,200 98 Porous Asphalt 23,142 92 Weighted Average 7,378 31.88% Pervious Area 15,764 68.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-4a: SW Loop Road Porous Runoff = 0.65 cfs @ 12.04 hrs, Volume= 0.046 af, Depth= 5.90" Routed to Pond PP-4a : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 317 80 >75% Grass cover, Good, HSG D 1,033 98 Paved parking, HSG D * 2,697 98 Porous Asphalt 4,047 97 Weighted Average 317 7.83% Pervious Area 3,730 92.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5: East Boulevard Runoff = 3.83 cfs @ 12.04 hrs, Volume= 0.258 af, Depth= 5.44" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 7,182 80 >75% Grass cover, Good, HSG D 17,608 98 Paved parking, HSG D 24,790 93 Weighted Average 7,182 28.97% Pervious Area 17,608 71.03% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 71HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5a: East Blvd Porous Runoff = 0.42 cfs @ 12.04 hrs, Volume= 0.029 af, Depth= 5.79" Routed to Pond PP-5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 276 80 >75% Grass cover, Good, HSG D 248 98 Paved parking, HSG D * 2,139 98 Porous Asphalt 2,663 96 Weighted Average 276 10.36% Pervious Area 2,387 89.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-6: West Boulevard Runoff = 2.93 cfs @ 12.04 hrs, Volume= 0.196 af, Depth= 5.33" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 6,597 80 >75% Grass cover, Good, HSG D 12,613 98 Paved parking, HSG D 19,210 92 Weighted Average 6,597 34.34% Pervious Area 12,613 65.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 72HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment PS-6a: West Blvd Porous Runoff = 0.28 cfs @ 12.04 hrs, Volume= 0.020 af, Depth= 6.02" Routed to Pond PP-6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 503 98 Paved parking, HSG D * 1,257 98 Porous Asphalt 1,760 98 Weighted Average 1,760 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-7: SE Landscaping Runoff = 0.20 cfs @ 12.04 hrs, Volume= 0.013 af, Depth= 4.02" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 1,688 80 >75% Grass cover, Good, HSG D 1,688 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-8: NE Landscaping Runoff = 0.16 cfs @ 12.04 hrs, Volume= 0.010 af, Depth= 4.02" Routed to Pond PD-1 : Planted Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 1,352 80 >75% Grass cover, Good, HSG D 1,352 100.00% Pervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 73HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9: Southern Loading Zone Runoff = 0.84 cfs @ 12.04 hrs, Volume= 0.056 af, Depth= 5.21" Routed to Pond DP-2 : Catch Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 3,481 98 Paved parking, HSG D 2,090 80 >75% Grass cover, Good, HSG D 5,571 91 Weighted Average 2,090 37.52% Pervious Area 3,481 62.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9a: Southern LZ Porous Runoff = 0.30 cfs @ 12.04 hrs, Volume= 0.021 af, Depth= 5.90" Routed to Pond PP-9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-Saratoga 24-hr S1 100-yr Rainfall=6.26" Area (sf) CN Description 141 80 >75% Grass cover, Good, HSG D 405 98 Paved parking, HSG D * 1,317 98 Porous Asphalt 1,863 97 Weighted Average 141 7.57% Pervious Area 1,722 92.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 74HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 3.324 ac, 50.65% Impervious, Inflow Depth = 2.44" for 100-yr event Inflow = 7.68 cfs @ 12.05 hrs, Volume= 0.675 af Outflow = 7.68 cfs @ 12.05 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach AP-2: Isolated Wetlands Inflow Area = 5.448 ac, 62.49% Impervious, Inflow Depth > 3.54" for 100-yr event Inflow = 3.59 cfs @ 12.17 hrs, Volume= 1.609 af Outflow = 3.59 cfs @ 12.17 hrs, Volume= 1.609 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1R Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach DP-4: Inflow Area = 1.047 ac, 77.09% Impervious, Inflow Depth = 0.91" for 100-yr event Inflow = 1.19 cfs @ 12.04 hrs, Volume= 0.080 af Outflow = 1.19 cfs @ 12.04 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.2 min Routed to Reach AP-1 : NYSDEC Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.11 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.03 fps, Avg. Travel Time= 0.9 min Peak Storage= 21 cf @ 12.04 hrs Average Depth at Peak Storage= 0.55' , Surface Width= 0.79' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 1.54 cfs 10.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 55.0' Slope= 0.0049 '/' Inlet Invert= 305.28', Outlet Invert= 305.01' Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 75HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Basin Inflow Area = 4.850 ac, 69.11% Impervious, Inflow Depth = 3.50" for 100-yr event Inflow = 14.29 cfs @ 12.04 hrs, Volume= 1.414 af Outflow = 1.86 cfs @ 12.99 hrs, Volume= 1.406 af, Atten= 87%, Lag= 57.0 min Primary = 1.86 cfs @ 12.99 hrs, Volume= 1.406 af Routed to Reach AP-2 : Isolated Wetlands Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach AP-2 : Isolated Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.67' @ 12.99 hrs Surf.Area= 16,125 sf Storage= 32,550 cf Plug-Flow detention time= 292.5 min calculated for 1.406 af (99% of inflow) Center-of-Mass det. time= 289.0 min ( 1,066.4 - 777.4 ) Volume Invert Avail.Storage Storage Description #1 303.20' 47,053 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.20 10,315 0 0 304.00 12,174 8,996 8,996 305.00 14,526 13,350 22,346 305.50 15,723 7,562 29,908 306.00 16,935 8,165 38,072 306.50 18,986 8,980 47,053 Device Routing Invert Outlet Devices #1 Primary 303.20'6.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.20' / 302.97' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Secondary 306.00'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Primary 304.10'6.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.10' / 304.01' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.86 cfs @ 12.99 hrs HW=305.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.00 cfs @ 5.09 fps) 3=Culvert (Inlet Controls 0.86 cfs @ 4.36 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.20' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 76HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond DP-2: Catch Basin Inflow Area = 1.352 ac, 67.19% Impervious, Inflow Depth = 4.73" for 100-yr event Inflow = 3.53 cfs @ 12.07 hrs, Volume= 0.533 af Outflow = 3.52 cfs @ 12.07 hrs, Volume= 0.532 af, Atten= 0%, Lag= 0.2 min Primary = 3.52 cfs @ 12.07 hrs, Volume= 0.532 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.44' @ 12.07 hrs Surf.Area= 13 sf Storage= 38 cf Plug-Flow detention time= 1.1 min calculated for 0.532 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 794.0 - 793.4 ) Volume Invert Avail.Storage Storage Description #1 303.53' 71 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.53 13 0 0 309.00 13 71 71 Device Routing Invert Outlet Devices #1 Primary 304.53'12.0" Round Culvert L= 65.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.53' / 304.21' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.52 cfs @ 12.07 hrs HW=306.44' TW=304.71' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.52 cfs @ 4.49 fps) Summary for Pond DP-3: Catch Basin Inflow Area = 0.238 ac, 67.56% Impervious, Inflow Depth = 3.53" for 100-yr event Inflow = 1.06 cfs @ 12.04 hrs, Volume= 0.070 af Outflow = 1.06 cfs @ 12.04 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.04 hrs, Volume= 0.070 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.67' @ 13.00 hrs Surf.Area= 4 sf Storage= 9 cf Plug-Flow detention time= 2.1 min calculated for 0.070 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 786.8 - 785.6 ) Volume Invert Avail.Storage Storage Description #1 303.42' 14 cf Custom Stage Data (Prismatic) Listed below (Recalc) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 77HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 303.42 4 0 0 307.02 4 14 14 Device Routing Invert Outlet Devices #1 Primary 304.42'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.42' / 304.13' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.06 cfs @ 12.04 hrs HW=305.07' TW=304.60' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.06 cfs @ 2.80 fps) Summary for Pond PD-1: Planted Depression Inflow Area = 1.181 ac, 66.78% Impervious, Inflow Depth = 4.85" for 100-yr event Inflow = 7.14 cfs @ 12.04 hrs, Volume= 0.477 af Outflow = 2.99 cfs @ 12.20 hrs, Volume= 0.477 af, Atten= 58%, Lag= 10.0 min Primary = 2.99 cfs @ 12.20 hrs, Volume= 0.477 af Routed to Pond DP-2 : Catch Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.70' @ 12.20 hrs Surf.Area= 5,272 sf Storage= 3,475 cf Flood Elev= 307.35' Surf.Area= 3,514 sf Storage= 1,924 cf Plug-Flow detention time= 17.4 min calculated for 0.477 af (100% of inflow) Center-of-Mass det. time= 17.6 min ( 794.7 - 777.1 ) Volume Invert Avail.Storage Storage Description #1 306.20' 5,260 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.20 727 0 0 307.00 1,771 999 999 308.00 6,750 4,261 5,260 Device Routing Invert Outlet Devices #1 Primary 306.20'12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.20' / 305.57' S= 0.0217 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.99 cfs @ 12.20 hrs HW=307.70' TW=306.32' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.99 cfs @ 3.81 fps) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 78HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Summary for Pond PD-2: Planted Depression Inflow Area = 1.310 ac, 61.50% Impervious, Inflow Depth = 2.49" for 100-yr event Inflow = 3.60 cfs @ 12.05 hrs, Volume= 0.272 af Outflow = 1.72 cfs @ 12.25 hrs, Volume= 0.272 af, Atten= 52%, Lag= 11.9 min Primary = 1.72 cfs @ 12.25 hrs, Volume= 0.272 af Routed to Reach AP-1 : NYSDEC Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.85' @ 12.25 hrs Surf.Area= 2,648 sf Storage= 2,016 cf Plug-Flow detention time= 24.6 min calculated for 0.272 af (100% of inflow) Center-of-Mass det. time= 24.4 min ( 812.4 - 788.0 ) Volume Invert Avail.Storage Storage Description #1 305.60' 7,992 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.60 863 0 0 306.00 1,155 404 404 307.00 2,916 2,036 2,439 308.00 8,190 5,553 7,992 Device Routing Invert Outlet Devices #1 Primary 305.60'10.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.60' / 305.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=1.72 cfs @ 12.25 hrs HW=306.85' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.72 cfs @ 3.15 fps) Summary for Pond PP-1: Inflow Area = 0.806 ac, 77.20% Impervious, Inflow Depth = 5.55" for 100-yr event Inflow = 5.41 cfs @ 12.04 hrs, Volume= 0.373 af Outflow = 2.60 cfs @ 12.01 hrs, Volume= 0.374 af, Atten= 52%, Lag= 0.0 min Discarded = 2.60 cfs @ 12.01 hrs, Volume= 0.374 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.43' @ 12.18 hrs Surf.Area= 11,240 sf Storage= 1,210 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.6 min ( 770.4 - 768.8 ) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 79HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.16' 4,856 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 12,139 cf Overall x 40.0% Voids #2 306.24' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 5,620 cf Overall x 0.0% Voids #3 306.74' 15,211 cf Surface Ponding (Prismatic) Listed below (Recalc) 20,067 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.16 11,240 0 0 306.24 11,240 12,139 12,139 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.24 11,240 0 0 306.74 11,240 5,620 5,620 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.74 0 0 0 307.00 160 21 21 308.00 5,470 2,815 2,836 309.00 13,547 9,509 12,344 309.20 15,121 2,867 15,211 Device Routing Invert Outlet Devices #1 Primary 309.16'12.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 305.16'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=2.60 cfs @ 12.01 hrs HW=305.22' (Free Discharge) 2=Exfiltration (Exfiltration Controls 2.60 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.16' TW=305.28' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-10: Inflow Area = 0.073 ac, 95.57% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow = 0.51 cfs @ 12.04 hrs, Volume= 0.036 af Outflow = 0.50 cfs @ 12.05 hrs, Volume= 0.036 af, Atten= 1%, Lag= 0.6 min Discarded = 0.50 cfs @ 12.05 hrs, Volume= 0.036 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DP-3 : Catch Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 80HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.80' @ 12.05 hrs Surf.Area= 2,180 sf Storage= 1 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 751.5 - 751.4 ) Volume Invert Avail.Storage Storage Description #1 305.80' 942 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,354 cf Overall x 40.0% Voids #2 306.88' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,090 cf Overall x 0.0% Voids #3 307.38' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 942 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.80 2,180 0 0 306.88 2,180 2,354 2,354 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.88 2,180 0 0 307.38 2,180 1,090 1,090 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.38 2 0 0 307.40 2 0 0 Device Routing Invert Outlet Devices #1 Primary 307.38'115.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 305.80'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.50 cfs @ 12.05 hrs HW=305.80' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.80' TW=303.42' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-11: Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 6.02" for 100-yr event Inflow = 0.43 cfs @ 12.04 hrs, Volume= 0.031 af Outflow = 0.43 cfs @ 12.04 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Discarded = 0.43 cfs @ 12.04 hrs, Volume= 0.031 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 81HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 306.72' @ 12.04 hrs Surf.Area= 2,565 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 744.2 - 744.2 ) Volume Invert Avail.Storage Storage Description #1 306.72' 1,108 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,770 cf Overall x 40.0% Voids #2 307.80' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,283 cf Overall x 0.0% Voids #3 308.30' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,108 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.72 2,565 0 0 307.80 2,565 2,770 2,770 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.80 2,565 0 0 308.30 2,565 1,283 1,283 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.30 2 0 0 308.40 2 0 0 Device Routing Invert Outlet Devices #1 Primary 308.30'130.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 306.72'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.59 cfs @ 12.04 hrs HW=306.72' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.59 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.72' TW=305.28' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-2: Inflow Area = 0.804 ac, 80.08% Impervious, Inflow Depth = 5.55" for 100-yr event Inflow = 5.48 cfs @ 12.04 hrs, Volume= 0.372 af Outflow = 2.86 cfs @ 12.00 hrs, Volume= 0.373 af, Atten= 48%, Lag= 0.0 min Discarded = 2.86 cfs @ 12.00 hrs, Volume= 0.373 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 82HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.43' @ 12.16 hrs Surf.Area= 12,366 sf Storage= 1,010 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.1 min ( 769.6 - 768.5 ) Volume Invert Avail.Storage Storage Description #1 305.23' 5,342 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 13,355 cf Overall x 40.0% Voids #2 306.31' 0 cf PP 6" Asphalt (Prismatic) Listed below (Recalc) 6,183 cf Overall x 0.0% Voids #3 306.81' 4,036 cf Surface Ponding (Prismatic) Listed below (Recalc) 9,378 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.23 12,366 0 0 306.31 12,366 13,355 13,355 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.31 12,366 0 0 306.81 12,366 6,183 6,183 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.81 0 0 0 307.00 195 19 19 308.00 7,840 4,018 4,036 Device Routing Invert Outlet Devices #1 Discarded 305.23'10.000 in/hr Exfiltration over Horizontal area #2 Primary 307.94'24.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=2.86 cfs @ 12.00 hrs HW=305.26' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.86 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.23' TW=303.20' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-3: Inflow Area = 0.633 ac, 81.77% Impervious, Inflow Depth = 5.67" for 100-yr event Inflow = 4.35 cfs @ 12.04 hrs, Volume= 0.299 af Outflow = 0.98 cfs @ 11.83 hrs, Volume= 0.299 af, Atten= 78%, Lag= 0.0 min Discarded = 0.98 cfs @ 11.83 hrs, Volume= 0.299 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 83HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.43' @ 12.50 hrs Surf.Area= 8,449 sf Storage= 2,559 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.6 min ( 776.0 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 305.67' 3,650 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 9,125 cf Overall x 40.0% Voids #2 306.75' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 4,225 cf Overall x 0.0% Voids #3 307.25' 714 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,364 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.67 8,449 0 0 306.75 8,449 9,125 9,125 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.75 8,449 0 0 307.25 8,449 4,225 4,225 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.25 0 0 0 307.75 2,855 714 714 Device Routing Invert Outlet Devices #1 Primary 307.25'2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Discarded 305.67'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.98 cfs @ 11.83 hrs HW=305.69' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.98 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.67' TW=305.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4: Inflow Area = 0.624 ac, 71.70% Impervious, Inflow Depth = 4.53" for 100-yr event Inflow = 3.53 cfs @ 12.04 hrs, Volume= 0.236 af Outflow = 1.20 cfs @ 11.97 hrs, Volume= 0.236 af, Atten= 66%, Lag= 0.0 min Discarded = 1.20 cfs @ 11.97 hrs, Volume= 0.236 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DB-1 : Detention Basin Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 84HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.21' @ 12.27 hrs Surf.Area= 5,200 sf Storage= 1,270 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.6 min ( 782.2 - 777.6 ) Volume Invert Avail.Storage Storage Description #1 304.60' 2,246 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 5,616 cf Overall x 40.0% Voids #2 305.68' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,600 cf Overall x 0.0% Voids #3 306.18' 7,642 cf Surface Ponding (Prismatic) Listed below (Recalc) 9,889 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.60 5,200 0 0 305.68 5,200 5,616 5,616 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.68 5,200 0 0 306.18 5,200 2,600 2,600 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.18 0 0 0 307.00 3,429 1,406 1,406 308.00 9,044 6,237 7,642 Device Routing Invert Outlet Devices #1 Primary 307.43'12.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 304.60'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=1.20 cfs @ 11.97 hrs HW=304.64' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.60' TW=303.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4a: Inflow Area = 0.093 ac, 92.17% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow = 0.65 cfs @ 12.04 hrs, Volume= 0.046 af Outflow = 0.62 cfs @ 12.05 hrs, Volume= 0.046 af, Atten= 4%, Lag= 1.1 min Discarded = 0.62 cfs @ 12.05 hrs, Volume= 0.046 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PP-4 : Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 85HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.42' @ 12.05 hrs Surf.Area= 2,697 sf Storage= 3 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 751.5 - 751.4 ) Volume Invert Avail.Storage Storage Description #1 306.42' 1,165 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,913 cf Overall x 40.0% Voids #2 307.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,349 cf Overall x 0.0% Voids #3 308.00' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,165 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.42 2,697 0 0 307.50 2,697 2,913 2,913 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.50 2,697 0 0 308.00 2,697 1,349 1,349 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 2 0 0 308.10 2 0 0 Device Routing Invert Outlet Devices #1 Primary 308.00'160.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 306.42'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.62 cfs @ 12.05 hrs HW=306.42' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.62 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.42' TW=304.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-5: Inflow Area = 0.061 ac, 89.64% Impervious, Inflow Depth = 5.79" for 100-yr event Inflow = 0.42 cfs @ 12.04 hrs, Volume= 0.029 af Outflow = 0.42 cfs @ 12.04 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Discarded = 0.42 cfs @ 12.04 hrs, Volume= 0.029 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 86HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.79' @ 12.04 hrs Surf.Area= 2,139 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 757.8 - 757.8 ) Volume Invert Avail.Storage Storage Description #1 307.79' 924 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 2,310 cf Overall x 40.0% Voids #2 308.87' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,070 cf Overall x 0.0% Voids #3 309.37' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 924 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.79 2,139 0 0 308.87 2,139 2,310 2,310 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.87 2,139 0 0 309.37 2,139 1,070 1,070 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.37 2 0 0 309.50 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.37'100.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 307.79'10.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.50 cfs @ 12.04 hrs HW=307.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.79' TW=306.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6: Inflow Area = 0.040 ac,100.00% Impervious, Inflow Depth = 6.02" for 100-yr event Inflow = 0.28 cfs @ 12.04 hrs, Volume= 0.020 af Outflow = 0.15 cfs @ 12.00 hrs, Volume= 0.020 af, Atten= 49%, Lag= 0.0 min Discarded = 0.15 cfs @ 12.00 hrs, Volume= 0.020 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 87HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.19' @ 12.16 hrs Surf.Area= 1,257 sf Storage= 54 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.2 min ( 745.4 - 744.2 ) Volume Invert Avail.Storage Storage Description #1 308.08' 543 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 1,358 cf Overall x 40.0% Voids #2 309.16' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 629 cf Overall x 0.0% Voids #3 309.66' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 543 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.08 1,257 0 0 309.16 1,257 1,358 1,358 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.16 1,257 0 0 309.66 1,257 629 629 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.66 2 0 0 309.70 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.37'70.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 308.08'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.00 hrs HW=308.10' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.08' TW=306.20' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-9: Inflow Area = 0.043 ac, 92.43% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow = 0.30 cfs @ 12.04 hrs, Volume= 0.021 af Outflow = 0.15 cfs @ 12.00 hrs, Volume= 0.021 af, Atten= 49%, Lag= 0.0 min Discarded = 0.15 cfs @ 12.00 hrs, Volume= 0.021 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond DP-2 : Catch Basin Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 8/15/2023Prepared by Labella Associates Page 88HydroCAD® 10.20-3f s/n 09581 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.96' @ 12.16 hrs Surf.Area= 1,317 sf Storage= 58 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.2 min ( 752.6 - 751.4 ) Volume Invert Avail.Storage Storage Description #1 307.85' 569 cf PP 13" Stone Section (Prismatic) Listed below (Recalc) 1,422 cf Overall x 40.0% Voids #2 308.93' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 659 cf Overall x 0.0% Voids #3 309.43' 0 cf Custom Stage Data (Prismatic) Listed below (Recalc) 569 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.85 1,317 0 0 308.93 1,317 1,422 1,422 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.93 1,317 0 0 309.43 1,317 659 659 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.43 2 0 0 309.50 2 0 0 Device Routing Invert Outlet Devices #1 Primary 309.43'90.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 307.85'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.00 hrs HW=307.87' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.85' TW=303.53' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Appendix f: Swppp inspection report (sample form) SWPPP INSPECTION REPORT NUMBER XX Liberty Affordable Housing, Inc. Liberty at Saratoga Crescent Avenue & Bunny Lake Drive City of Saratoga Springs, Saratoga County, NY Performed: 9/29/2021 @ 12:00 AM Report Issued: 9/29/2021 Status: SATISFACTORY (All erosion control measures are installed and in working order) Qualified Professional (name and title) Date Signature Qualified Inspector (name and title) Date Signature Prepared by: LaBella Associates 4 British American Boulevard Latham, NY 12110 (518) 439-8235 NYSDEC Documentation and SWPPP Forms NYSDEC Issued Permit Identification Number: NYRXXXXXX 5-Acre Waiver: N/A (No 5-acre waiver for this project - Contractor not authorized to disturb >5 acres) 303d Status: Project does not directly discharge to a 303d impaired waterbody Number of Inspections required: 1 / week Location of SWPPP and Site Log Book on-site: YES NO N/A CONTAINED IN SITE LOG BOOK? ☐ ☐ ☐ Preconstruction Assessment ☐ ☐ ☐ NOI Acknowledgement letter ☐ ☐ ☐ Copy of eNOI ☐ ☐ ☐ Owner / Operator Certification ☐ ☐ ☐ SWPPP Preparer Certification ☐ ☐ ☐ MS4 SWPPP Acceptance Form ☐ ☐ ☐ Contractor and Subcontractor Certifications ☐ ☐ ☐ SPDES General Permit ☐ ☐ ☐ 5 Acre Waiver ☐ ☐ ☐ NOT Comments: Site Conditions Approximate Disturbed Area at Time of Inspection: XX Acres Allowable Disturbed Area Per NOI and/or 5-acre waiver: XX Acres Current Status of Construction: Description Weather Conditions: Conditions Temperature: XX ⁰F Soil Conditions: Choose an item. Description of Discharge Point/Natural Surface Waterbody Condition of Runoff Sediment Discharge Noted Y / N Corrective Action Erosion and Sediment Control Deficiencies and Corrective Actions SWPPP Component Functional Y / N / NA Deficiency (See Checklist and/or note) Deficiency Location Initial Date Corrective Action Corrected Y / N General Site Conditions Silt Fence Stabilized Construction Access Compost Filter Sock Inlet Protection Soil Stockpiles Temporary Stabilization Permanent Stabilization Dewatering Operations Stone Check Dams Rock Outlet Protection Sediment Traps and Basins Temporary Stream Crossing Pavement Sweeping Concrete Washout Filter Strips Slope Protection Measures Temporary Swales and Berms Temporary Parking Areas Fiber Roll Permanent Turf Reinforcement Water Bars Flow Diffusers Other: SWPPP Inspection Checklist and Deficiency Numbers 1 General Site Conditions 6 Soil Stockpiles 1A Adjoining properties are not protected from erosion and sediment deposition 6A No sediment controls at downhill slope 1B Downstream waterways are not protected from erosion and sediment deposition 1C All E&SC measures have not been constructed as detailed in the SWPPP 7 Temporary Stabilization 1D Dust is not adequately controlled 7A Areas inactive for 14 days or more have not been stabilized (If <5 acres disturbed) 1E Storage areas contain spills, leaks, or harmful materials 7B Areas inactive for 7 days or more have not been stabilized (If >5 acres disturbed or 303d) 1F Garbage and waste building materials are not being managed properly 7C Soil preparation has not been applied as specified in the SWPPP or the Blue Book 1G Temporary control measures that are no longer needed have not been removed 7D Rolled EC products specified for steep slopes or channels have not been installed 1H Permanent SWM practices not constructed per plans 8 Permanent Stabilization 2 Silt Fence 8A Lawn in disturbed areas has not been established to 80% germination 2A Silt fence not installed on contour 8B Soil preparation has not been applied as specified in the SWPPP or the Blue Book 2B Silt fence not across conveyance channels 8C Rolled EC products specified for steep slopes or channels have not been installed 2C Silt fence not at least 10 feet from toe of slope 2D Silt fence not at appropriate spacing intervals based on slope 9 Dewatering Operations 2E Silt fence ends are not wrapped for continuous support 9A Upstream and downstream berms are not installed or functioning poorly 2F Silt fence fabric is loose or contains rips or frayed areas 9B Clean water from upstream pool is not being pumped to the downstream pool 2G Silt fence posts are unstable 9C Sediment laden water from work area is not being discharged to a silt-trapping device 2H Silt fence is not buried 6 inches minimum 9D Groundwater from excavations managed improperly (No sumps/sediment control) 2I Silt fence contains bulges or material buildup 10 Stone Check Dam 3 Stabilized Construction Access 10A Not installed per standards 3A Temporary construction access not installed or not per NYS standards 10B Channel is unstable (flow is eroding soil underneath or around the structure) 3B Other access areas have not been stabilized immediately as work takes place 10C Check dam in poor condition (rocks not in place or lack of geotextile fabric) 3C Sediment has tracked onto public streets and is not being cleaned daily 10D Sediment needs to be removed 3D Stone is not clean enough to effectively remove mud from vehicles 3E Adequate drainage not provided to prevent ponding 11 Rock Outlet Protection 11A Rock outlet protection not installed per plan or Blue Book 4 Compost Filter Sock 11B Rock outlet protection not installed concurrently with pipe installation 4A Filter sock not installed on contour 4B Filter sock terminal ends do not extended 8’ upslope at 45˚ angle 12 Sediment Traps and Basins 4C Inappropriate diameter based on slope steepness and slope length 12A Outlet structure constructed improperly 4D Filter sock not anchored at 10’ intervals 12B Geotextile fabric has not been placed beneath rock fill 4E More than 50% sediment has built up 12C Depth of sediment in basin has exceeded allowable threshold 12D Basin and outlet structure not constructed per the approved plan 5 Inlet Protection 12E Basin side slopes are not stabilized with seed/mulch 5A Inlet protection not installed or installation is not per SWPPP or Blue Book specifications 12F More than 50% capacity has built up 5B Incorrect type(s) of inlet control installed or is inappropriate for location 5C Drainage area for inlet protection is greater than 1 acre 13 Temporary Stream Crossing 5D Sediment has not been removed when 50% of storage volume has been achieved 13A Construction crossings at concentrated flow areas have not been culverted 5E A 2” x 4” wood frame and wood posts has not been installed 5F Filter fabric is not buried a minimum of 1 foot below ground or secured to frame/posts 14 Pavement Sweeping 5G Posts are unstable, fabric is loose, and contains rips or frayed areas 14A Pavement has not been swept daily and sediment has traveled into road 5H Post spacing exceeds maximum 3’ spacing Stormwater Management Practice Deficiencies and Corrective Actions Practice Sign Y / N Current Phase of Construction Items Not in Conformance with SWPPP Deficiency Location Initial Date Corrective Action Corrected Y / N Practice 1: Practice 2: Practice 3: Practice 4: Practice 5: Practice 6: Photo Log Photo 1 Photo 1A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 2 Photo 2A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 3 Photo 3A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo Log (continued) Photo 4 Photo 4A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 5 Photo 5A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 6 Photo 6A Date – Item in need of repair or maintenance: Date – Corrected Action: Appendix G: Post-construction inspections and maintenance Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates POST CONSTRUCTION INSPECTIONS AND MAINTENANCE 1. SITE COVER a. Inspections Site cover and associated structures and embankments should be inspected periodically for the first few months following construction and then on a biannual basis. Site inspections should also be performed following all major storm events. Items to check for include (but are not limited to): i. Differential settlement of embankments, cracking or erosion. ii. Lack of vigor and density of grass turf. iii. Accumulation of sediments or litter on lawn areas, paved areas, or within catch basin sumps. iv. Accumulation of pollutants, including oils or grease, in catch basin sumps. v. Damage or fatigue of storm sewer structures or associated components. b. Mowing and Sweeping Vegetated areas and landscaping should be maintained to promote vigorous and dense growth. Lawn areas should be mowed at least three times a year (more frequent mowing may be desired for aesthetic reasons). Resultant yard waste shall be collected and disposed of off-site. Paved areas should be swept at least twice a year. Additional sweeping may be appropriate in the early spring for removal of deicing materials c. Debris and Litter Removal Accumulation of litter and debris should be removed during each mowing or sweep operation. d. Structural Repair or Replacement Components of the system which require repair or replacement should be addressed immediately following identification. e. Catch Basins The frequency for cleanout of catch basin sumps will depend on the efficiency of mowing, sweeping, and debris and litter removal. Sumps should be cleaned when accumulation of sediments are within six inches of the catch basin outlet pipe. Disposal of material from catch basins sumps, drainage manholes, and trench drains shall be in accordance with local, state, and federal guidelines. f. Rip-rap Dissipation structures Riprap used to dissipate energy from pipe outfalls shall be cleaned or replaced when it becomes overburdened with silt or sediment. Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates g. Winter Maintenance To prevent impacts to storm water management facilities, the following winter maintenance limitations, restrictions, or requirements are recommended: i. Remove snow and ice from inlet structures, basin inlet and outlet structures and away from culvert end sections. ii. Snow removed from paved areas should not be piled at inlets/outlets of the storm water management basin. iii. Use of deicing materials should be limited to sand and “environmentally friendly” chemical products. Use of salt mixtures should be kept to a minimum. iv. Sand used for deicing should be clean, course material free of fines, silt, and clay. v. Materials used for deicing should be removed during the early spring by sweeping and/ or vacuuming. 2. POROUS PAVEMENT a. Inspection Schedule Porous pavement surfaces shall be inspected periodically after construction, and then on a monthly basis. b. Inspection of Uphill Drainage Area Look for areas that are uphill from the porous pavement i. Bare soil should be seeded and strawed to establish vegetation. Areas of erosion should be filled in with soil, compacted, and seeded and strawed to establish vegetation. If a small channel(s) forms, water flowing to this area should be redirected by creating a small berm or add topsoil to areas that are heavily compacted. ii. Piles of grass clippings, mulch, dirt, salt, or other materials should be removed. iii. Open containers of oil, grease, paint, or other substances should be covered or properly disposed. c. Inspection of Surface Examine the entire porous pavement surface: i. Dirt and grit accumulation on the pavement surface should be removed utilizing a blower or sweeping the area. If dirt/grit remain in the joint areas, agitate with a rough brush and vacuum the surface with a wet/dry vac. Clogged blocks should be removed and replaced. Any material removed should be disposed where it cannot re-enter the system. ii. If the paver type is not intended to be covered in vegetation, grass/weeds should be removed either mechanically or with an herbicide. Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates iii. Damaged pavers should be removed and replaced in areas of slumping, sinking, cracking, or breaking of the pavement surface. The fill in the underlying gravel should be checked and replaced with new materials if necessary. 3. PERMEABLE GRASS SURFACE (GRASSPAVE2) a. Inspection Schedule Permeable grass surfaces shall be inspected periodically after construction, and then on a monthly basis. b. Inspection Items Items to check for include (but are not limited to): i. Seeded areas must be protected from any traffic, other than emergency vehicles, for a period of 4 to 8 weeks, or until the grass is mature to handle traffic. ii. Sodded areas must be protected from any traffic, other than emergency vehicles, for a period of 3 to 4 weeks, or until the root system has penetrated below the Grasspave2 units. iii. Ensure that surface dewaters between storms (monthly and after >0.5- inch rainfall) c. Mowing, Irrigation, and Fertilizing Mow, irrigate, and fertilize as necessary for selected grass species for a healthy turf, which includes de-thatching (remove when reach 0.5” in depth above rings). Maintain grass in accordance with supplier’s instructions. d. Micronutrients Apply micronutrients once a year (or every 6 months in warm climate areas). e. Do Not Aerate. Never aerate Grasspave2 surface areas. f. Herbicides/Insecticides Apply herbicides and/or insecticides as needed, following manufacturer’s instructions. g. Structural Repairs and Replacement Remove and replace segments of Grasspave2 units where three or more adjacent rings are broken or damaged, reinstalling as specified, so no evidence of replacement is apparent. Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates h. Snow Plowing Plow snow using standard truck-mounted snowplow blades with small skids on the corners of the blades to keep the bottom of the blade approximately 1” off the surface. Avoid long term pile up of snow on permeable grass surface to avoid concentrated sediment accumulation. 4. SURFACE DETENTION BASINS a. Inspection Schedule Detention Basins should be inspected periodically for the first few months after construction and then on an annual basis. Detention Basins should be inspected after major storm events to ensure inlets and outlets remain clear. b. Inspection Items Items to check for include (but are not limited to): i. Differential settlement of embankments. ii. Cracking, erosion, or seepage through embankments. iii. Evidence of clogging at inlets or outlets. iv. Erosion of the flow path through the detention basin. v. Brush, shrub, or tree growth on embankments. vi. Condition of the overflow spillway. vii. Lack of vigor and density of grass turf on the basin embankments. c. Mowing The side slopes, embankments, inlets, and overflow spillways of the detention basins should be mowed at least three times a year and resultant yard wastes collected and disposed of off-site. d. Debris and Litter Control Removal of debris and litter should be accomplished during mowing operations. Inlet and outlet structures should be cleared of all debris and litter. e. Structural repairs and Replacement Components of the detention basin, which require repair or replacement, should be addressed immediately following identification. f. Erosion Control Sources of sedimentation, specifically eroded areas in upland drainage areas, should be stabilized immediately upon identification. Stabilization should be with vegetative practices or other erosion control practices when vegetative measures do not prove effective. Soil slumpage, erosion of the basin embankment or around inlets/outlets, and cracking should be stabilized and repaired immediately upon identification. Repair, Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates replacement, or addition of rip-rap aprons, channels or embankments should be pursued as required. g. Sediment removal Sediments, which accumulate in the detention basin, should be removed periodically to prevent clogging of inlet or outlet structures. A typical clean-out cycle should be between 5 to 10 years with more frequent cleanings near inlet and outlet structures. Page 1 of 4 PP Drainage Area Look for areas that are uphill from the Permeable pavement. 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 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: Permeable Pavement 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 4 PP Drainage Area Look for areas that are uphill from the Permeable pavement. 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.  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 4 PP Surface Examine the entire permeable pavement surface. Problem (Check if Present) Follow-Up Actions  Dirt and grit accumulating on pavement surface  For small areas (e.g., driveways, patios), try a leaf blower or sweep the area to remove the dirt/grit from the Permeable pavement and properly dispose of the material.  If dirt/grit remain in the joint areas between paver blocks, agitate with a rough brush and vacuum the surface with a wet/dry vac.  Remove and replace clogged blocks in segmented pavers.  For larger areas (e.g., parking lots, courtyards), hire a vacuum sweeper to restore the surface to a cleaner condition.  Other:  Kick-Out to Level 2 Inspection: Grit is widespread and cannot be removed by manual sweeping.  Grass and weeds are growing on the permeable pavement surface (applies only to pavement types that are not intended to be covered in vegetation).  If paver type is not intended to be covered in vegetation, remove the grass/weeds either mechanically (pulling, by hand or with a flame weeder) or with a herbicide approved for use in or near water (consult your local Extension Office for suggestions).  Follow the actions listed above for removing dirt/grit from the pavement surface.  Other:  Kick-Out to Level 2 Inspection: Grass/weeds cover more than 25% of surface area.  Slumping, sinking, cracking, or breaking of the pavement surface (Source: CSN, 2013)  For small areas (e.g., patios, small driveway), it may be possible to remove the damaged pavers, check and fill in the underlying gravel, and replace with new materials.  Other:  Kick-Out to Level 2 Inspection: Problem affects more than a small, isolated area. Will typically require a qualified contractor to fix it.  Problem recurs or occurs in multiple small locations.  Water stands on Permeable pavement for days after a rainstorm; the Permeable pavement is clogged and doesn’t let water through. (Source: CSN, 2013)  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. Page 4 of 4 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 4 Permeable Pavement 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 4 Level 2 Inspection: PERMEABLE PAVEMENT Recommended Repairs and Required Skills Triggers for Level 3 Inspection Observed Condition: Bare Soil or Erosion in the Drainage Area  Condition 1: Extensive problem spots, but no channels or rills forming Reseed problem areas. If problem persists or grass does not take, consider hiring a landscape contractor.  Condition 2: Problem is extensive, and rills/channels are beginning to form May be necessary to divert or redirect water that is causing the erosion problem. If it appears that simple regrading— such as installing a berm or leveling a low spot–will fix the problem, make repairs and check to ensure that the problem is repaired after the next storm.  Large rills or gullies are forming in the drainage area.  An attempt to regrade the drainage area has been unsuccessful  Fixing the problem would require major regrading (i.e., redirecting more than a 100-square-foot area.  It is not clear why the problem is occurring.  Level 3 inspection necessary Observed Condition: Dirt or Grit Accumulating, or Grass Growing on Pavement Surface  Condition 1: Grit beginning to form but is isolated to a small area or does not fill the joints between paver blocks Try to agitate and sweep by hand, or hire a contractor with a vacuum sweeper. Also investigate the drainage area for potential sediment sources. If no obvious sources are found, discuss winter sanding and salting operations with the property owner to identify whether this could be the source.  Condition 2: Grit is forming and cannot be removed with agitation and hand sweeping Hire a vendor with a regenerative air vacuum sweeper, maximum power 2,500 rpm; avoid sweepers that use water.  More than 2 inches of sand/dirt/grit are on some of the pavement surface.  More than 25% of the pavement surface is covered with sand/dirt/grit to the extent that joints between paver blocks are filled.  Regenerative air sweeper cannot remove grit.  Level 3 inspection necessary Page 3 of 4 Level 2 Inspection: PERMEABLE PAVEMENT Recommended Repairs and Required Skills Triggers for Level 3 Inspection Observed Condition: Structural Damage  Condition 1: Portions of porous asphalt or permeable pavers are damaged, and the cause is known to be at the surface. If the damage is from a single event such as heavy equipment or heavy fallen objects, or the surface has been damaged by wear over time, hire a contractor experienced in permeable pavement installation to repair the damaged areas.  Condition 2: Damage to other structures, such as drainage infrastructure If possible, repair or replace damaged items, or hire a contractor with permeable pavement experience if the damaged infrastructure is within the pavement surface.  More than 25% of the surface needs to be repaired or replaced.  It appears that the underlying material has “caved in,” indicating an underlying water conveyance or soil stabilization issue.  Problem is repaired but recurs within less than five years.  Level 3 inspection necessary Observed Condition: Ponding on the Pavement Surface  Condition 1: Underdrains (if present) may be clogged Check to see whether underdrains are clogged by inspecting cleanouts (if present) or catch basins and looking for debris. If underdrains appear clogged, it may be necessary to hire a router service to ream out the underdrains.  Condition 2: At time of Level 2 inspection, water is not ponded, and there is no obvious clogging of the surface. Conduct a flood test to determine whether the ponding is an ongoing problem.  Water stands on the pavement surface more than 72 hours after a storm, and the problem cannot be resolved by unclogging underdrains.  More than 25% of the pavement surface is covered with sand/dirt/grit to the extent that joints between paver blocks are filled.  Level 3 inspection necessary Page 4 of 4 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: Detention Basins Drainage Area 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 eroded areas with soil, compact, seed and mulch with straw to establish vegetation.  Other:  Kick-Out to Level 2 Inspection: 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.  If large areas of soil have been eroded or larger channels are forming, this may require rerouting of flow paths or use of an erosion-control seed mat or blanket to reestablish acceptable ground cover or anchor sod where it is practical.  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Remove excessive vegetation or woody debris that can block drainage systems.  Other:  Open containers of oil, grease, paint, or other substances exposed to rain in the drainage area  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Other: Ponding Area and Embankments Problem (Check if Present) Follow-Up Actions  Accumulated sediment in the basin has reduced the total capacity by 50%.  The basin is filled with trash, vegetation, or other debris.  If the problem can be remedied with hand tools and done in a safe manner, use a flat shovel or other equipment to remove small amounts of sediment.  Remove trash and excessive vegetation from basin if this can be done in a safe manner.  Other:  Kick-Out to Level 2 Inspection: Large amounts of sediment or debris will have to be removed by a qualified contractor. ANY condition that poses a safety concern for working in standing water or soft sediments should be referred to a Level 2 Inspection or qualified contractor.  Kick-Out to Level 2 Inspection: Most cases will call for a Level 2 Inspection and/or a qualified contractor.  You are not sure what type and amount of vegetation is supposed to be in the basin.  The algae or aquatic plants should be identified so that proper control techniques can be applied.  The side slopes of the basin are unstable, eroding, and have areas of bare dirt.  If there are only minor areas, try filling in small rills or gullies with topsoil, compacting, and seeding and mulching all bare dirt areas with an appropriate seed. Alternatively, try using herbaceous plugs to get vegetation established in tricky areas, such as steep slopes.  Other:  Kick-Out to Level 2 Inspection: Erosion and many bare dirt areas on steep side slopes will require a Level 2 Inspection and repair by a qualified contractor.  The dam/embankment is slumping, sinking, settling, eroding, or has medium or large trees growing on it.  If there are small isolated areas, try to fix them by adding clean material (clay and topsoil) and seeding and mulching.  Periodically mow embankments to enable inspection of the banks and to minimize establishment of woody vegetation.  Remove any woody vegetation that has already established on embankments.  Other:  Kick-Out to Level 2 Inspection: Most of these situations will require a Level 2 Inspection or evaluation and repair by a qualified contractor. Seepage through the dam or problems with the pipe through the dam can be a serious issue that should be addressed to avoid possible dam failure. Appendix h: Nysdec “deep-ripping and decompaction,” April 2008 DEPARTMENT OF ENVIRONMENTAL CONSERVATIONNew York StateDeep-Ripping andDecompactionNew York State Department of Environmental Conservation Division of WaterApril 2008Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) 1AlternativeȱStormwaterȱManagementȱDeepȬRippingȱandȱDecompactionȱȱȱȱȱȱȱȱȱȱDescriptionThe two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the soil material as a step in the cleanup and restoration/landscaping of a construction site, helps mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the substantial increase in the bulk density of the soil material. Deep Ripping and Decompaction are key factors which help in restoring soil pore space and permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land grading, the ongoing movement of construction equipment and the transport of building materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing of layers (horizons) of soil materials, compression of those materials and diminished soil porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical drainage (rainfall infiltration), from the surface downward. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration of a project. Soil in very moist to wet condition when compacted, will have severely reduced permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil was stripped prior to construction access, and it remains stockpiled until the next phase – decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of several series of incrementally deepening passes through the construction access corridor's densely compressed subsoil material. Figure 2 illustrates the approximate volumetric composition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. ȱFig. 1. A typical deep ripping phase of this practice, during the first in a series of progressively deeper “rips” through severely compressed subsoil. Fig. 2. About 50% of the volume of undisturbed loam surface soil is pore space, when soil is in good condition for plant growth. Brady, 2002. 2Recommended Application of PracticeTheȱobjective of Deep Ripping and Decompaction is to effectively fracture (vertically and laterallly) through the thickness of the physically compressed subsoil material (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help reduce runoff. Together with topsoil stripping, the “two-phase” practice of Deep Ripping and Decompaction first became established as a “best management practice” through ongoing success on commercial farmlands affected by heavy utility construction right-of-way projects (transmission pipelines and large power lines). Soil permeability, soil drainage and cropland productivity were restored. For broader construction application, the two-phase practice of Deep Ripping and Decompaction is best adapted to areas impacted with significant soil compaction, on contiguous open portions of large construction sites and inside long, open construction corridors used as temporary access over the duration of construction. Each mitigation area should have minimal above-and-below-ground obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting implements. Conversely, the complete two-phase practice is not recommended in congested or obstructed areas due to the limitations on tractor and implement movement. BenefitsAggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits:xIncreases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures xEnhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures xDecreases runoff volume generated and provides hydrologic source control xMay be planned for application in feasible open locations either alone or in Fig. 3. Construction site with significant compaction of the deep basal till subsoil extends 24 inches below this exposed cut-and-fill work surface. 3conjunction with plans for structural practices (e.g., subsurface drain line or infiltration basin) serving the same or contiguous areas xPromotes successful long-term revegetation by restoring soil permeability, drainage and water holding capacity for healthy (rather than restricted) root-system development of trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Feasibility/Limitations The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing (soil moisture) for implementation; the space-related freedom of equipment/implement maneuverability (noted above in Recommended Application of Practice), and by the proper selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include:SoilIn the undisturbed condition, each identified soil type comprising a site is grouped into one of four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a range of characteristics including soil texture, drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission of soil-water and a moderately high runoff potential influenced by soil texture and slope; while soils in Group D have exceptionally slow rates of infiltration and transmission of soil-water, and high runoff potential.In Figure 4, the profile displays the undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of infiltration through the subsoil. The slow rate of infiltration begins immediately below the topsoil horizon (30 cm), due to the limited amount of macro pores, e.g.: natural subsoil fractures, worm holes and root channels. Infiltration after the construction-induced mixing and compression of such subsoil material is virtually absent; but can be restored back to this natural level with the two-phase practice of deep ripping and decompaction, followed by the permanent establishment of an appropriate, deep taproot Fig. 4. Profile (in centimeters) displaying the infiltration test result of the natural undisturbed horizons of a soil in Hydrologic Soil Group C.4lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction-induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice, which prepares the site for the appropriate long-term lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. neededfor all rehabilitated soils. Generally, soils in Hydrologic Soil Groups A and B, which respectively may include deep, well-drained, sandy-gravelly materials or deep, moderately well-drained basal till materials, are among the easier ones to restore permeability and infiltration, by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and fostering infiltration to a level equal to that of pre-disturbance.Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added impact on infiltration; and structural runoff control practices rather than Deep Ripping and Decompaction should be considered. The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken into account.Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation (subsoiling); and other measures may be more practical.SlopeThe two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most practical on flat, gentle and moderate slopes. In some situations, such as but not limited to temporary construction access corridors, inclusion areas that are moderately steep along a project’s otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited instances of moderate steepness on other projects, however, the post-construction land use and the relative alignment of the potential ripping and decompaction work in relation to the lay of the slope should be reviewed for safety and practicality. In broad construction areas predominated by moderately steep or steep slopes, the practice is generally not used. Local Weather/Timing/Soil Moisture Effective fracturing of compressed subsoil material from the exposed work surface, laterally and vertically down through the affected zone is achieved only when the soil material is moderately dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 5Fig. 5. Augered from a depth of 19 inches below the surface of the replaced topsoil, this subsoil sample was hand rolled to a 1/8-inch diameter. The test shows the soil at this site stretches out too far without crumbling; it indicates the material is in a plastic state of consistence, too wet for final decompaction(deep subsoiling) at this time.subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs through the soil when it is overly moist only results in the “slicing and smearing” of the material or added “squeezing and compression” instead of the necessary fracturing. Ample drying time is needed for a “rippable” soil condition not merely in the material close to the surface, but throughout the material located down to the bottom of the physically compressed zone of the subsoil.The “poor man’s Atterberg field test” for soil plasticity is a simple “hand-roll” method used for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep ripping of subsoil; respreading of topsoil in a friable state; and final decompaction (deep subsoiling). Using a sample of soil material obtained from the planned bottom depth of ripping, e.g.: 20 - 24 inches below exposed subsoil surface, the sample is hand rolled between the palms down to a 1/8-inch diameter thread. (Use the same test for stored topsoil material before respreading on the site.) If the respective soil sample crumbles apart in segments no greater than 3/8 of an inch long, by the time it is rolled down to 1/8 inch diameter, it is low enough in moisture for deep ripping (or topsoil replacement), and decompaction. Conversely, as shown in Figure 5, if the rolled sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a “plastic” state of soil consistency and is too wet for subsoil ripping (as well as topsoil replacement) and final decompaction. Design Guidance Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction (deep subsoiling), is implementing the practice in its distinct, two-phase process: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively fracturing it before the protected topsoil is reapplied on the site (see Figure 12); and 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep ripping and decompacting the site, all construction activity, including construction equipment and material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and 6Fig. 6. A light duty chisel implement, not adequate for either the deep ripping or decompaction (deep subsoiling) phase. rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes is maintained. The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice at the appropriate speed, depth and pattern(s) of movement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to help maintain the restored soil structure, should be developed in advance. This may require the assistance of an agronomist or landscape horticulturist. ImplementsAvoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable and used for only lighter land-fitting (see Figure 6). Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and through, to the bottom of impact, prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and shattering” action up through the soil layers as it is pulled.Fig. 7. One of several variations of an agricultural ripper. This unit has long, rugged shanks mounted on a steel V-frame for deep, aggressive fracturing through Phase 1. 7Fig. 8. A deep, angled-leg subsoiler, ideal for Phase 2 decompaction of after the topsoil layer is graded on top of the ripped subsoil. Pulling-Power of EquipmentUse the following rule of thumb for tractor horsepower (hp) whenever deep ripping and decompacting a significantly impacted site: For both types of implement, have at least 40 hp of tractor pull available for each mounted shank/ leg. Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the deep subsoiler is applied from the beginning. The operating speed for pulling both types of implement should not exceed 2 to 3 mph. At this slow and managed rate of operating speed, maximum functional performance is sustained by the tractor and the implement performing the soil fracturing. Referring to Figure 8, the implement is the 6-leg version of the deep angled-leg subsoiler. Its two outside legs are “chained up” so that only four legs will be engaged (at the maximum depth), requiring no less than 160 hp, (rather than 240 hp) of pull. The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this unobstructed, former construction access area simultaneously through 11 inches of replaced topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate hp, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industrial-grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are generally not recommended. Typically, the shanks or “teeth” of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and vertical fracturing of the soil materials necessary to restore soil permeability and infiltration. In addition, the power graders and bulldozers, as pullers, are far less maneuverable for turns and patterns than the tractor. Fig. 9. This medium tractor is pulling a 3-shank deep ripper. The severely compacted construction access corridor is narrow, and the 120 hp tractor is more maneuverable for Phase 1 deep ripping (subsoil fracturing), here. 8Depth and Patterns of MovementAs previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need to be performed at maximum capable depth of each implement. With an implement’s guide wheels attached, some have a “normal” maximum operating depth of 18 inches, while others may go deeper. In many situations, however, the tractor/implement operator must first remove the guide wheels and other non essential elements from the implement. This adapts the ripper or the deep subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or legs, fracture the soil material 20-to-24 inches deep. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a shovel to test the subsoil for its level of compaction, incrementally, every three inches of increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of compaction is determined. This is repeated at several representative locations of the construction site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth.Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the full depth of Decompation (subsoiling), from the beginning. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive Fig. 11. A repeat run of the 3-shank ripper along the same patterned pass area as Fig. 9; here, incrementally reaching 18 of the needed 22 inches of subsoil fracture.Fig. 10. An early pass with a 3-shank deep ripper penetrating only 8 inches into this worksite’s severely compressed subsoil. 9pass of the implement’s legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches between each shank or leg. The staggered return pass ensures lateral and vertical fracturing actuated every 12 to 15 inches across the densely compressed soil mass. Large, Unobstructed Areas For larger easy areas, use the standard patterns of movement: Ɣ The first series (pattern) of passes is applied lengthwise, parallel with the longest spread of the site; gradually progressing across the site’s width, with each successive pass. Ɣ The second series runs obliquely, crossing the first series at an angle of about 45 degrees.Ɣ The third series runs at right angle (or 90 degrees), to the first series to complete the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series may be optional, depending on how thoroughly the first two series loosen the material and eliminate large chunks/blocks of material as verified by tests with a ¾-inch cone penetrometer.) CorridorsIn long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. Ɣ First, apply the same initial lengthwise, parallel series of passes described above. Fig. 12. Moderately dry topsoil is being replaced on the affected site now that Phase 1 deep ripping of the compressed subsoil is complete. Fig. 13. The same deep, angled-leg subsoiler shown in Fig. 7 is engaged at maximum depth for Phase 2, decompaction (deep soiling), of the replaced topsoil and the upper subsoil materials.10Fig. 15. The same site as Fig. 14 after deep ripping of the exposed subsoil, topsoil replacement, decompaction through the topsoil and upper subsoil and final surface tillage and revegetation to maintain soil permeability and infiltration. Ɣ A second series of passes makes a broad “S” shaped pattern of rips, continually and gradually alternating the “S” curves between opposite edges inside the compacted corridor. Ɣ The third and final series again uses the broad, alternating S pattern, but it is “flip-flopped” to continually cross the previous S pattern along the corridor’s centerline. This final series of the S pattern curves back along the edge areas skipped by the second series.Maintenance and Cost Once the two-phase practice of Deep Ripping and Decompation is completed, two items are essential for maintaining a site’s soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Figure 15); and keeping the site free of traffic or other weight loads.Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the proper seeding ratio of one or more perennial species with a deep taproot system and the proper amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. Fig. 14. The severely compacted soil of a temporary construction yard used daily by heavy equipment for four months; shown before deep ripping, topsoil replacement, and decompaction. 11The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of tractor and implement time that is required. In some instances, depending on open maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In other situations of more severe compaction and - or less maneuverability, as little as one acre may be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these figures do not include the cost of the separate practice of topsoil stripping and replacement). Due to the many variables, it must be recognized that cost will be determined by the specific conditions or constraints of the site and the availability of proper equipment. 12ResourcesPublications:ȱȣȱAmericanȱȱSocietyȱofȱȱAgriculturalȱEngineers.ȱ1971.ȱȱCompactionȱofȱȱAgriculturalȱȱSoils.ȱȱASAE.ȱȱȣȱBrady,ȱN.C.,ȱandȱR.R.ȱWeil.ȱ2002.ȱȱTheȱȱNatureȱȱandȱȱPropertiesȱȱofȱȱSoils.ȱ13thȱed.ȱPearsonȱEducation,ȱInc.ȱȱȣȱBaver,ȱL.D.ȱ1948.ȱSoilȱPhysics.ȱJohnȱWileyȱ&ȱSons.ȱȱȣȱCarpachi,ȱN.ȱ1987ȱ(1995ȱfifthȱprinting).ȱExcavationȱandȱGradingȱHandbook,ȱRevised.ȱȱ2ndȱed.ȱCraftsmanȱBookȱCompanyȱȣȱEllis,ȱB.ȱ(Editor).ȱ1997.ȱȱSafeȱ&ȱEasyȱLawnȱCare:ȱȱTheȱCompleteȱGuideȱtoȱOrganicȱLowȱMaintenanceȱLawn.ȱȱHoughtonȱMifflin.ȱȱȣȱHarpstead,ȱM.I.,ȱT.J.ȱSauer,ȱandȱW.F.ȱBennett.ȱ2001.ȱȱSoilȱScienceȱSimplified.ȱ4thȱed.ȱIowaȱStateȱUniversityȱȱPress.ȱȱȣȱȱMagdoff,ȱF.,ȱȱandȱȱH.ȱvanȱEs.ȱȱ2000.ȱȱBuildingȱSoilsȱȱforȱȱBetterȱCrops.ȱ2ndȱed.ȱSustainableȱAgriculturalȱNetworksȱȱȣȱȱMcCarthy,ȱD.F.ȱ1993.ȱEssentialsȱofȱSoilȱMechanicsȱandȱFoundations,ȱBasicȱGeotechnicsȱ4thȱed.ȱRegents/PrenticeȱHall.ȱȱȣȱȱȱȱȱȱPlaster,ȱE.J.ȱ1992.ȱSoilȱScienceȱ&ȱManagement.ȱ3rdȱed.ȱDelmarȱPublishers.ȱȱȣȱȱȱUnionȱGasȱLimited,ȱOntario,ȱCanada.ȱ1984.ȱRehabilitationȱofȱAgriculturalȱLands,ȱDawnȬKerwoodȱȱLoopȱȱPipeline;ȱȱȱTechnicalȱȱȱReport.ȱȱȱEcologicalȱȱȱServicesȱȱforȱȱPlanning,ȱȱLtd.;ȱRobinson,ȱMerrittȱ&ȱDevries,ȱLtd.ȱandȱSmith,ȱHoffmanȱAssociates,ȱLtd.ȱȱȣȱȱȱUSȱDepartmentȱofȱAgricultureȱinȱcooperationȱwithȱCornellȱUniversityȱAgriculturalȱExperimentȱȱStation.ȱȱVariousȱyears.ȱȱSoilȱȱSurveyȱofȱȱ(variousȱnames)ȱȱCounty,ȱȱNewȱYork.ȱUSDA.ȱȱInternetȱAccess:ȱȣȱȱȱȱExamplesȱofȱimplements:ȱȱȱVȬRippers.ȱȱAccessȱbyȱȱinternetȱsearchȱofȱJohnȱDeereȱAgȱȬNewȱEquipmentȱȱȱforȱȱ915ȱȱ(largerȬframeȱmodel)ȱȱVȬRippe;ȱȱand,ȱȱȱforȱ913ȱȱ(smallerȬframeȱmodel)ȱVȬRipper.ȱȱDeep,ȱangledȬlegȱsubsoiler.ȱȱAccessȱȱbyȱȱinternetȱsearchȱȱof:ȱBighamȱȱBrothersȱShearȱBoltȱȱParatillȬSubsoiler.ȱhttp://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=ag&link=prodcat LastȱvisitedȱMarchȱ08.ȱȱȣȱSoilsȱdataȱofȱUSDAȱNaturalȱResourcesȱConservationȱService.ȱNRCSȱWebȱSoilȱSurvey.ȱȱȱȱȱȱȱȱȱȱȱȱȱȱhttp://websoilsurvey.nrcs.usda.gov/app/ȱȱȱandȱȱUSDAȬNRCSȱȱOfficialȱȱSoilȱȱSeriesȱDescriptions;ȱViewȱbyȱName.ȱhttp://ortho.ftw.nrcs.usda.gov/cgiȬbin/osd/osdname.cgiȱ.ȱLastȱvisitedȱJan.ȱ08.ȱȱȣȱȱSoilȱȱpenetrometerȱȱinformation.ȱȱAccessȱȱbyȱȱȱinternetȱȱsearchesȱȱof:ȱȱȱDiagnosingȱSoilȱCompactionȱȱȱusingȱȱaȱPenetrometerȱ(soilȱcompactionȱtester),ȱPSUȱExtension;ȱȱasȱȱwellȱȱasȱDickeyȬjohnȱSoilȱCompactionȱTester.ȱhttp://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdfLastȱvisitedȱSept.ȱ07ȱ Appendix i: Labella certifying professionals letter February 17, 2022 RE: LaBella Certifying Professionals for NYSDEC SPDES GP-20-001 To Whom it May Concern: In accordance with the NYSDEC SPDES General Permit GP 0-20-001, part VII.H.2, the New York State licensed Professional Engineers employed by LaBella Associates and listed on the attachment to this letter are duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), NOIs, and NOTs prepared under their direct supervision. Respectfully submitted, LaBella Associates Steven P. Metzger, PE Chief Executive Officer 2/10/222/10/22 2/10/22 2/24/2022 2/10/22 Senior Civil Engineer Senior Civil Engineer Senior Civil Engineer Senior Civil Engineer Vice President Senior Civil Engineer Senior Civil Engineer Municipal Group Leader Senior Civil Engineer Senior Project Engineer Senior Civil Engineer Senior Civil Engineer Senior Civil Engineer Senior Civil Engineer Senior Civil Engineer Vice President Vice President Civil Engineer Civil Engineer Senior Civil Engineer Vice President Vice President Senior Civil Engineer Appendix j: Nysdec spdes general permit gp-0-20-001 WYORK Department of :TEOF OITTUNITY Environmental Conservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP-0-20-001 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2020 Expiration Date: January 28, 2025 John J. Ferguson Chief Permit Administrator Address: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 I PREFACE Pursuant to Section 402 of the Clean Water Act (“CWA”), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (“NPDES”) permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of “construction activity”, as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS .............................................................1 A. Permit Application .................................................................................................1 B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1 C. Post-construction Stormwater Management Practice Requirements ....................4 D. Maintaining Water Quality .....................................................................................8 E. Eligibility Under This General Permit.....................................................................9 F. Activities Which Are Ineligible for Coverage Under This General Permit ..............9 Part II. PERMIT COVERAGE ...........................................................................................12 A. How to Obtain Coverage .....................................................................................12 B. Notice of Intent (NOI) Submittal ..........................................................................13 C. Permit Authorization ............................................................................................13 D. General Requirements For Owners or Operators With Permit Coverage ...........15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002 .......................17 F. Change of Owner or Operator.............................................................................17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP)...........................18 A. General SWPPP Requirements ..........................................................................18 B. Required SWPPP Contents ................................................................................20 C. Required SWPPP Components by Project Type.................................................24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS .....................................24 A. General Construction Site Inspection and Maintenance Requirements ..............24 B. Contractor Maintenance Inspection Requirements .............................................24 C. Qualified Inspector Inspection Requirements ......................................................25 Part V. TERMINATION OF PERMIT COVERAGE ...........................................................29 A. Termination of Permit Coverage .........................................................................29 Part VI. REPORTING AND RETENTION RECORDS ......................................................31 A. Record Retention ................................................................................................31 B. Addresses ...........................................................................................................31 Part VII. STANDARD PERMIT CONDITIONS..................................................................31 A. Duty to Comply....................................................................................................31 B. Continuation of the Expired General Permit ........................................................32 C. Enforcement ........................................................................................................32 D. Need to Halt or Reduce Activity Not a Defense...................................................32 E. Duty to Mitigate ...................................................................................................33 F. Duty to Provide Information .................................................................................33 G. Other Information ................................................................................................33 H. Signatory Requirements ......................................................................................33 I. Property Rights ...................................................................................................35 J. Severability..........................................................................................................35 K. Requirement to Obtain Coverage Under an Alternative Permit ...........................35 L. Proper Operation and Maintenance ....................................................................36 M. Inspection and Entry ...........................................................................................36 N. Permit Actions .....................................................................................................37 O. Definitions ...........................................................................................................37 P. Re-Opener Clause ..............................................................................................37 Q. Penalties for Falsification of Forms and Reports .................................................37 R. Other Permits ......................................................................................................38 APPENDIX A – Acronyms and Definitions .......................................................................39 Acronyms......................................................................................................................39 Definitions .....................................................................................................................40 APPENDIX B – Required SWPPP Components by Project Type ....................................48 Table 1..........................................................................................................................48 Table 2..........................................................................................................................50 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ........................52 APPENDIX D – Watersheds with Lower Disturbance Threshold .....................................58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) ...........59 APPENDIX F – List of NYS DEC Regional Offices ..........................................................65 (Part I) Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a) – (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements -The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part I.B.1.(a) – (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan (“SWPPP”) the reason(s) for the 1 (Part I.B.1) deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments 2 (Part I.B.1.b) listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; 3 (Part I.B.1.e.iii) (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices (“SMPs”) are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume (“RRv”): Reduce the total Water Quality Volume (“WQv”) by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. 4 (Part I.C.2.a.ii) For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (“Cpv”): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (“Qp”): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (“Qf”): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24 hour design storm over the post-developed watershed and shall be 5 (Part I.C.2.b.i) calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. 6 (Part I.C.2.c) c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 – 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site 7 (Part I.C.2.d) d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. 8 (Part I.E) E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; waters to which other components have not been added that are used to control dust in accordance with the SWPPP; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or 9 (Part I.F.4) operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non-jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase “D” (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 10 (Part I.F.8) 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ▪1-5 acres of disturbance -20 feet ▪5-20 acres of disturbance -50 feet ▪20+ acres of disturbance -100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: 11 (Part I.F.8.c) (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. 12 (Part II.B) B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department’s website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department’s online NOI. 3. The owner or operator shall have the SWPPP preparer sign the “SWPPP Preparer Certification” statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act (“SEQRA”) have been satisfied, when SEQRA is applicable. See the Department’s website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act (“UPA”) (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits 13 (Part II.C.2.b) must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. 14 (Part II.C.3.b) b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed “MS4 SWPPP Acceptance” form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed “MS4 SWPPP Acceptance” form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (“NOT”) has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor’s or subcontractor’s certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land 15 (Part II.D.3) use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner’s or operator’s coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the 16 (Part II.D.6) regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP-0-20-001, shall be authorized to discharge in accordance with GP-0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or 17 (Part II.F.3) operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; 18 (Part III.A.4.b) b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department’s comments in the specified time frame, the Department may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with 19 (Part III.A.6) the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component -All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project 20 (Part III.B.1.b) b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection 21 (Part III.B.1.i) schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and l. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component – The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; 22 (Part III.B.2.b) b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post- development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. 23 (Part III.B.3) 3. Enhanced Phosphorus Removal Standards -All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a -2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post-construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall 24 (Part IV.B.1) begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ▪licensed Professional Engineer, ▪Certified Professional in Erosion and Sediment Control (CPESC), ▪New York State Erosion and Sediment Control Certificate Program holder ▪Registered Landscape Architect, or ▪someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located 25 (Part IV.C.1.a) in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. 26 (Part IV.C.2.d) d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: 27 (Part IV.C.4.a) a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post- construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and 28 (Part IV.C.4.l) l. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.B.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion -All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; 29 (Part V.A.2.b) b. Planned shutdown with partial project completion -All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the “MS4 Acceptance” statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) required in Part V.A.3. of this permit. 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, 30 (Part V.A.5.b) b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.B.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water 31 (Part VII.A) Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non - compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 32 (Part VII.E) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post-construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOIs and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: 33 (Part VII.H.1.a) (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, 34 (Part VII.H.2.b) superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall 35 (Part VII.K.1) include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SW PPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 36 (Part VII.M.3) 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. 37 (Part VII.R) R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 38 APPENDIX A – Acronyms and Definitions Acronyms APO – Agency Preservation Officer BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control Cpv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW – Division of Water EAF – Environmental Assessment Form ECL -Environmental Conservation Law EPA – U. S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review SEQRA -State Environmental Quality Review Act SHPA – State Historic Preservation Act SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume 39 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions -means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer -means a sewer that is designed to collect and convey both “sewage” and “stormwater”. Commence (Commencement of) Construction Activities -means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Construction Activity(ies) -means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) -means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system 40 Appendix A and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) -means any addition of any pollutant to waters of the State through an outlet or point source. Embankment –means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species – see 6 NYCRR Part 182 of the Department’s rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) -means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) – means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization -means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit -means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) -means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property – means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) -means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – means not technologically possible, or not economically practicable and achievable in light of best industry practices. 41 Appendix A Larger Common Plan of Development or Sale -means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term “plan” in “larger common plan of development or sale” is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. Minimize – means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) -a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer; and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) -means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer –means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. 42 Appendix A New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter -means the letter that the Department sends to an owner or operator to acknowledge the Department’s receipt and acceptance of a complete Notice of Intent. This letter documents the owner’s or operator’s authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source -means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank –means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator -means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria – means the design criteria listed under the “Required Elements” sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source -means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant -means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 43 Appendix A Qualified Inspector -means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional -means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 -means a city, town or village with land use control authority that is authorized to discharge under New York State DEC’s 44 Appendix A SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Routine Maintenance Activity -means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ▪Re-grading of gravel roads or parking lots, ▪Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ▪Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ▪Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ▪Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ▪Long-term use of equipment storage areas at or near highway maintenance facilities, ▪Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, ▪Existing use of Canal Corp owned upland disposal sites for the canal, and ▪Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations – means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) -means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. 45 Appendix A Steep Slope – means land area designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank – as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State -shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization -means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) -A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor -means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed 46 Appendix A training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit -means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard -means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 47 APPENDIX B – Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics 48 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 that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State”, excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete 49 Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family home that disturbs five (5) or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) and structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW’s, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 50 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 51 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual (“Design Manual”). • Entire New York City Watershed located east of the Hudson River -Figure 1 • Onondaga Lake Watershed -Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 52 Appendix C Figure 1 -New York City Watershed East of the Hudson 53 Appendix C Figure 2 -Onondaga Lake Watershed 54 Appendix C Figure 3 -Greenwood Lake Watershed 55 Appendix C Figure 4 -Oscawana Lake Watershed 56 Appendix C Figure 5 -Kinderhook Lake Watershed 57 APPENDIX D – Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River -See Figure 1 in Appendix C 58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using ”The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy” dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 59 303(d) Segments Impaired by Construction Related Pollutant(s) Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 60 303(d) Segments Impaired by Construction Related Pollutant(s) Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment -East Nutrients Monroe Rochester Embayment -West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 61 303(d) Segments Impaired by Construction Related Pollutant(s) Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 62 303(d) Segments Impaired by Construction Related Pollutant(s) Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 63 303(d) Segments Impaired by Construction Related Pollutant(s) Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 64 APPENDIX F – List of NYS DEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 -2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1150 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 BROOME, CAYUGA, CHENANGO, CORTLAND, 615 ERIE BLVD. WEST 615 ERIE BLVD. WEST 7 MADISON, ONONDAGA, SYRACUSE, NY 13204-2400 SYRACUSE, NY 13204-2400 OSWEGO, TIOGA AND TOMPKINS TEL. (315) 426-7438 TEL. (315) 426-7500 CHEMUNG, GENESEE, LIVINGSTON, MONROE, 6274 EAST AVON-LIMA 6274 EAST AVON-LIMA RD. 8 ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES ROADAVON, NY 14414-9519 TEL. (585) 226-2466 AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 65 Appendix k: Geotechnical Investigations Liberty at Saratoga Deep Test Results Liberty at Saratoga Falling Head Test Results Job Number:2224112 Date:10/18/2022 Test No. Depth (in) Notes No rock or groundwater encountered No rock encountered 4"-96" Brown Sandy Loam 3"-36" Brown Silty Loam with Sand 72" Groundwater Encountered 0"-6" Topsoil 60" Test Pit Terminated 6"-36" Brown Sandy Loam Soil Profile Description and Groundwater Depth (if identified) 0"-3" Topsoil DT-1 3"-60" Brown Sandy Loam 96" Test Pit Terminated 60"-96" Brown Sandy Loam (Wet)96 DT-2 60 0"-3" Topsoil 36"-60" Grey Silty Loam with Sand (Wet) 60" Test Pit Terminated 60" Groundwater Encountered 96 No rock encountered 90"-96" Brown Sand with Silt 96" Test Pit Terminated DT-4 96 0"-4" Topsoil No rock encountered 96" Groundwater Encountered 96" Test Pit Terminated 6"-90" Brown Sand with Silt 0"-6" Topsoil 90" Groundwater EncounteredDT-3 No rock encountered 10"-48" Brown Sand with Silt 72" Test Pit Terminated 48"-72" Grey Sand with Silt DT-5 60 No rock encountered 48" Groundwater Encountered 48"-60" Grey Sandy Loam (Wet) 36"-48" Grey Sandy Loam (Wet) 84"-96" Grey Sand (Wet) 96" Test Pit Terminated 72"-84" Grey Sand (Wet) DT-6 72 0"-10" Topsoil Liberty at Saratoga Deep Test Results DT-8 72 0"-6" Topsoil No rock encountered 6"-48" Brown Sand 66" Groundwater Encountered 66"-72" Grey Sand (Wet) 72" Test Pit Terminated 48"-66" Grey Sand (Wet) DT-7 96 0"-8" Topsoil No rock encountered 8"-72" Brown Sand 84" Groundwater Encountered Liberty at Saratoga Falling Head Results Job Number:2224112 Date:10/18/2022 Falling Head No. 1 Test Depth: 5.0' Test 1 Test 2 Test 3 Test 4 Test 5 Test 6 Start Time 9:01:00 AM 9:10:00 AM 9:32:00 AM 10:09:00 AM 11:10:00 AM 12:27:00 PM End Time 9:09:00 AM 9:31:00 AM 10:08:00 AM 11:09:00 AM 12:10:00 PM 1:27:00 AM Run Time (min)8 21 36 60 60 60 Start Depth (in.)24 24 24 24 24 24 End Depth (in.)0 0 0 2 2 2 Total Fall (in.)24 24 24 22 22 22 Rate (in/hr)180 68.57142857 40 22 22 22 Design Rate (in/hr)22 Falling Head No. 2 Test Depth: 2.0' Test 1 Test 2 Test 3 Start Time 9:40:00 AM 10:43:00 AM 11:45:00 AM End Time 10:40:00 AM 11:43:00 AM 12:45:00 PM Run Time (min)60 60 60 Start Depth (in.)24 24 24 End Depth (in.)19 19 19 Total Fall (in.)5 5 5 Rate (in/hr)5 5 5 Design Rate (in/hr)5 Falling Head No. 3 Test Depth: 2.0' Test 1 Test 2 Test 3 Test 4 Start Time 10:37:00 AM 11:20:00 AM 12:22:00 PM 1:26:00 PM End Time 11:10:00 AM 12:08:00 PM 1:10:00 AM 2:17:00 PM Run Time (min)33 52 52 53 Start Depth (in.)24 24 24 24 End Depth (in.)0 0 0 0 Total Fall (in.)24 24 24 24 Rate (in/hr)44 28 28 27 Design Rate (in/hr)27 Falling Head No. 4 Test Depth: 2.0' Test 1 Test 2 Test 3 Start Time 11:32:00 AM 12:40:00 PM 1:45:00 AM End Time 12:32:00 PM 1:35:00 AM 2:40:00 AM Run Time (min)60 55 55 Start Depth (in.)24 24 24 End Depth (in.)0 0 0 Total Fall (in.)24 24 24 Rate (in/hr)24 26 26 Design Rate (in/hr)25