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HomeMy WebLinkAbout20251108 Crescent Ave & Jefferson St Site Plan Modification 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: December 2025 Project No. 2224112 PREPARER OF THE SWPPP “I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Name and Title1: Walter J. Kubow, PE Date: December 2025 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 2.14 Consideration of Future Physical Risks Due to Climate Change ........................................ 7 3.0 STORMWATER MANAGEMENT PLANNING .................................................................................... 7 3.1 STEP 1 – Site Planning ............................................................................................................ 7 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) ................................................ 8 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.................................................................. 10 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 ........................................................................... 22 7.1 Owner’s/Operator's Responsibilities ..................................................................................... 22 7.2 Owner’s/Operator’s Engineer’s Responsibilities .................................................................. 25 7.3 Contractor's Responsibilities ................................................................................................. 25 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities ......................................... 27 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-0-25-001 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-0-25-001, effective January 29, 2025 through January 28, 2030. 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, asphalt walkways 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- 25-001. The proposed pedestrian walk along Bunny Lake Drive 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-0-25-001, 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-0-25-001, 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 and non-jurisdictional 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 D of GP-0-25-001. 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 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 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. Additional infiltration testing and subsurface exploration was conducted on September 26, 2023 in the areas of the proposed stormwater management practices. The locations of these infiltration tests are provided on the plans, and results are provided in Appendix K of this report. A total of 11 borings were also performed around the site. The borings indicated that bedrock is approximately 32 to 42 feet below existing grade. Groundwater depths were determined to be approximately 4.5 to 10 feet below existing grade. 2.3 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-25-001. 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 D of GP-0- 25-001. 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 originally 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. The onsite, NYSDEC regulated wetland was later re-delineated on July 26, 2024, and validated by NYSDEC on October 22, 2024. Based upon the wetland Stormwater Pollution Prevention Plan 2224112 Page 5 delineation and agency review, wetland and other Waters of the US were found on approximately 8.64 +/- 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 approved jurisdictional letter from ACOE, dated August 17, 2022, determined to be excluded from Clean Water Act jurisdiction. A search of the NYSDEC Environmental Resource Mapper (ERM) on October 13, 2022, shows a NYSDEC Class C stream on-site (Regulation 941.127.1). However, the wetland delineation report notes that there are no streams present onsite. 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. 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; 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.A.4. of GP-0- 25-001, 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 8.9 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. 2.14 Consideration of Future Physical Risks Due to Climate Change Part III.A.2 of GP-0-25-001 requires consideration of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. Refer to Table D of Appendix C for a site evaluation related to climate change. 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 Stormwater Pollution Prevention Plan 2224112 Page 8 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 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 18,820 cf 0.432 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. Stormwater Pollution Prevention Plan 2224112 Page 9 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 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 18,820 24,404 100% 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. 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% 14,504 14,504 Volume Reduction Practices Porous Pavement RR-9 100% 9,500 9,500 RR Technique Totals 24,004 24,404 Stormwater Pollution Prevention Plan 2224112 Page 10 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. 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 Stormwater Pollution Prevention Plan 2224112 Page 11 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/. 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. Stormwater Pollution Prevention Plan 2224112 Page 12 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. 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 4.79 4.48 11.58 10.57 2 2.86 2.24 6.92 6.16 Total 7.65 6.72 18.50 16.73 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: Stormwater Pollution Prevention Plan 2224112 Page 13 • NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-25-001 (effective January 29, 2025 through January 28, 2030). • New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016). • 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. Stormwater Pollution Prevention Plan 2224112 Page 14 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. 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 Stormwater Pollution Prevention Plan 2224112 Page 15 stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. 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.C.1 of GP-0-25-001 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 waters, highway right-of-way, or any location other than the designated concrete washout area(s). Proper Stormwater Pollution Prevention Plan 2224112 Page 18 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-0-25- 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 within five (5) business days if the corrective action does not require engineering design. If the corrective action requires engineering design, then the engineering design process must be initiated within five (5) business days and the corrective action must be completed within a reasonable timeframe but no later than within 60 calendar days. 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. Stormwater Pollution Prevention Plan 2224112 Page 20 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 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 City of Saratoga Springs by hard copy or email and again by hard copy or email prior to re-commencing construction. 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 City of Saratoga Springs in writing and again in writing prior to resuming construction activity. If soil disturbance activities have not resumed within two years from the date of shutdown, an electronic Notice of Termination (eNOT) 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-0-25-001, 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. Permit identification number. 2. Date and time of inspection. 3. Name and title of person(s) performing inspection. 4. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection. 5. 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. 6. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State. Stormwater Pollution Prevention Plan 2224112 Page 21 7. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance. 8. 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. 9. 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. 10. Estimates, in square feet or acres, of the following areas: a. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization). b. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization). c. Total area that has achieved temporary stabilization. d. Total area that has achieved final stabilization. 11. 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. 12. 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). 13. Identification and status of all corrective actions that were required by previous inspection. 14. 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 I.E.3 of GP-0-25-001, the Owner/Operator shall retain a copy of all documentation necessary to demonstrate eligibility with the General Permit, the General Permit, the SWPPP, the signed SWPPP Preparer Certification Form, the signed MS4 SWPPP Acceptance Form, the signed Owner/Operator Certification Form, the eNOI, the Letter of Acknowledgement, and the Letter of Acknowledgement transmittal sent to the City of Saratoga Springs at the construction site from commencement of construction activity until the date that all areas of disturbance have achieved final stabilization and the electronic Notice of Termination has been submitted to the NYSDEC. Pursuant to Part I.E.4 of GP-0-25-001, the Owner/Operator shall maintain a copy of the signed Contractor/Subcontractor Certification Forms, all inspection reports, and any Letter of Acknowledgements received in the event that the eNOI needs to be updated from the date as of which the documents become final until the date that all areas of disturbance have achieved final stabilization and the electronic Notice of Termination has been submitted to the NYSDEC. Stormwater Pollution Prevention Plan 2224112 Page 22 All required documentation shall be maintained within the project Site Log Book. 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. The Site Log Book must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and a copy of the Letter of Termination received, for a period of at least five years from the date that NYSDEC accepts a complete eNOT. 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-0-25-001 conditions is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-25-001 presented in Appendix J. 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 II.B 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 II.C.2. of GP-0-25-001. 3. Retain the services of a “Qualified Inspector” or “Qualified Professional” as defined in Appendix A of the SPDES General Permit, to provide the services outlined in Section 7.4 “Qualified Inspector’s/Qualified Professional’s Responsibilities.” 4. Retain the services of a “Qualified Professional,” as defined in Appendix A of the SPDES General Permit, to provide the services outlined in Section 7.2 “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. Stormwater Pollution Prevention Plan 2224112 Page 23 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 in Appendix A of the SPDES General Permit, 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 the commencement of construction activity until all areas of disturbance have achieved final stabilization and the electronic Notice of Termination (eNOT) has been submitted to the NYSDEC. 13. Forward a copy of the Letter of Acknowledgement 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 SWPPP and Site Log Book at the construction site, until all disturbed areas have achieved final stabilization and the eNOT 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 an electronic 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 an electronic Notice of Termination (eNOT) (see Appendix B) to NYSDEC within 48 hours of receipt of the Owner’s/Operator’s Engineer’s certification of final site stabilization including the following documentation: Stormwater Pollution Prevention Plan 2224112 Page 24 a) Final Stabilization and Post-Construction Stormwater Management Practice(s) certifications completed and signed by the qualified inspector. b) MS4 Acceptance Statement signed by the City of Saratoga Springs. 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 eNOT is filed. 18. Implement the Post-Construction Inspections and Maintenance procedures outlined in Appendix G. 19. The eNOI, SWPPP, Letter of Acknowledgement (LOA), updated LOAs (when applicable), and inspection reports required by GP-0-25-001 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 these documents. 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; b) Whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c) To address issues or deficiencies identified during an inspection by the “Qualified Inspector,” NYSDEC, or other Regulatory Authority. 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 following process applies: a) The new Owner/Operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2 of GP-0-25-001 and submit an eNOI to NYSDEC. i. Permit coverage for the new Owner/Operator will be effective upon receipt of the Letter of Acknowledgement. ii. Upon receipt of the Letter of Acknowledgement, the new Owner/Operator, must provide their Permit ID to the original Owner/Operator. b) If the original Owner/Operator will no longer be the Owner/Operator of the construction activity identified in the original Owner’s/Operator’s eNOI, the original Owner/Operator, upon receipt of the new Owner’s/Operator’s Permit ID, must submit to NYSDEC a completed eNOT in accordance that includes the name and Permit ID of the new Owner/Operator. c) If the original Owner/Operator maintains ownership of a portion of the construction activity, the original Owner/Operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. The revised area of disturbance and/or impervious area(s). Stormwater Pollution Prevention Plan 2224112 Page 25 ii. The revised SMP information, if applicable. iii. A narrative description of what has changed. iv. The new Owner’s/Operator’s Permit ID for the portion of the project removed from the eNOI. 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 7.5 “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. 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 (1) business day and shall complete the corrective actions within five (5) business days if the corrective action does not require engineering design. If the corrective action requires engineering design, then the engineering design process must be initiated within five (5) business days and the corrective action must be completed within a reasonable timeframe but no later than within 60 calendar days. 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 Stormwater Pollution Prevention Plan 2224112 Page 26 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 five (5) business days if the corrective action does not require engineering design. If the corrective action requires engineering design, then the engineering design process must be initiated within five (5) business days and the corrective action must be completed within a reasonable timeframe but no later than within 60 calendar days. 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. 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. Stormwater Pollution Prevention Plan 2224112 Page 27 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 of GP-0-25-001. 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 electronic Notice of Termination (eNOT). The Qualified Inspector shall sign the eNOT Final Stabilization and Post-construction Stormwater Management Practice(s) certifications, and forward the eNOT Owner/Operator Certification Form to the Owner/Operator for signature and the eNOT MS4 Acceptance Form to the City of Saratoga Springs for signature. 11. Transfer the SWPPP documents, along with all eNOI's, permit certificates, eNOT's, the 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 3/ 1 3 / 2 0 2 5 1 2 : 4 8 : 5 6 P M DRAWING NUMBER: © 2025 LaBella Associates VE R S I O N 2 1 . 1 PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: Liberty at Saratoga Crescent Avenue & Bunny Lake Drive 2224112 SWPPP 03/13/2025 It 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 is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 4 British American Boulevard Latham, NY 12110 518-439-8235 labellapc.com A-6 CLDPRE-DEVELOPMENT WATERSHED DELINEATION MAP LEGEND SUBCATCHMENT# Tc PATH SUBCATCHMENT BOUNDARY ES-1 #REACH ES-2 AP-1 ANALYSIS POINT #1 ON-SITE DISCHARGE TO NYSDEC WETLAND A-6 FIG PRE-DEVELOPMENT WATERSHED DELINEATION MAP SCALE: 1" = 80' AP-1 ANALYSIS POINT #1 ON-SITE DISCHARGE TO NYSDEC WETLAND AP-2 ANALYSIS POINT #2 ON-SITE DISCHARGE TO ISOLATED WETLANDS 12 / 3 / 2 0 2 5 3 : 2 8 : 5 4 P M DRAWING NUMBER: © 2025 LaBella Associates VE R S I O N 2 1 . 1 PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: Liberty at Saratoga Crescent Avenue & Bunny Lake Drive 2224112 SWPPP 12/03/2025 It 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 is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 4 British American Boulevard Latham, NY 12110 518-439-8235 labellapc.com A-7 CLDPOST-DEVELOPMENT WATERSHED DELINEATION MAP LEGEND SUBCATCHMENT# Tc PATH SUBCATCHMENT BOUNDARY #REACH A-7 FIG POST-DEVELOPMENT WATERSHED DELINEATION MAP SCALE: 1" = 80' PS-1 PS-2 PS-3 PS-4 PS-5 PS-6 PS-7 AP-1 ANALYSIS POINT #1 ON-SITE DISCHARGE TO NYSDEC WETLAND AP-1 ANALYSIS POINT #1 ON-SITE DISCHARGE TO NYSDEC WETLAND AP-2 ANALYSIS POINT #2 ON-SITE DISCHARGE TO ISOLATED WETLANDSPS-8 PS-9 PS-10PS-11 PS-12 PS-14 PS-15 PS-18 POND# PD-3 PD-1 PD-2 DB-1 PS-13 PS-21 PS-22 PS-17 PS-16 PS-19 PS-6A PS-6B PS-5A PS-5B Revisions NO:DATE:DESCRIPTION: 6 12/17/2024 REVISED PER NYSDEC WETLAND COMMENTS 7 01/06/2025 REVISED PER NYSDEC SEWER COMMENTS 8 02/26/2025 REVISED DATUM PER CITY COMMENTS 9 05/12/2025 REVISED PER NYSDEC SEWER COMMENTS 10 06/30/2025 HCR SUBMISSION 11 12/04/2025 PLANNING BOARD SUBMISSION DRAWING NAME: 12 / 3 / 2 0 2 5 4 : 3 3 : 5 7 P M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates B: \ G L O B A L \ P r o j e c t s \ L i b e r t y A f f o r d a b l e H o u s i n g \ 2 2 2 4 1 1 2 - L i b e r t y a t S a r a t o g a \ 0 5 _ D e s i g n \ C i v i l \ L D - L A \ 3 _ S W P P P \ P a r t s \ 2 _ A p p A _ F I G 8 _ 2 2 2 4 1 1 2 _ S E Q U E N C I N G . d w g LIBERTY AFFORDABLE HOUSING, INC. 117 WEST LIBERTY STREET, SUITE 3 ROME, NEW YORK 13440 LIBERTY AT SARATOGA CRESCENT AVENUE & BUNNY LAKE DRIVE CITY OF SARATOGA SPRINGS SARATOGA COUNTY NEW YORK 2224112 PLANNING BOARD REVIEW 01/13/2023 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the directi of a licensed architect, professional engineer, land surveyor, landscape architect or geologist to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architec engineer, land surveyor, landscape architect or geologis shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, an a specific description of the alteration. 4 British American Boulevard Latham, NY 12110 518-439-8235 labellapc.com SED WJK NOT F O R C O N S T R U C T I O N GENERAL CONSTRUCTION SEQUENCING NOTES: CONSTRUCTION SEQUENCE: DESCRIPTION OF CONSTRUCTION STAGES: STAGE ACRES LEGEND FIG 8 CONSTRUCTION SEQUENCING PLAN FIG 8 1 CONSTRUCTION SEQUENCING PLAN SCALE: 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) 11/01/2026 11/30/2028 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 requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations. 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 requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations. 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). eNOT MS4 Acceptance for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I.Project Owner/Operator Information a.Owner/Operator Name: b.Contact Person: c.Street Address: d.City/State/Zip: II.Project Site Information a.Project/Site Name: b.Street Address: c.City/State/Zip: d.CGP SPDES Permit ID: III.Traditional Land Use Control MS4 Operator Information a.Name of MS4 Operator: b.MS4 SPDES Permit ID Number: NYR20A c.Street Address: d.City/State/Zip: e.Telephone Number: IV.Certification Statement I have determined that it is acceptable for the owner or operator of the construction project identified above to submit the electronic Notice of Termination in accordance with CGP Part V. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a.Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c.Signature: d. Date: Liberty Affordable Housing, Inc. Randell Denton 117 West Liberty Street, Suite 3 Rome, NY 13440 Liberty at Saratoga Crescent Avenue & Bunny Lake Drive Saratoga Springs, NY 12866 eNOT Qualified Inspector Certification – Final Stabilization for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I.Project Owner/Operator Information a.Owner/Operator Name: b.Contact Person: c.Street Address: d.City/State/Zip: II.Project Site Information a.Project/Site Name: b.Street Address: c.City/State/Zip: d.CGP SPDES Permit ID: III.Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.i., ii., and iii. or CGP Part V.A.1.b.i., ii., and iii. have been achieved. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a.Printed name of the Qualified Inspector: b. Title/Position: c.Signature: d. Date: Liberty Affordable Housing, Inc. Randell Denton 117 West Liberty Street, Suite 3 Rome, NY 13440 Liberty at Saratoga Crescent Avenue & Bunny Lake Drive Saratoga Springs, NY 12866 eNOT Qualified Inspector Certification – SMPs for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.iv. or CGP Part V.A.1.b.iv. have been achieved. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Liberty Affordable Housing, Inc. Randell Denton 117 West Liberty Street, Suite 3 Rome, NY 13440 Liberty at Saratoga Crescent Avenue & Bunny Lake Drive Saratoga Springs, NY 12866 eNOT Owner or Operator Certification for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I certify that I have met the requirements of CGP Part V.A.1., 2., 3., and 4. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Owner or Operator: b. Title/Position: c. Signature: d. Date: Liberty Affordable Housing, Inc. Randell Denton 117 West Liberty Street, Suite 3 Rome, NY 13440 Liberty at Saratoga Crescent Avenue & Bunny Lake Drive Saratoga Springs, NY 12866 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. Pr e s e r v a t i o n o f N a t u r a l R e s o u r c e s LaBella 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. Re d u c t i o n o f I m p e r v i o u s C o v e r LaBella Project No. 2224112 LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga where: P A Impervious Cover I Rv (inches)(acres)(acres)(%)(af)(cf) Total 1.15 8.865 4.560 51 0.51 0.432 18,820 PP-1 1.15 3.023 2.348 78 0.75 0.218 9,500 WQvSMP ID A = Drainage area (acres) contributing to the SMP The 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) / 12 I = Impervious Cover (%) within the drainage area contributing to the SMP Appendix C - Table B Step 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. 2224112 LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga Contributing Area (Acres) Impervious Area (Acres) Percent Impervious %Rv WQv (cf)Precipitation (in) 25.52 4.56 18 0.21 22,580 1.15 16.39 9.13 4.56 0.21 8,076 1.15 RRv=14,504 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: 9,500 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 Ap Provided Ap (cubic feet)(feet)(ft/day)(sq-ft)(sq-ft) PP 9,500 1.5 0.4 15,833 35,937 Provided WQv = Ap*n*dt Af = 35937 SF n = 0.4 CF dt = 1.5 CF Provided WQv = 21,562 CF Soil Type =D Underdrain? No RRv = 21,562 CF RRv Applied =9,500 CF 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) 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 LaBella Project No.: 2224112 LaBella Associates       Stormwater Pollution Prevention Plan Liberty at Saratoga Table D - Page 1 Appendix C - Table D Climate Change Risk Evaluation Physical Risk Overall Site Planning Control Measures and Practices Stormwater runoff from the proposed project site will be controlled by the proposed porous pavement, planted depressions and detention basin. Conveyance Systems The project proposes the installation of closed pipe and concrete structure conveyance systems. Detention Systems The project proposes a detention basin to serve as a detention system. Increasing Temperature The project site will likely experience increasing average temperatures associated with climate change. According to the New York State Climate Impacts Assessment, average annual temperatures are anticipated to increase from the 1981-2010 baseline between 5°F and 11°F by 2080. The project site minimizes the use of pavements and other materials that can significantly contribute to heat island effects to the greatest extent feasible. The risk of increasing temperatures had little impact on the overall site planning. If the proposed plantings and seed mixes for the proposed control measures are not heat tolerant, extra maintenance could be required in the future to maintain vegetation coverage. The risk of increasing temperatures did not impact the design of the practice. The proposed conveyance system being located below grade will protect both it and the stormwater it is conveying from impacts due to increasing temperatures. Conveyance system design was not influenced by the risk of increasing temperatures. Increasing average air temperatures will cause the temperature of stormwater being controlled in above ground detention systems to rise at a faster rate. Increasing temperatures will increase the evaporation rates from these above ground systems but will also influence the water temperatures of downstream water courses and waterbodies which can be detrimental to aquatic species. Therefore onsite detention times have been minimized to the greatest extent feasible. Increasing Precipitation The project site will likely experience increasing levels of precipitation in the future associated with climate change. According to the New York State Climate Impacts Assessment, total annual precipitation is anticipated to increase from the 1981-2010 baseline by about 10%, or 4-5 inches by 2080. The risk of increasing precipitation did not directly influence the overall site planning. However, the site is located at a higher elevation than nearby watercourses which should minimize risks associated with increasing precipitation. The proposed control measures have been designed to safely convey the 100-year storm event. The risk of increasing precipitation did not directly impact control measure design. The proposed conveyance system has been designed to safely convey a minimum of the 10- year storm event. The risk of increasing precipitation did not directly impact conveyance system design. The proposed detention systems have been designed to safely convey the 100-year storm event. The detention basin also provides 1-foot of freeboard to the top of the practice berm. The freeboard will add an extra layer of protection and allow the basin to safely convey some storms above the 100-year event without overtopping the practice embankments. An analysis has not been performed to determine the maximum storm event that the basin can safely convey. The risk of increasing precipitation did not directly impact detention system design. Location, Elevation and Sizing of… LaBella Project No. 2224112 LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga Table D - Page 2 Physical Risk Overall Site Planning Control Measures and Practices Stormwater runoff from the proposed project site will be controlled by the proposed porous pavement, planted depressions and detention basin. Conveyance Systems The project proposes the installation of closed pipe and concrete structure conveyance systems. Detention Systems The project proposes a detention basin to serve as a detention system. Increasing Variability in Precipitation, Including Chance of Drought According to the New York State Climate Impact Assessment, climate change is creating conditions that will increase the frequency and severity of extreme events including both precipitation events and drought across the state. Heavy rainstorms are projected to occur more often and become more intense. Additionally, short term, seasonal droughts lasting weeks or months could increase, especially in the summer. The risk of increasing precipitation variability did not impact overall site planning. However, the proposed site has been designed with adequate drainage systems to safely convey the 100-year storm event. The risk of increasing precipitation variability did not impact the design of the proposed control practice. The proposed control measures and practices have been designed to safely convey the 100-year storm event. The risk of increasing precipitation variability did not impact the design of the proposed conveyance systems. The proposed conveyance system has been designed to safely convey a minimum of the 10-year storm event. The risk of increasing precipitation variability did not impact the design of the proposed detention systems. All the proposed systems have been designed to safely convey the 100-year storm event. The detention basin has been designed with a minimum of 1-foot of freeboard during the 100-year event. This freeboard will add an extra layer of protection from larger storm events and allow the practices to safely convey some storms above the 100-year event without overtopping the practice embankments. An analysis has not been performed to determine the maximum storm event that the practices can safely convey. Additioanlly, increasing frequency of high intensity precipitation events could lead to the proposed practices not having adequate time to drain between events. However, all of the proposed planted depressions drain within 24 hours after a storm event and the detention basin as designed drains within 52 hours. The sandy nature of the underlying soils will likely allow all four of the detention practices to drain quicker than calculated. Finally, increasing chance of drought could require additional maintenance of the practices to ensure continued adequate vegetative coverage. Increasing Frequency and Severity of Flooding Increasing precipitation and increased frequency and intensity of extreme storm events will increase the frequency and severity of flooding across the state. According to the New York State Climate Impact Assessment, flooding from hurricanes and tropical storms is expected to increase into the future. Based on FEMA flood mapping, the project site is not currently located within a flood plain. The exisitng site is very flat making it succeptible to flooding. However, the proposed development will result in filling the site to effectively convey stormwater away from the propsed development. While these grade improvements may not fully protect the site from the threat of flooding, the site is also located approximatly 100' vertically and 1 mile linearly from the nearest flood plain, which is associated with the Kayaderosseras Creek. Due to the aforementioned elevation difference, it is unlikely that the project site will be significantly impacted by increased flooding in the near future. This consideration is of minimal risk to the project site and was not included in site planning. This consideration is of minimal risk to the project site and was not included in control measure and practice design. However, the infiltrative abilities of the proposed porous pavement will help ensure that both the post-development stormwater discharge rates and volumes from the project site will be reduced from pre-development conditions. This consideration is of minimal risk to the project site and was not included in conveyance system design. However, the low existing site grades neccessitated filling the site to adequately convey stormwater. The proposed fill will help to elevate the site above future flood waters. This consideration is of minimal risk to the project site and was not included in detention system design. However, the provided planted depressions and detention basin help ensures that the post-development stormwater discharge rates from the project site will be reduced from pre-development conditions. Location, Elevation and Sizing of… LaBella Project No. 2224112 LaBella Associates Stormwater Pollution Prevention Plan Liberty at Saratoga Table D - Page 3 Physical Risk Overall Site Planning Control Measures and Practices Stormwater runoff from the proposed project site will be controlled by the proposed porous pavement, planted depressions and detention basin. Conveyance Systems The project proposes the installation of closed pipe and concrete structure conveyance systems. Detention Systems The project proposes a detention basin to serve as a detention system. Rising Sea Level The project site is located approximately 135 miles north of the Long Island Sound, 150 miles west of the Atlantic Ocean, and 20 miles northwest of the tidally influenced portion of the Hudson River. In addition, the site is elevated roughly 300 feet above sea level. 6NYCRR Part 490 established science-based projections of sea-level rise for New York State's tidal coasts and the main stem of the Hudson River to the federal Dam in Troy, NY. The high projection (which is noted as being very unlikely) for sea level rise from 2004 elevations by 2100 is 71 inches (5.9 feet) for the Mid- Hudson Region. Even with 71 inches of sea level rise, the project site would still be elevated well above the Hudson River and Atlantic Ocean elevations. This consideration is of minimal risk to the project site and was not included in site planning. This consideration is of minimal risk to the project site and was not included in control measure and practice design. This consideration is of minimal risk to the project site and was not included in conveyance system design. This consideration is of minimal risk to the project site and was not included in detention system design. Increasing Storm Surge The project site is located approximately 135 miles north of the Long Island Sound and 150 miles west of the Atlantic Ocean. In addition, the site is elevated roughly 300 feet above sea level. The highest storm surge levels in the United States to date are around 30 feet. Even if these storm surge levels increase due to climate change, the project site will likely still be situated well above surge levels well into the future. This consideration is of minimal risk to the project site and was not included in site planning. This consideration is of minimal risk to the project site and was not included in control measure and practice design. This consideration is of minimal risk to the project site and was not included in conveyance system design. This consideration is of minimal risk to the project site and was not included in detention system design. Shifting Ecology NYSDEC notes that climate change can impact plant productivity, forest and waterbody health and ultimately wildlife and the overall larger ecosystems. The risk of shifting ecology did not directly impact overall site planning. However, the site was designed to limit required tree clearing to the greatest extent feasible and avoid impacts to the onsite wetlands. These measures should help mitigate affects on the site related to shifting ecology. The risk of shifting ecology did not impact control measure design. The proposed porous pavement will allow for groundwater recharge, minimizing stormwater discharge from the project site and reducing the volume of stormwater that must be detained onsite prior to discharge. Reduction in detention requirements subsequently reduces temperature impacts to downstream receiving waterbodies. The risk of shifting ecology did not influence conveyance system design. However, all of the proposed conveyance measures being located below grade will help regulate and/or reduce the temperature of the stormwater that the system is conveying, helping to minimize the temperature rise of downstream waterbodies and watercourses. The risk of shifting ecology did not influence detention system design. However, all of the proposed planted depressions drain within 24 hours after a storm event and the detention basin as designed drains within 52 hours. The sandy nature of the underlying soils will likely allow all four of the detention practices to drain quicker than calculated. Mitigating the retention time of stormwater onsite will help minimize the temperature of the stormwater that the system is conveying, helping to minimize the temperature rise of downstream waterbodies and watercourses. Increased maintenance could be required in the future to ensure that healthy vegetative cover is maintained in the detention practices as precipitation and temperature levels increase in the future Location, Elevation and Sizing of… LaBella Project No. 2224112 LaBella Associates       Appendix d: Pre-development stormwater modeling       Appendix e: Post development stormwater modeling       PS-1 NE Building Parking PS-10 SE Loop Road PS-11 NE Loop Road PS-12 North Building PS-13 S Building PS-14 N Loop Road PS-15 N Loop Road PS-16 Playground Lawn PS-17 Remaining ES-1 PS-18 W Loop Road PS-19 SW Landscaping PS-2 SE Parking PS-21 Detention Basin PS-22 Remaining ES-2 PS-3 NW Parking PS-4 SW Parking PS-5 East Boulevard PS-5A East Boulevard PS-5B East Boulevard PS-6 West Boulevard PS-6A West Boulevard PS-6B West Boulevard PS-7 SE Landscaping PS-8 NE Loop Road PS-9 S Loop Road AP-1 NYSDEC Wetland AP-2 Isolated Wetlands R-1 R-2 R-3 DB-1 Detention Basin PD-1 Planted Depression PD-2 Planted Depression PD-3 Planted Depression PP-1 PP-10 PP-11PP-14 PP-18 PP-2 PP-3 PP-4 PP-5A PP-5B PP-6A PP-6B PP-8 PP-9 Routing Diagram for 3_App E_Post-Development Model Prepared by Labella Associates, Printed 12/3/2025 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Liberty at Saratoga 3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 2HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr NY-Saratoga 24-hr S1 1-yr Default 24.00 1 2.23 2 2 10-yr NY-Saratoga 24-hr S1 10-yr Default 24.00 1 3.73 2 3 100-yr NY-Saratoga 24-hr S1 100-yr Default 24.00 1 6.26 2 Liberty at Saratoga 3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 3HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.966 80 >75% Grass cover, Good, HSG D (PS-1, PS-10, PS-14, PS-15, PS-16, PS-17, PS-19, PS-2, PS-21, PS-22, PS-3, PS-4, PS-5, PS-5A, PS-5B, PS-6, PS-6A, PS-6B, PS-7, PS-8, PS-9) 0.135 96 Gravel surface, HSG D (PS-1, PS-14, PS-15, PS-16, PS-19, PS-2, PS-3, PS-4, PS-5A, PS-5B, PS-6, PS-6A, PS-6B, PS-7, PS-9) 2.180 98 Paved parking, HSG D (PS-1, PS-10, PS-11, PS-14, PS-15, PS-16, PS-17, PS-18, PS-2, PS-22, PS-3, PS-4, PS-5, PS-5A, PS-5B, PS-6, PS-6A, PS-6B, PS-8, PS-9) 0.825 98 Porous Asphalt (PS-1, PS-10, PS-11, PS-14, PS-18, PS-2, PS-3, PS-4, PS-5A, PS-5B, PS-6A, PS-6B, PS-8, PS-9) 1.420 98 Roofs, HSG D (PS-12, PS-13) 1.339 77 Woods, Good, HSG D (PS-17, PS-22) 8.865 89 TOTAL AREA Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 4HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: NE Building Parking Runoff = 1.10 cfs @ 12.04 hrs, Volume= 0.068 af, Depth= 1.53" 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 6,469 80 >75% Grass cover, Good, HSG D 10,056 98 Paved parking, HSG D * 5,792 98 Porous Asphalt 978 96 Gravel surface, HSG D 23,295 93 Weighted Average 7,447 31.97% Pervious Area 15,848 68.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-10: SE Loop Road Runoff = 0.33 cfs @ 12.04 hrs, Volume= 0.022 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 * 2,438 98 Porous Asphalt 3,272 98 Paved parking, HSG D 299 80 >75% Grass cover, Good, HSG D 6,009 97 Weighted Average 299 4.98% Pervious Area 5,710 95.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11: NE Loop Road Runoff = 0.16 cfs @ 12.04 hrs, Volume= 0.011 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 12/3/2025Prepared by Labella Associates Page 5HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 1,583 98 Paved parking, HSG D * 1,290 98 Porous Asphalt 2,873 98 Weighted Average 2,873 100.00% 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 = 1.81 cfs @ 12.04 hrs, Volume= 0.121 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 31,568 98 Roofs, HSG D 31,568 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-13: S Building Runoff = 1.74 cfs @ 12.04 hrs, Volume= 0.116 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 30,302 98 Roofs, HSG D 30,302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-14: N Loop Road Runoff = 0.47 cfs @ 12.04 hrs, Volume= 0.030 af, Depth= 1.61" Routed to Pond PP-14 : 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 12/3/2025Prepared by Labella Associates Page 6HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 5,728 98 Paved parking, HSG D * 1,643 98 Porous Asphalt 1,938 80 >75% Grass cover, Good, HSG D 264 96 Gravel surface, HSG D 9,573 94 Weighted Average 2,202 23.00% Pervious Area 7,371 77.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-15: N Loop Road Runoff = 0.51 cfs @ 12.04 hrs, Volume= 0.032 af, Depth= 1.61" 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 8,060 98 Paved parking, HSG D 2,150 80 >75% Grass cover, Good, HSG D 193 96 Gravel surface, HSG D 10,403 94 Weighted Average 2,343 22.52% Pervious Area 8,060 77.48% Impervious 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 = 0.40 cfs @ 12.07 hrs, Volume= 0.028 af, Depth= 0.91" 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 12,212 80 >75% Grass cover, Good, HSG D * 3,830 98 Paved parking, HSG D 97 96 Gravel surface, HSG D 16,139 84 Weighted Average 12,309 76.27% Pervious Area 3,830 23.73% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 7HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 41 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.0 59 0.0150 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.61" 0.0 4 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 8 0.0658 1.80 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.1 112 Total Summary for Subcatchment PS-17: Remaining ES-1 Runoff = 1.27 cfs @ 12.10 hrs, Volume= 0.108 af, Depth= 0.66" 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 31,004 80 >75% Grass cover, Good, HSG D 3,710 98 Paved parking, HSG D 50,387 77 Woods, Good, HSG D 85,101 79 Weighted Average 81,391 95.64% Pervious Area 3,710 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 22 0.0850 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 8.5 24 0.0150 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 10.3 46 Total Summary for Subcatchment PS-18: W Loop Road Runoff = 0.19 cfs @ 12.04 hrs, Volume= 0.013 af, Depth= 2.00" Routed to Pond PP-18 : 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 12/3/2025Prepared by Labella Associates Page 8HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 2,437 98 Paved parking, HSG D * 844 98 Porous Asphalt 3,281 98 Weighted Average 3,281 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-19: SW Landscaping Runoff = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af, Depth= 0.91" Routed to Reach R-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 270 80 >75% Grass cover, Good, HSG D 81 96 Gravel surface, HSG D 351 84 Weighted Average 351 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-2: SE Parking Runoff = 1.10 cfs @ 12.04 hrs, Volume= 0.069 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 5,468 80 >75% Grass cover, Good, HSG D 10,133 98 Paved parking, HSG D * 5,792 98 Porous Asphalt 871 96 Gravel surface, HSG D 22,264 94 Weighted Average 6,339 28.47% Pervious Area 15,925 71.53% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 9HydroCAD® 10.20-6a s/n 09581 © 2024 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-21: Detention Basin Runoff = 0.48 cfs @ 12.04 hrs, Volume= 0.032 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" Area (sf) CN Description 23,564 80 >75% Grass cover, Good, HSG D 23,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-22: Remaining ES-2 Runoff = 0.39 cfs @ 12.18 hrs, Volume= 0.039 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 22,702 80 >75% Grass cover, Good, HSG D 359 98 Paved parking, HSG D 7,926 77 Woods, Good, HSG D 30,987 79 Weighted Average 30,628 98.84% Pervious Area 359 1.16% 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 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 10HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-3: NW Parking Runoff = 0.82 cfs @ 12.04 hrs, Volume= 0.052 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 2,787 80 >75% Grass cover, Good, HSG D 7,898 98 Paved parking, HSG D * 4,389 98 Porous Asphalt 827 96 Gravel surface, HSG D 15,901 95 Weighted Average 3,614 22.73% Pervious Area 12,287 77.27% 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 = 0.77 cfs @ 12.04 hrs, Volume= 0.048 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" Area (sf) CN Description 6,085 80 >75% Grass cover, Good, HSG D 5,193 98 Paved parking, HSG D * 5,195 98 Porous Asphalt 758 96 Gravel surface, HSG D 17,231 92 Weighted Average 6,843 39.71% Pervious Area 10,388 60.29% 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 = 0.65 cfs @ 12.04 hrs, Volume= 0.040 af, Depth= 1.53" 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" Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 11HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 3,899 80 >75% Grass cover, Good, HSG D 9,924 98 Paved parking, HSG D 13,823 93 Weighted Average 3,899 28.21% Pervious Area 9,924 71.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5A: East Boulevard Runoff = 0.13 cfs @ 12.04 hrs, Volume= 0.009 af, Depth= 1.80" Routed to Pond PP-5A : 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 271 80 >75% Grass cover, Good, HSG D 950 98 Paved parking, HSG D 260 96 Gravel surface, HSG D * 995 98 Porous Asphalt 2,476 96 Weighted Average 531 21.45% Pervious Area 1,945 78.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5B: East Boulevard Runoff = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af, Depth= 1.44" Routed to Pond PP-5B : 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 967 80 >75% Grass cover, Good, HSG D 1,021 98 Paved parking, HSG D 243 96 Gravel surface, HSG D * 955 98 Porous Asphalt 3,186 92 Weighted Average 1,210 37.98% Pervious Area 1,976 62.02% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 12HydroCAD® 10.20-6a s/n 09581 © 2024 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-6: West Boulevard Runoff = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af, Depth= 1.44" Routed to Pond PD-3 : 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 3,651 80 >75% Grass cover, Good, HSG D 7,808 98 Paved parking, HSG D 304 96 Gravel surface, HSG D 11,763 92 Weighted Average 3,955 33.62% Pervious Area 7,808 66.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-6A: West Boulevard Runoff = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af, Depth= 1.37" Routed to Pond PP-6A : 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 1,264 80 >75% Grass cover, Good, HSG D 760 98 Paved parking, HSG D 297 96 Gravel surface, HSG D * 995 98 Porous Asphalt 3,316 91 Weighted Average 1,561 47.07% Pervious Area 1,755 52.93% 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 12/3/2025Prepared by Labella Associates Page 13HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-6B: West Boulevard Runoff = 0.12 cfs @ 12.04 hrs, Volume= 0.008 af, Depth= 1.70" Routed to Pond PP-6B : 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 333 80 >75% Grass cover, Good, HSG D 714 98 Paved parking, HSG D 289 96 Gravel surface, HSG D * 990 98 Porous Asphalt 2,326 95 Weighted Average 622 26.74% Pervious Area 1,704 73.26% 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 = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af, Depth= 0.91" Routed to Reach R-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 347 80 >75% Grass cover, Good, HSG D 121 96 Gravel surface, HSG D 468 84 Weighted Average 468 100.00% 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 Loop Road Runoff = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af, Depth= 1.90" Routed to Pond PP-8 : 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 12/3/2025Prepared by Labella Associates Page 14HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 193 80 >75% Grass cover, Good, HSG D 1,686 98 Paved parking, HSG D * 1,301 98 Porous Asphalt 3,180 97 Weighted Average 193 6.07% Pervious Area 2,987 93.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9: S Loop Road Runoff = 0.83 cfs @ 12.04 hrs, Volume= 0.052 af, Depth= 1.61" 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 9,842 98 Paved parking, HSG D 3,312 80 >75% Grass cover, Good, HSG D * 3,331 98 Porous Asphalt 281 96 Gravel surface, HSG D 16,766 94 Weighted Average 3,593 21.43% Pervious Area 13,173 78.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 3.098 ac, 23.31% Impervious, Inflow Depth = 0.65" for 1-yr event Inflow = 1.56 cfs @ 12.11 hrs, Volume= 0.168 af Outflow = 1.56 cfs @ 12.11 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2R 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 = 4.646 ac, 60.65% Impervious, Inflow Depth > 0.97" for 1-yr event Inflow = 0.75 cfs @ 12.19 hrs, Volume= 0.374 af Outflow = 0.75 cfs @ 12.19 hrs, Volume= 0.374 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2R Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 15HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach R-1: Inflow Area = 0.328 ac, 69.44% Impervious, Inflow Depth = 1.51" for 1-yr event Inflow = 0.64 cfs @ 12.05 hrs, Volume= 0.041 af Outflow = 0.62 cfs @ 12.07 hrs, Volume= 0.041 af, Atten= 3%, Lag= 1.0 min Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.65 fps, Min. Travel Time= 1.4 min Avg. Velocity = 0.86 fps, Avg. Travel Time= 4.2 min Peak Storage= 50 cf @ 12.07 hrs Average Depth at Peak Storage= 0.34' , Surface Width= 0.95' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 216.0' Slope= 0.0050 '/' Inlet Invert= 305.94', Outlet Invert= 304.86' Summary for Reach R-2: Inflow Area = 0.839 ac, 70.71% Impervious, Inflow Depth = 0.59" for 1-yr event Inflow = 0.62 cfs @ 12.07 hrs, Volume= 0.041 af Outflow = 0.62 cfs @ 12.08 hrs, Volume= 0.041 af, Atten= 1%, Lag= 0.5 min Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.65 fps, Min. Travel Time= 0.6 min Avg. Velocity = 0.86 fps, Avg. Travel Time= 1.9 min Peak Storage= 23 cf @ 12.08 hrs Average Depth at Peak Storage= 0.34' , Surface Width= 0.95' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 98.0' Slope= 0.0050 '/' Inlet Invert= 304.87', Outlet Invert= 304.38' Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 16HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach R-3: Inflow Area = 0.749 ac, 65.83% Impervious, Inflow Depth = 0.53" for 1-yr event Inflow = 0.54 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.53 cfs @ 12.05 hrs, Volume= 0.033 af, Atten= 2%, Lag= 0.6 min Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.53 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.82 fps, Avg. Travel Time= 2.8 min Peak Storage= 29 cf @ 12.05 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 0.93' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.51 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 139.0' Slope= 0.0050 '/' Inlet Invert= 305.38', Outlet Invert= 304.69' Summary for Pond DB-1: Detention Basin Inflow Area = 3.934 ac, 71.40% Impervious, Inflow Depth = 1.05" for 1-yr event Inflow = 5.06 cfs @ 12.04 hrs, Volume= 0.343 af Outflow = 0.44 cfs @ 12.81 hrs, Volume= 0.335 af, Atten= 91%, Lag= 46.2 min Primary = 0.44 cfs @ 12.81 hrs, Volume= 0.335 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= 304.82' @ 12.81 hrs Surf.Area= 14,489 sf Storage= 7,882 cf Flood Elev= 306.15' Surf.Area= 18,190 sf Storage= 29,226 cf Plug-Flow detention time= 397.3 min calculated for 0.335 af (97% of inflow) Center-of-Mass det. time= 381.6 min ( 1,172.7 - 791.1 ) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 17HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.25' 47,127 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.25 13,192 0 0 305.00 14,900 10,535 10,535 306.00 17,177 16,039 26,573 307.00 23,930 20,554 47,127 Device Routing Invert Outlet Devices #1 Primary 304.25'6.0" Round Culvert L= 21.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.04' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Secondary 306.15'10.0' 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 304.75'15.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.75' / 304.57' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.44 cfs @ 12.81 hrs HW=304.82' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.42 cfs @ 2.15 fps) 3=Culvert (Inlet Controls 0.02 cfs @ 0.71 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.25' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PD-1: Planted Depression Inflow Area = 0.609 ac, 44.80% Impervious, Inflow Depth = 1.19" for 1-yr event Inflow = 0.89 cfs @ 12.05 hrs, Volume= 0.060 af Outflow = 0.35 cfs @ 12.23 hrs, Volume= 0.060 af, Atten= 61%, Lag= 11.0 min Primary = 0.35 cfs @ 12.23 hrs, Volume= 0.060 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= 306.70' @ 12.23 hrs Surf.Area= 1,928 sf Storage= 689 cf Flood Elev= 308.50' Surf.Area= 3,833 sf Storage= 5,852 cf Plug-Flow detention time= 84.3 min calculated for 0.060 af (100% of inflow) Center-of-Mass det. time= 82.6 min ( 920.0 - 837.4 ) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 18HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 306.30' 5,852 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.30 1,525 0 0 307.00 2,231 1,315 1,315 308.00 3,285 2,758 4,073 308.50 3,833 1,780 5,852 Device Routing Invert Outlet Devices #1 Primary 306.30'8.0" Round Culvert L= 115.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.30' / 305.68' S= 0.0054 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.35 cfs @ 12.23 hrs HW=306.70' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.35 cfs @ 2.31 fps) Summary for Pond PD-2: Planted Depression Inflow Area = 0.317 ac, 71.79% Impervious, Inflow Depth = 1.53" for 1-yr event Inflow = 0.65 cfs @ 12.04 hrs, Volume= 0.040 af Outflow = 0.62 cfs @ 12.05 hrs, Volume= 0.040 af, Atten= 4%, Lag= 1.0 min Primary = 0.62 cfs @ 12.05 hrs, Volume= 0.040 af Routed to Reach R-1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.75' @ 12.05 hrs Surf.Area= 445 sf Storage= 34 cf Flood Elev= 309.25' Surf.Area= 1,151 sf Storage= 230 cf Plug-Flow detention time= 0.5 min calculated for 0.040 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 817.6 - 817.1 ) Volume Invert Avail.Storage Storage Description #1 308.60' 230 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.60 0 0 0 309.00 1,151 230 230 Device Routing Invert Outlet Devices #1 Primary 306.60'12.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.60' / 305.95' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 308.60'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 19HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=0.62 cfs @ 12.05 hrs HW=308.75' TW=306.27' (Dynamic Tailwater) 1=Culvert (Passes 0.62 cfs of 3.45 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.62 cfs @ 1.28 fps) Summary for Pond PD-3: Planted Depression Inflow Area = 0.270 ac, 66.38% Impervious, Inflow Depth = 1.44" for 1-yr event Inflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.50' @ 0.00 hrs Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.033 af (100% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 308.50' 328 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 0 0 0 309.00 1,313 328 328 Device Routing Invert Outlet Devices #1 Primary 306.40'12.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.40' / 305.38' S= 0.0073 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=308.50' TW=305.69' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 3.66 cfs potential flow) Summary for Pond PP-1: Inflow Area = 0.535 ac, 68.03% Impervious, Inflow Depth = 1.53" for 1-yr event Inflow = 1.10 cfs @ 12.04 hrs, Volume= 0.068 af Outflow = 0.07 cfs @ 11.74 hrs, Volume= 0.068 af, Atten= 94%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.74 hrs, Volume= 0.068 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 306.75' @ 13.28 hrs Surf.Area= 5,792 sf Storage= 1,118 cf Flood Elev= 308.85' Surf.Area= 14,499 sf Storage= 4,389 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 20HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Center-of-Mass det. time= 133.9 min ( 951.0 - 817.1 ) Volume Invert Avail.Storage Storage Description #1 306.27' 3,661 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 9,151 cf Overall x 40.0% Voids #2 307.85' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,896 cf Overall x 0.0% Voids #3 308.35' 729 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,389 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.27 5,792 0 0 307.85 5,792 9,151 9,151 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.85 5,792 0 0 308.35 5,792 2,896 2,896 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.35 0 0 0 308.85 2,915 729 729 Device Routing Invert Outlet Devices #1 Discarded 306.27'0.500 in/hr Exfiltration over Horizontal area #2 Primary 306.53'12.0" Round Culvert L= 149.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.53' / 305.78' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 308.78'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 308.83'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.07 cfs @ 11.74 hrs HW=306.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.27' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 21HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond PP-10: Inflow Area = 0.138 ac, 95.02% Impervious, Inflow Depth = 1.90" for 1-yr event Inflow = 0.33 cfs @ 12.04 hrs, Volume= 0.022 af Outflow = 0.06 cfs @ 12.02 hrs, Volume= 0.022 af, Atten= 83%, Lag= 0.0 min Discarded = 0.06 cfs @ 12.02 hrs, Volume= 0.022 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.01' @ 12.50 hrs Surf.Area= 4,851 sf Storage= 196 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 16.6 min ( 797.7 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 306.91' 3,066 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 7,665 cf Overall x 40.0% Voids #2 308.49' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,426 cf Overall x 0.0% Voids #3 308.99' 1,363 cf Ponding (Prismatic) Listed below (Recalc) 4,429 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.91 4,851 0 0 308.49 4,851 7,665 7,665 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.49 4,851 0 0 308.99 4,851 2,426 2,426 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.99 0 0 0 310.00 2,700 1,363 1,363 Device Routing Invert Outlet Devices #1 Discarded 306.91'0.500 in/hr Exfiltration over Horizontal area #2 Device 4 309.09'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 309.84'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 305.37'12.0" Round Culvert L= 19.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.37' / 305.27' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 22HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.02 hrs HW=306.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.91' TW=304.87' (Dynamic Tailwater) 4=Culvert (Passes 0.00 cfs of 3.04 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-11: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth = 2.00" for 1-yr event Inflow = 0.16 cfs @ 12.04 hrs, Volume= 0.011 af Outflow = 0.01 cfs @ 11.87 hrs, Volume= 0.011 af, Atten= 91%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.87 hrs, Volume= 0.011 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 308.15' @ 12.69 hrs Surf.Area= 1,290 sf Storage= 142 cf Flood Elev= 309.96' Surf.Area= 2,580 sf Storage= 815 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 56.3 min ( 824.2 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 307.88' 815 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,038 cf Overall x 40.0% Voids #2 309.46' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 645 cf Overall x 0.0% Voids #3 309.96' 363 cf Surface Ponding (Prismatic) Listed below (Recalc) 1,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.88 1,290 0 0 309.46 1,290 2,038 2,038 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.46 1,290 0 0 309.96 1,290 645 645 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.96 0 0 0 310.46 1,450 363 363 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 23HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 307.88'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.96'12.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 11.87 hrs HW=307.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.88' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-14: Inflow Area = 0.220 ac, 77.00% Impervious, Inflow Depth = 1.61" for 1-yr event Inflow = 0.47 cfs @ 12.04 hrs, Volume= 0.030 af Outflow = 0.02 cfs @ 11.48 hrs, Volume= 0.030 af, Atten= 96%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.48 hrs, Volume= 0.030 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 306.79' @ 14.25 hrs Surf.Area= 1,643 sf Storage= 574 cf Flood Elev= 308.50' Surf.Area= 4,986 sf Storage= 1,463 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 276.8 min ( 1,086.5 - 809.7 ) Volume Invert Avail.Storage Storage Description #1 305.92' 1,038 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,596 cf Overall x 40.0% Voids #2 307.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 822 cf Overall x 0.0% Voids #3 308.00' 425 cf Surface Ponding (Prismatic) Listed below (Recalc) 1,463 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.92 1,643 0 0 307.50 1,643 2,596 2,596 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.50 1,643 0 0 308.00 1,643 822 822 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 0 0 0 308.50 1,700 425 425 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 24HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 305.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 308.00'5.0' 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 Discarded OutFlow Max=0.02 cfs @ 11.48 hrs HW=305.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-18: Inflow Area = 0.075 ac,100.00% Impervious, Inflow Depth = 2.00" for 1-yr event Inflow = 0.19 cfs @ 12.04 hrs, Volume= 0.013 af Outflow = 0.01 cfs @ 11.58 hrs, Volume= 0.013 af, Atten= 95%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.58 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.75' @ 13.41 hrs Surf.Area= 844 sf Storage= 207 cf Flood Elev= 310.79' Surf.Area= 2,488 sf Storage= 761 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 160.2 min ( 928.1 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 308.14' 533 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,334 cf Overall x 40.0% Voids #2 309.72' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 422 cf Overall x 0.0% Voids #3 310.22' 228 cf Surface Ponding (Prismatic) Listed below (Recalc) 761 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.14 844 0 0 309.72 844 1,334 1,334 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.72 844 0 0 310.22 844 422 422 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.22 0 0 0 310.79 800 228 228 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 25HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 308.14'0.500 in/hr Exfiltration over Horizontal area #2 Primary 310.72'18.0' 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 Discarded OutFlow Max=0.01 cfs @ 11.58 hrs HW=308.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.14' TW=305.38' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-2: Inflow Area = 0.511 ac, 71.53% Impervious, Inflow Depth = 1.61" for 1-yr event Inflow = 1.10 cfs @ 12.04 hrs, Volume= 0.069 af Outflow = 0.07 cfs @ 11.74 hrs, Volume= 0.069 af, Atten= 94%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.74 hrs, Volume= 0.069 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.68' @ 13.25 hrs Surf.Area= 5,792 sf Storage= 1,121 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 131.6 min ( 941.2 - 809.7 ) Volume Invert Avail.Storage Storage Description #1 306.20' 3,661 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 9,151 cf Overall x 40.0% Voids #2 307.78' 0 cf PP 6" Asphalt (Prismatic) Listed below (Recalc) 2,896 cf Overall x 0.0% Voids #3 308.28' 1,229 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,890 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.20 5,792 0 0 307.78 5,792 9,151 9,151 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.78 5,792 0 0 308.28 5,792 2,896 2,896 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.28 0 0 0 309.00 3,415 1,229 1,229 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 26HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 306.20'0.500 in/hr Exfiltration over Horizontal area #2 Primary 308.25'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 308.86'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.07 cfs @ 11.74 hrs HW=306.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.20' TW=304.87' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-3: Inflow Area = 0.365 ac, 77.27% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow = 0.82 cfs @ 12.04 hrs, Volume= 0.052 af Outflow = 0.05 cfs @ 11.72 hrs, Volume= 0.052 af, Atten= 94%, Lag= 0.0 min Discarded = 0.05 cfs @ 11.72 hrs, Volume= 0.052 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.22' @ 13.19 hrs Surf.Area= 4,389 sf Storage= 832 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 125.0 min ( 926.4 - 801.4 ) Volume Invert Avail.Storage Storage Description #1 306.75' 2,774 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 6,935 cf Overall x 40.0% Voids #2 308.33' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,195 cf Overall x 0.0% Voids #3 308.83' 125 cf Surface Ponding (Prismatic) Listed below (Recalc) 2,899 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.75 4,389 0 0 308.33 4,389 6,935 6,935 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.33 4,389 0 0 308.83 4,389 2,195 2,195 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 27HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.83 0 0 0 309.33 500 125 125 Device Routing Invert Outlet Devices #1 Secondary 308.83'2.0' 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 306.75'0.500 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.05 cfs @ 11.72 hrs HW=306.78' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.75' TW=306.30' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4: Inflow Area = 0.396 ac, 60.29% Impervious, Inflow Depth = 1.44" for 1-yr event Inflow = 0.77 cfs @ 12.04 hrs, Volume= 0.048 af Outflow = 0.06 cfs @ 11.86 hrs, Volume= 0.048 af, Atten= 92%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.86 hrs, Volume= 0.048 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.43' @ 12.95 hrs Surf.Area= 5,195 sf Storage= 710 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 86.7 min ( 910.7 - 824.0 ) Volume Invert Avail.Storage Storage Description #1 306.09' 3,283 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 8,208 cf Overall x 40.0% Voids #2 307.67' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,598 cf Overall x 0.0% Voids #3 308.17' 1,897 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,180 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.09 5,195 0 0 307.67 5,195 8,208 8,208 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.67 5,195 0 0 308.17 5,195 2,598 2,598 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 28HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.17 0 0 0 309.00 4,570 1,897 1,897 Device Routing Invert Outlet Devices #1 Discarded 306.09'0.500 in/hr Exfiltration over Horizontal area #2 Primary 305.63'10.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.63' / 305.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #3 Device 2 308.19'12.0" x 12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 11.86 hrs HW=306.12' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.09' TW=305.38' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 0.50 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-5A: Inflow Area = 0.057 ac, 78.55% Impervious, Inflow Depth = 1.80" for 1-yr event Inflow = 0.13 cfs @ 12.04 hrs, Volume= 0.009 af Outflow = 0.01 cfs @ 11.84 hrs, Volume= 0.009 af, Atten= 91%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.84 hrs, Volume= 0.009 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.21' @ 12.75 hrs Surf.Area= 995 sf Storage= 117 cf Flood Elev= 309.50' Surf.Area= 2,332 sf Storage= 714 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.2 min ( 857.2 - 792.0 ) Volume Invert Avail.Storage Storage Description #1 306.92' 629 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,572 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 498 cf Overall x 0.0% Voids #3 309.00' 86 cf Surface Ponding (Prismatic) Listed below (Recalc) 714 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 995 0 0 308.50 995 1,572 1,572 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 29HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 995 0 0 309.00 995 498 498 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 342 86 86 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'50.0' 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=0.01 cfs @ 11.84 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-5B: Inflow Area = 0.073 ac, 62.02% Impervious, Inflow Depth = 1.44" for 1-yr event Inflow = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af Outflow = 0.01 cfs @ 11.83 hrs, Volume= 0.009 af, Atten= 92%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.83 hrs, Volume= 0.009 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.26' @ 12.95 hrs Surf.Area= 955 sf Storage= 132 cf Flood Elev= 309.50' Surf.Area= 2,710 sf Storage= 804 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 87.7 min ( 911.7 - 824.0 ) Volume Invert Avail.Storage Storage Description #1 306.92' 604 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,509 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 478 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 804 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 955 0 0 308.50 955 1,509 1,509 Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 30HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 955 0 0 309.00 955 478 478 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'50.0' 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=0.01 cfs @ 11.83 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6A: Inflow Area = 0.076 ac, 52.93% Impervious, Inflow Depth = 1.37" for 1-yr event Inflow = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af Outflow = 0.01 cfs @ 11.86 hrs, Volume= 0.009 af, Atten= 92%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.86 hrs, Volume= 0.009 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-3 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.24' @ 12.90 hrs Surf.Area= 995 sf Storage= 127 cf Flood Elev= 309.50' Surf.Area= 2,790 sf Storage= 829 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 80.7 min ( 911.1 - 830.3 ) Volume Invert Avail.Storage Storage Description #1 306.92' 629 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,572 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 498 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 829 cf Total Available Storage Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 31HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 995 0 0 308.50 995 1,572 1,572 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 995 0 0 309.00 995 498 498 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'10.0' 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 Discarded OutFlow Max=0.01 cfs @ 11.86 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6B: Inflow Area = 0.053 ac, 73.26% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow = 0.12 cfs @ 12.04 hrs, Volume= 0.008 af Outflow = 0.01 cfs @ 11.88 hrs, Volume= 0.008 af, Atten= 90%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.88 hrs, Volume= 0.008 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-3 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.17' @ 12.69 hrs Surf.Area= 990 sf Storage= 101 cf Flood Elev= 309.50' Surf.Area= 2,780 sf Storage= 826 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 55.5 min ( 856.9 - 801.4 ) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 32HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 306.92' 626 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,564 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 495 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 990 0 0 308.50 990 1,564 1,564 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 990 0 0 309.00 990 495 495 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'10.0' 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 Discarded OutFlow Max=0.01 cfs @ 11.88 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-8: Inflow Area = 0.073 ac, 93.93% Impervious, Inflow Depth = 1.90" for 1-yr event Inflow = 0.18 cfs @ 12.04 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 11.85 hrs, Volume= 0.012 af, Atten= 91%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.85 hrs, Volume= 0.012 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 308.03' @ 12.75 hrs Surf.Area= 1,301 sf Storage= 157 cf Flood Elev= 310.19' Surf.Area= 2,944 sf Storage= 870 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.5 min ( 846.6 - 781.1 ) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 33HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 307.73' 822 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,056 cf Overall x 40.0% Voids #2 309.31' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 651 cf Overall x 0.0% Voids #3 309.81' 48 cf Surface Ponding (Prismatic) Listed below (Recalc) 870 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.73 1,301 0 0 309.31 1,301 2,056 2,056 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.31 1,301 0 0 309.81 1,301 651 651 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.81 0 0 0 310.09 342 48 48 Device Routing Invert Outlet Devices #1 Discarded 307.73'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.78'12.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.85 hrs HW=307.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.73' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-9: Inflow Area = 0.385 ac, 78.57% Impervious, Inflow Depth = 1.61" for 1-yr event Inflow = 0.83 cfs @ 12.04 hrs, Volume= 0.052 af Outflow = 0.04 cfs @ 11.62 hrs, Volume= 0.052 af, Atten= 95%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.62 hrs, Volume= 0.052 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 Peak Elev= 305.80' @ 13.83 hrs Surf.Area= 3,331 sf Storage= 946 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 216.2 min ( 1,025.9 - 809.7 ) Liberty at Saratoga NY-Saratoga 24-hr S1 1-yr Rainfall=2.23"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 34HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.09' 2,105 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 5,263 cf Overall x 40.0% Voids #2 306.67' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,666 cf Overall x 0.0% Voids #3 307.17' 1,458 cf Ponding (Prismatic) Listed below (Recalc) 3,563 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.09 3,331 0 0 306.67 3,331 5,263 5,263 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.67 3,331 0 0 307.17 3,331 1,666 1,666 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.17 0 0 0 308.00 3,513 1,458 1,458 Device Routing Invert Outlet Devices #1 Discarded 305.09'0.500 in/hr Exfiltration over Horizontal area #2 Primary 304.41'12.0" Round Culvert X 2.00 L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.41' / 304.32' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 307.18'12.0" x 12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.62 hrs HW=305.12' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.09' TW=304.25' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 2.10 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 35HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: NE Building Parking Runoff = 2.09 cfs @ 12.04 hrs, Volume= 0.132 af, Depth= 2.96" 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 6,469 80 >75% Grass cover, Good, HSG D 10,056 98 Paved parking, HSG D * 5,792 98 Porous Asphalt 978 96 Gravel surface, HSG D 23,295 93 Weighted Average 7,447 31.97% Pervious Area 15,848 68.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-10: SE Loop Road Runoff = 0.58 cfs @ 12.04 hrs, Volume= 0.039 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 * 2,438 98 Porous Asphalt 3,272 98 Paved parking, HSG D 299 80 >75% Grass cover, Good, HSG D 6,009 97 Weighted Average 299 4.98% Pervious Area 5,710 95.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11: NE Loop Road Runoff = 0.28 cfs @ 12.04 hrs, Volume= 0.019 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 12/3/2025Prepared by Labella Associates Page 36HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 1,583 98 Paved parking, HSG D * 1,290 98 Porous Asphalt 2,873 98 Weighted Average 2,873 100.00% 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 = 3.11 cfs @ 12.04 hrs, Volume= 0.211 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 31,568 98 Roofs, HSG D 31,568 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-13: S Building Runoff = 2.98 cfs @ 12.04 hrs, Volume= 0.203 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 30,302 98 Roofs, HSG D 30,302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-14: N Loop Road Runoff = 0.88 cfs @ 12.04 hrs, Volume= 0.056 af, Depth= 3.06" Routed to Pond PP-14 : 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 12/3/2025Prepared by Labella Associates Page 37HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 5,728 98 Paved parking, HSG D * 1,643 98 Porous Asphalt 1,938 80 >75% Grass cover, Good, HSG D 264 96 Gravel surface, HSG D 9,573 94 Weighted Average 2,202 23.00% Pervious Area 7,371 77.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-15: N Loop Road Runoff = 0.96 cfs @ 12.04 hrs, Volume= 0.061 af, Depth= 3.06" 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 8,060 98 Paved parking, HSG D 2,150 80 >75% Grass cover, Good, HSG D 193 96 Gravel surface, HSG D 10,403 94 Weighted Average 2,343 22.52% Pervious Area 8,060 77.48% Impervious 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 = 0.97 cfs @ 12.06 hrs, Volume= 0.066 af, Depth= 2.13" 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 12,212 80 >75% Grass cover, Good, HSG D * 3,830 98 Paved parking, HSG D 97 96 Gravel surface, HSG D 16,139 84 Weighted Average 12,309 76.27% Pervious Area 3,830 23.73% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 38HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 41 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.0 59 0.0150 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.61" 0.0 4 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 8 0.0658 1.80 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.1 112 Total Summary for Subcatchment PS-17: Remaining ES-1 Runoff = 3.75 cfs @ 12.10 hrs, Volume= 0.284 af, Depth= 1.75" 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 31,004 80 >75% Grass cover, Good, HSG D 3,710 98 Paved parking, HSG D 50,387 77 Woods, Good, HSG D 85,101 79 Weighted Average 81,391 95.64% Pervious Area 3,710 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 22 0.0850 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 8.5 24 0.0150 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 10.3 46 Total Summary for Subcatchment PS-18: W Loop Road Runoff = 0.32 cfs @ 12.04 hrs, Volume= 0.022 af, Depth= 3.50" Routed to Pond PP-18 : 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 12/3/2025Prepared by Labella Associates Page 39HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 2,437 98 Paved parking, HSG D * 844 98 Porous Asphalt 3,281 98 Weighted Average 3,281 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-19: SW Landscaping Runoff = 0.02 cfs @ 12.04 hrs, Volume= 0.001 af, Depth= 2.13" Routed to Reach R-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 270 80 >75% Grass cover, Good, HSG D 81 96 Gravel surface, HSG D 351 84 Weighted Average 351 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-2: SE Parking Runoff = 2.05 cfs @ 12.04 hrs, Volume= 0.130 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 5,468 80 >75% Grass cover, Good, HSG D 10,133 98 Paved parking, HSG D * 5,792 98 Porous Asphalt 871 96 Gravel surface, HSG D 22,264 94 Weighted Average 6,339 28.47% Pervious Area 15,925 71.53% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 40HydroCAD® 10.20-6a s/n 09581 © 2024 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-21: Detention Basin Runoff = 1.33 cfs @ 12.04 hrs, Volume= 0.082 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" Area (sf) CN Description 23,564 80 >75% Grass cover, Good, HSG D 23,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-22: Remaining ES-2 Runoff = 1.15 cfs @ 12.17 hrs, Volume= 0.104 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 22,702 80 >75% Grass cover, Good, HSG D 359 98 Paved parking, HSG D 7,926 77 Woods, Good, HSG D 30,987 79 Weighted Average 30,628 98.84% Pervious Area 359 1.16% 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 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 41HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-3: NW Parking Runoff = 1.49 cfs @ 12.04 hrs, Volume= 0.096 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 2,787 80 >75% Grass cover, Good, HSG D 7,898 98 Paved parking, HSG D * 4,389 98 Porous Asphalt 827 96 Gravel surface, HSG D 15,901 95 Weighted Average 3,614 22.73% Pervious Area 12,287 77.27% 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 = 1.51 cfs @ 12.04 hrs, Volume= 0.094 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" Area (sf) CN Description 6,085 80 >75% Grass cover, Good, HSG D 5,193 98 Paved parking, HSG D * 5,195 98 Porous Asphalt 758 96 Gravel surface, HSG D 17,231 92 Weighted Average 6,843 39.71% Pervious Area 10,388 60.29% 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 = 1.24 cfs @ 12.04 hrs, Volume= 0.078 af, Depth= 2.96" 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" Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 42HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 3,899 80 >75% Grass cover, Good, HSG D 9,924 98 Paved parking, HSG D 13,823 93 Weighted Average 3,899 28.21% Pervious Area 9,924 71.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5A: East Boulevard Runoff = 0.24 cfs @ 12.04 hrs, Volume= 0.016 af, Depth= 3.27" Routed to Pond PP-5A : 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 271 80 >75% Grass cover, Good, HSG D 950 98 Paved parking, HSG D 260 96 Gravel surface, HSG D * 995 98 Porous Asphalt 2,476 96 Weighted Average 531 21.45% Pervious Area 1,945 78.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5B: East Boulevard Runoff = 0.28 cfs @ 12.04 hrs, Volume= 0.017 af, Depth= 2.86" Routed to Pond PP-5B : 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 967 80 >75% Grass cover, Good, HSG D 1,021 98 Paved parking, HSG D 243 96 Gravel surface, HSG D * 955 98 Porous Asphalt 3,186 92 Weighted Average 1,210 37.98% Pervious Area 1,976 62.02% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 43HydroCAD® 10.20-6a s/n 09581 © 2024 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-6: West Boulevard Runoff = 1.03 cfs @ 12.04 hrs, Volume= 0.064 af, Depth= 2.86" Routed to Pond PD-3 : 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 3,651 80 >75% Grass cover, Good, HSG D 7,808 98 Paved parking, HSG D 304 96 Gravel surface, HSG D 11,763 92 Weighted Average 3,955 33.62% Pervious Area 7,808 66.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-6A: West Boulevard Runoff = 0.28 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 2.76" Routed to Pond PP-6A : 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 1,264 80 >75% Grass cover, Good, HSG D 760 98 Paved parking, HSG D 297 96 Gravel surface, HSG D * 995 98 Porous Asphalt 3,316 91 Weighted Average 1,561 47.07% Pervious Area 1,755 52.93% 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 12/3/2025Prepared by Labella Associates Page 44HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-6B: West Boulevard Runoff = 0.22 cfs @ 12.04 hrs, Volume= 0.014 af, Depth= 3.17" Routed to Pond PP-6B : 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 333 80 >75% Grass cover, Good, HSG D 714 98 Paved parking, HSG D 289 96 Gravel surface, HSG D * 990 98 Porous Asphalt 2,326 95 Weighted Average 622 26.74% Pervious Area 1,704 73.26% 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= 2.13" Routed to Reach R-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 347 80 >75% Grass cover, Good, HSG D 121 96 Gravel surface, HSG D 468 84 Weighted Average 468 100.00% 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 Loop Road Runoff = 0.31 cfs @ 12.04 hrs, Volume= 0.021 af, Depth= 3.38" Routed to Pond PP-8 : 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 12/3/2025Prepared by Labella Associates Page 45HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 193 80 >75% Grass cover, Good, HSG D 1,686 98 Paved parking, HSG D * 1,301 98 Porous Asphalt 3,180 97 Weighted Average 193 6.07% Pervious Area 2,987 93.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9: S Loop Road Runoff = 1.54 cfs @ 12.04 hrs, Volume= 0.098 af, Depth= 3.06" 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 9,842 98 Paved parking, HSG D 3,312 80 >75% Grass cover, Good, HSG D * 3,331 98 Porous Asphalt 281 96 Gravel surface, HSG D 16,766 94 Weighted Average 3,593 21.43% Pervious Area 13,173 78.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 3.098 ac, 23.31% Impervious, Inflow Depth = 1.61" for 10-yr event Inflow = 4.48 cfs @ 12.10 hrs, Volume= 0.416 af Outflow = 4.48 cfs @ 12.10 hrs, Volume= 0.416 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2R 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 = 4.646 ac, 60.65% Impervious, Inflow Depth > 1.90" for 10-yr event Inflow = 2.24 cfs @ 12.21 hrs, Volume= 0.737 af Outflow = 2.24 cfs @ 12.21 hrs, Volume= 0.737 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2R Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 46HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach R-1: Inflow Area = 0.328 ac, 69.44% Impervious, Inflow Depth = 2.93" for 10-yr event Inflow = 1.20 cfs @ 12.06 hrs, Volume= 0.080 af Outflow = 1.18 cfs @ 12.07 hrs, Volume= 0.080 af, Atten= 2%, Lag= 0.8 min Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.16 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.01 fps, Avg. Travel Time= 3.6 min Peak Storage= 81 cf @ 12.07 hrs Average Depth at Peak Storage= 0.48' , Surface Width= 1.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 216.0' Slope= 0.0050 '/' Inlet Invert= 305.94', Outlet Invert= 304.86' Summary for Reach R-2: Inflow Area = 0.839 ac, 70.71% Impervious, Inflow Depth = 1.15" for 10-yr event Inflow = 1.18 cfs @ 12.07 hrs, Volume= 0.080 af Outflow = 1.18 cfs @ 12.08 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.4 min Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.15 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.01 fps, Avg. Travel Time= 1.6 min Peak Storage= 37 cf @ 12.08 hrs Average Depth at Peak Storage= 0.48' , Surface Width= 1.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 98.0' Slope= 0.0050 '/' Inlet Invert= 304.87', Outlet Invert= 304.38' Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 47HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach R-3: Inflow Area = 0.749 ac, 65.83% Impervious, Inflow Depth = 1.05" for 10-yr event Inflow = 1.05 cfs @ 12.04 hrs, Volume= 0.066 af Outflow = 1.04 cfs @ 12.05 hrs, Volume= 0.066 af, Atten= 1%, Lag= 0.5 min Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.05 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 2.4 min Peak Storage= 47 cf @ 12.05 hrs Average Depth at Peak Storage= 0.45' , Surface Width= 0.99' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.51 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 139.0' Slope= 0.0050 '/' Inlet Invert= 305.38', Outlet Invert= 304.69' Summary for Pond DB-1: Detention Basin Inflow Area = 3.934 ac, 71.40% Impervious, Inflow Depth = 1.96" for 10-yr event Inflow = 9.48 cfs @ 12.04 hrs, Volume= 0.643 af Outflow = 1.44 cfs @ 12.59 hrs, Volume= 0.634 af, Atten= 85%, Lag= 32.8 min Primary = 1.44 cfs @ 12.59 hrs, Volume= 0.634 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= 305.23' @ 12.59 hrs Surf.Area= 15,432 sf Storage= 14,079 cf Flood Elev= 306.15' Surf.Area= 18,190 sf Storage= 29,226 cf Plug-Flow detention time= 302.2 min calculated for 0.634 af (99% of inflow) Center-of-Mass det. time= 293.5 min ( 1,069.1 - 775.6 ) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 48HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.25' 47,127 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.25 13,192 0 0 305.00 14,900 10,535 10,535 306.00 17,177 16,039 26,573 307.00 23,930 20,554 47,127 Device Routing Invert Outlet Devices #1 Primary 304.25'6.0" Round Culvert L= 21.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.04' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Secondary 306.15'10.0' 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 304.75'15.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.75' / 304.57' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.44 cfs @ 12.59 hrs HW=305.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.64 cfs @ 3.26 fps) 3=Culvert (Barrel Controls 0.80 cfs @ 2.72 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.25' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PD-1: Planted Depression Inflow Area = 0.609 ac, 44.80% Impervious, Inflow Depth = 2.50" for 10-yr event Inflow = 1.89 cfs @ 12.05 hrs, Volume= 0.127 af Outflow = 0.82 cfs @ 12.23 hrs, Volume= 0.127 af, Atten= 57%, Lag= 10.6 min Primary = 0.82 cfs @ 12.23 hrs, Volume= 0.127 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= 307.01' @ 12.23 hrs Surf.Area= 2,244 sf Storage= 1,342 cf Flood Elev= 308.50' Surf.Area= 3,833 sf Storage= 5,852 cf Plug-Flow detention time= 58.9 min calculated for 0.127 af (100% of inflow) Center-of-Mass det. time= 58.0 min ( 868.3 - 810.3 ) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 49HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 306.30' 5,852 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.30 1,525 0 0 307.00 2,231 1,315 1,315 308.00 3,285 2,758 4,073 308.50 3,833 1,780 5,852 Device Routing Invert Outlet Devices #1 Primary 306.30'8.0" Round Culvert L= 115.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.30' / 305.68' S= 0.0054 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.82 cfs @ 12.23 hrs HW=307.01' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.82 cfs @ 2.34 fps) Summary for Pond PD-2: Planted Depression Inflow Area = 0.317 ac, 71.79% Impervious, Inflow Depth = 2.96" for 10-yr event Inflow = 1.24 cfs @ 12.04 hrs, Volume= 0.078 af Outflow = 1.17 cfs @ 12.06 hrs, Volume= 0.078 af, Atten= 5%, Lag= 1.2 min Primary = 1.17 cfs @ 12.06 hrs, Volume= 0.078 af Routed to Reach R-1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.84' @ 12.06 hrs Surf.Area= 678 sf Storage= 80 cf Flood Elev= 309.25' Surf.Area= 1,151 sf Storage= 230 cf Plug-Flow detention time= 0.6 min calculated for 0.078 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 792.4 - 791.8 ) Volume Invert Avail.Storage Storage Description #1 308.60' 230 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.60 0 0 0 309.00 1,151 230 230 Device Routing Invert Outlet Devices #1 Primary 306.60'12.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.60' / 305.95' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 308.60'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 50HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=1.17 cfs @ 12.06 hrs HW=308.84' TW=306.42' (Dynamic Tailwater) 1=Culvert (Passes 1.17 cfs of 3.53 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.17 cfs @ 1.59 fps) Summary for Pond PD-3: Planted Depression Inflow Area = 0.270 ac, 66.38% Impervious, Inflow Depth = 2.86" for 10-yr event Inflow = 1.03 cfs @ 12.04 hrs, Volume= 0.064 af Outflow = 1.03 cfs @ 12.04 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.04 hrs, Volume= 0.064 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.50' @ 0.00 hrs Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 797.2 - 797.2 ) Volume Invert Avail.Storage Storage Description #1 308.50' 328 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 0 0 0 309.00 1,313 328 328 Device Routing Invert Outlet Devices #1 Primary 306.40'12.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.40' / 305.38' S= 0.0073 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=308.50' TW=305.83' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 3.66 cfs potential flow) Summary for Pond PP-1: Inflow Area = 0.535 ac, 68.03% Impervious, Inflow Depth = 2.96" for 10-yr event Inflow = 2.09 cfs @ 12.04 hrs, Volume= 0.132 af Outflow = 0.07 cfs @ 11.18 hrs, Volume= 0.132 af, Atten= 97%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.18 hrs, Volume= 0.132 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 307.54' @ 14.69 hrs Surf.Area= 5,792 sf Storage= 2,932 cf Flood Elev= 308.85' Surf.Area= 14,499 sf Storage= 4,389 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 51HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Center-of-Mass det. time= 400.1 min ( 1,191.9 - 791.8 ) Volume Invert Avail.Storage Storage Description #1 306.27' 3,661 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 9,151 cf Overall x 40.0% Voids #2 307.85' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,896 cf Overall x 0.0% Voids #3 308.35' 729 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,389 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.27 5,792 0 0 307.85 5,792 9,151 9,151 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.85 5,792 0 0 308.35 5,792 2,896 2,896 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.35 0 0 0 308.85 2,915 729 729 Device Routing Invert Outlet Devices #1 Discarded 306.27'0.500 in/hr Exfiltration over Horizontal area #2 Primary 306.53'12.0" Round Culvert L= 149.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.53' / 305.78' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 308.78'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 308.83'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.07 cfs @ 11.18 hrs HW=306.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.27' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 52HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond PP-10: Inflow Area = 0.138 ac, 95.02% Impervious, Inflow Depth = 3.38" for 10-yr event Inflow = 0.58 cfs @ 12.04 hrs, Volume= 0.039 af Outflow = 0.06 cfs @ 11.84 hrs, Volume= 0.039 af, Atten= 90%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.84 hrs, Volume= 0.039 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.19' @ 12.66 hrs Surf.Area= 4,851 sf Storage= 548 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 59.1 min ( 822.8 - 763.8 ) Volume Invert Avail.Storage Storage Description #1 306.91' 3,066 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 7,665 cf Overall x 40.0% Voids #2 308.49' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,426 cf Overall x 0.0% Voids #3 308.99' 1,363 cf Ponding (Prismatic) Listed below (Recalc) 4,429 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.91 4,851 0 0 308.49 4,851 7,665 7,665 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.49 4,851 0 0 308.99 4,851 2,426 2,426 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.99 0 0 0 310.00 2,700 1,363 1,363 Device Routing Invert Outlet Devices #1 Discarded 306.91'0.500 in/hr Exfiltration over Horizontal area #2 Device 4 309.09'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 309.84'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 305.37'12.0" Round Culvert L= 19.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.37' / 305.27' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 53HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 11.84 hrs HW=306.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.91' TW=304.87' (Dynamic Tailwater) 4=Culvert (Passes 0.00 cfs of 3.04 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-11: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth = 3.50" for 10-yr event Inflow = 0.28 cfs @ 12.04 hrs, Volume= 0.019 af Outflow = 0.01 cfs @ 11.61 hrs, Volume= 0.019 af, Atten= 95%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.61 hrs, Volume= 0.019 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 308.53' @ 13.28 hrs Surf.Area= 1,290 sf Storage= 335 cf Flood Elev= 309.96' Surf.Area= 2,580 sf Storage= 815 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 166.7 min ( 920.6 - 753.9 ) Volume Invert Avail.Storage Storage Description #1 307.88' 815 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,038 cf Overall x 40.0% Voids #2 309.46' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 645 cf Overall x 0.0% Voids #3 309.96' 363 cf Surface Ponding (Prismatic) Listed below (Recalc) 1,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.88 1,290 0 0 309.46 1,290 2,038 2,038 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.46 1,290 0 0 309.96 1,290 645 645 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.96 0 0 0 310.46 1,450 363 363 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 54HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 307.88'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.96'12.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 11.61 hrs HW=307.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.88' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-14: Inflow Area = 0.220 ac, 77.00% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 0.88 cfs @ 12.04 hrs, Volume= 0.056 af Outflow = 0.22 cfs @ 12.36 hrs, Volume= 0.056 af, Atten= 75%, Lag= 19.4 min Discarded = 0.04 cfs @ 12.36 hrs, Volume= 0.051 af Secondary = 0.18 cfs @ 12.36 hrs, Volume= 0.005 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= 308.05' @ 12.36 hrs Surf.Area= 3,471 sf Storage= 1,043 cf Flood Elev= 308.50' Surf.Area= 4,986 sf Storage= 1,463 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 436.0 min ( 1,221.9 - 785.9 ) Volume Invert Avail.Storage Storage Description #1 305.92' 1,038 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,596 cf Overall x 40.0% Voids #2 307.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 822 cf Overall x 0.0% Voids #3 308.00' 425 cf Surface Ponding (Prismatic) Listed below (Recalc) 1,463 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.92 1,643 0 0 307.50 1,643 2,596 2,596 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.50 1,643 0 0 308.00 1,643 822 822 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 0 0 0 308.50 1,700 425 425 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 55HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 305.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 308.00'5.0' 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 Discarded OutFlow Max=0.04 cfs @ 12.36 hrs HW=308.05' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=0.18 cfs @ 12.36 hrs HW=308.05' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.18 cfs @ 0.65 fps) Summary for Pond PP-18: Inflow Area = 0.075 ac,100.00% Impervious, Inflow Depth = 3.50" for 10-yr event Inflow = 0.32 cfs @ 12.04 hrs, Volume= 0.022 af Outflow = 0.01 cfs @ 10.72 hrs, Volume= 0.022 af, Atten= 97%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.72 hrs, Volume= 0.022 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.54' @ 14.70 hrs Surf.Area= 844 sf Storage= 473 cf Flood Elev= 310.79' Surf.Area= 2,488 sf Storage= 761 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 410.3 min ( 1,164.2 - 753.9 ) Volume Invert Avail.Storage Storage Description #1 308.14' 533 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,334 cf Overall x 40.0% Voids #2 309.72' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 422 cf Overall x 0.0% Voids #3 310.22' 228 cf Surface Ponding (Prismatic) Listed below (Recalc) 761 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.14 844 0 0 309.72 844 1,334 1,334 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.72 844 0 0 310.22 844 422 422 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.22 0 0 0 310.79 800 228 228 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 56HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 308.14'0.500 in/hr Exfiltration over Horizontal area #2 Primary 310.72'18.0' 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 Discarded OutFlow Max=0.01 cfs @ 10.72 hrs HW=308.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.14' TW=305.38' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-2: Inflow Area = 0.511 ac, 71.53% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 2.05 cfs @ 12.04 hrs, Volume= 0.130 af Outflow = 0.07 cfs @ 11.18 hrs, Volume= 0.130 af, Atten= 97%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.18 hrs, Volume= 0.130 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.43' @ 14.57 hrs Surf.Area= 5,792 sf Storage= 2,857 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 383.7 min ( 1,169.5 - 785.9 ) Volume Invert Avail.Storage Storage Description #1 306.20' 3,661 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 9,151 cf Overall x 40.0% Voids #2 307.78' 0 cf PP 6" Asphalt (Prismatic) Listed below (Recalc) 2,896 cf Overall x 0.0% Voids #3 308.28' 1,229 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,890 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.20 5,792 0 0 307.78 5,792 9,151 9,151 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.78 5,792 0 0 308.28 5,792 2,896 2,896 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.28 0 0 0 309.00 3,415 1,229 1,229 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 57HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 306.20'0.500 in/hr Exfiltration over Horizontal area #2 Primary 308.25'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 308.86'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.07 cfs @ 11.18 hrs HW=306.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.20' TW=304.87' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-3: Inflow Area = 0.365 ac, 77.27% Impervious, Inflow Depth = 3.17" for 10-yr event Inflow = 1.49 cfs @ 12.04 hrs, Volume= 0.096 af Outflow = 0.05 cfs @ 11.15 hrs, Volume= 0.096 af, Atten= 97%, Lag= 0.0 min Discarded = 0.05 cfs @ 11.15 hrs, Volume= 0.096 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-1 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.93' @ 14.39 hrs Surf.Area= 4,389 sf Storage= 2,064 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 358.7 min ( 1,138.0 - 779.4 ) Volume Invert Avail.Storage Storage Description #1 306.75' 2,774 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 6,935 cf Overall x 40.0% Voids #2 308.33' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,195 cf Overall x 0.0% Voids #3 308.83' 125 cf Surface Ponding (Prismatic) Listed below (Recalc) 2,899 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.75 4,389 0 0 308.33 4,389 6,935 6,935 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.33 4,389 0 0 308.83 4,389 2,195 2,195 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 58HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.83 0 0 0 309.33 500 125 125 Device Routing Invert Outlet Devices #1 Secondary 308.83'2.0' 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 306.75'0.500 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.05 cfs @ 11.15 hrs HW=306.78' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.75' TW=306.30' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-4: Inflow Area = 0.396 ac, 60.29% Impervious, Inflow Depth = 2.86" for 10-yr event Inflow = 1.51 cfs @ 12.04 hrs, Volume= 0.094 af Outflow = 0.06 cfs @ 11.52 hrs, Volume= 0.094 af, Atten= 96%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.52 hrs, Volume= 0.094 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.03' @ 14.04 hrs Surf.Area= 5,195 sf Storage= 1,950 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 291.5 min ( 1,088.7 - 797.2 ) Volume Invert Avail.Storage Storage Description #1 306.09' 3,283 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 8,208 cf Overall x 40.0% Voids #2 307.67' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,598 cf Overall x 0.0% Voids #3 308.17' 1,897 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,180 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.09 5,195 0 0 307.67 5,195 8,208 8,208 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.67 5,195 0 0 308.17 5,195 2,598 2,598 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 59HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.17 0 0 0 309.00 4,570 1,897 1,897 Device Routing Invert Outlet Devices #1 Discarded 306.09'0.500 in/hr Exfiltration over Horizontal area #2 Primary 305.63'10.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.63' / 305.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #3 Device 2 308.19'12.0" x 12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 11.52 hrs HW=306.12' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.09' TW=305.38' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 0.50 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-5A: Inflow Area = 0.057 ac, 78.55% Impervious, Inflow Depth = 3.27" for 10-yr event Inflow = 0.24 cfs @ 12.04 hrs, Volume= 0.016 af Outflow = 0.01 cfs @ 11.56 hrs, Volume= 0.016 af, Atten= 95%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.56 hrs, Volume= 0.016 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.64' @ 13.47 hrs Surf.Area= 995 sf Storage= 288 cf Flood Elev= 309.50' Surf.Area= 2,332 sf Storage= 714 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 199.9 min ( 972.0 - 772.1 ) Volume Invert Avail.Storage Storage Description #1 306.92' 629 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,572 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 498 cf Overall x 0.0% Voids #3 309.00' 86 cf Surface Ponding (Prismatic) Listed below (Recalc) 714 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 995 0 0 308.50 995 1,572 1,572 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 60HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 995 0 0 309.00 995 498 498 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 342 86 86 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'50.0' 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=0.01 cfs @ 11.56 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-5B: Inflow Area = 0.073 ac, 62.02% Impervious, Inflow Depth = 2.86" for 10-yr event Inflow = 0.28 cfs @ 12.04 hrs, Volume= 0.017 af Outflow = 0.01 cfs @ 11.48 hrs, Volume= 0.017 af, Atten= 96%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.48 hrs, Volume= 0.017 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.87' @ 14.06 hrs Surf.Area= 955 sf Storage= 361 cf Flood Elev= 309.50' Surf.Area= 2,710 sf Storage= 804 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 294.1 min ( 1,091.3 - 797.2 ) Volume Invert Avail.Storage Storage Description #1 306.92' 604 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,509 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 478 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 804 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 955 0 0 308.50 955 1,509 1,509 Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 61HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 955 0 0 309.00 955 478 478 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'50.0' 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=0.01 cfs @ 11.48 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6A: Inflow Area = 0.076 ac, 52.93% Impervious, Inflow Depth = 2.76" for 10-yr event Inflow = 0.28 cfs @ 12.04 hrs, Volume= 0.018 af Outflow = 0.01 cfs @ 11.54 hrs, Volume= 0.018 af, Atten= 96%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.54 hrs, Volume= 0.018 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-3 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.83' @ 14.01 hrs Surf.Area= 995 sf Storage= 362 cf Flood Elev= 309.50' Surf.Area= 2,790 sf Storage= 829 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 284.7 min ( 1,086.9 - 802.2 ) Volume Invert Avail.Storage Storage Description #1 306.92' 629 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,572 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 498 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 829 cf Total Available Storage Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 62HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 995 0 0 308.50 995 1,572 1,572 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 995 0 0 309.00 995 498 498 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'10.0' 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 Discarded OutFlow Max=0.01 cfs @ 11.54 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-6B: Inflow Area = 0.053 ac, 73.26% Impervious, Inflow Depth = 3.17" for 10-yr event Inflow = 0.22 cfs @ 12.04 hrs, Volume= 0.014 af Outflow = 0.01 cfs @ 11.62 hrs, Volume= 0.014 af, Atten= 95%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.62 hrs, Volume= 0.014 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-3 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.57' @ 13.35 hrs Surf.Area= 990 sf Storage= 257 cf Flood Elev= 309.50' Surf.Area= 2,780 sf Storage= 826 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 177.7 min ( 957.1 - 779.4 ) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 63HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 306.92' 626 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,564 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 495 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 990 0 0 308.50 990 1,564 1,564 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 990 0 0 309.00 990 495 495 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'10.0' 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 Discarded OutFlow Max=0.01 cfs @ 11.62 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-8: Inflow Area = 0.073 ac, 93.93% Impervious, Inflow Depth = 3.38" for 10-yr event Inflow = 0.31 cfs @ 12.04 hrs, Volume= 0.021 af Outflow = 0.02 cfs @ 11.58 hrs, Volume= 0.021 af, Atten= 95%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.58 hrs, Volume= 0.021 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 308.45' @ 13.45 hrs Surf.Area= 1,301 sf Storage= 377 cf Flood Elev= 310.19' Surf.Area= 2,944 sf Storage= 870 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 195.9 min ( 959.6 - 763.8 ) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 64HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 307.73' 822 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,056 cf Overall x 40.0% Voids #2 309.31' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 651 cf Overall x 0.0% Voids #3 309.81' 48 cf Surface Ponding (Prismatic) Listed below (Recalc) 870 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.73 1,301 0 0 309.31 1,301 2,056 2,056 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.31 1,301 0 0 309.81 1,301 651 651 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.81 0 0 0 310.09 342 48 48 Device Routing Invert Outlet Devices #1 Discarded 307.73'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.78'12.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.58 hrs HW=307.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.73' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-9: Inflow Area = 0.385 ac, 78.57% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 1.54 cfs @ 12.04 hrs, Volume= 0.098 af Outflow = 0.14 cfs @ 12.76 hrs, Volume= 0.098 af, Atten= 91%, Lag= 43.7 min Discarded = 0.08 cfs @ 12.76 hrs, Volume= 0.097 af Primary = 0.06 cfs @ 12.76 hrs, Volume= 0.001 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= 307.20' @ 12.76 hrs Surf.Area= 6,774 sf Storage= 2,107 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 476.3 min ( 1,262.1 - 785.9 ) Liberty at Saratoga NY-Saratoga 24-hr S1 10-yr Rainfall=3.73"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 65HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.09' 2,105 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 5,263 cf Overall x 40.0% Voids #2 306.67' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,666 cf Overall x 0.0% Voids #3 307.17' 1,458 cf Ponding (Prismatic) Listed below (Recalc) 3,563 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.09 3,331 0 0 306.67 3,331 5,263 5,263 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.67 3,331 0 0 307.17 3,331 1,666 1,666 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.17 0 0 0 308.00 3,513 1,458 1,458 Device Routing Invert Outlet Devices #1 Discarded 305.09'0.500 in/hr Exfiltration over Horizontal area #2 Primary 304.41'12.0" Round Culvert X 2.00 L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.41' / 304.32' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 307.18'12.0" x 12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 12.76 hrs HW=307.20' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.05 cfs @ 12.76 hrs HW=307.20' TW=305.22' (Dynamic Tailwater) 2=Culvert (Passes 0.05 cfs of 8.40 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.05 cfs @ 0.41 fps) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 66HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: NE Building Parking Runoff = 3.60 cfs @ 12.04 hrs, Volume= 0.242 af, Depth= 5.44" 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 6,469 80 >75% Grass cover, Good, HSG D 10,056 98 Paved parking, HSG D * 5,792 98 Porous Asphalt 978 96 Gravel surface, HSG D 23,295 93 Weighted Average 7,447 31.97% Pervious Area 15,848 68.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-10: SE Loop Road Runoff = 0.96 cfs @ 12.04 hrs, Volume= 0.068 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 * 2,438 98 Porous Asphalt 3,272 98 Paved parking, HSG D 299 80 >75% Grass cover, Good, HSG D 6,009 97 Weighted Average 299 4.98% Pervious Area 5,710 95.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-11: NE Loop Road Runoff = 0.46 cfs @ 12.04 hrs, Volume= 0.033 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 12/3/2025Prepared by Labella Associates Page 67HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 1,583 98 Paved parking, HSG D * 1,290 98 Porous Asphalt 2,873 98 Weighted Average 2,873 100.00% 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 = 5.08 cfs @ 12.04 hrs, Volume= 0.364 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 31,568 98 Roofs, HSG D 31,568 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-13: S Building Runoff = 4.88 cfs @ 12.04 hrs, Volume= 0.349 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 30,302 98 Roofs, HSG D 30,302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-14: N Loop Road Runoff = 1.50 cfs @ 12.04 hrs, Volume= 0.102 af, Depth= 5.55" Routed to Pond PP-14 : 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 12/3/2025Prepared by Labella Associates Page 68HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 5,728 98 Paved parking, HSG D * 1,643 98 Porous Asphalt 1,938 80 >75% Grass cover, Good, HSG D 264 96 Gravel surface, HSG D 9,573 94 Weighted Average 2,202 23.00% Pervious Area 7,371 77.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-15: N Loop Road Runoff = 1.63 cfs @ 12.04 hrs, Volume= 0.111 af, Depth= 5.55" 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 8,060 98 Paved parking, HSG D 2,150 80 >75% Grass cover, Good, HSG D 193 96 Gravel surface, HSG D 10,403 94 Weighted Average 2,343 22.52% Pervious Area 8,060 77.48% Impervious 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 = 1.95 cfs @ 12.06 hrs, Volume= 0.137 af, Depth= 4.44" 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 12,212 80 >75% Grass cover, Good, HSG D * 3,830 98 Paved parking, HSG D 97 96 Gravel surface, HSG D 16,139 84 Weighted Average 12,309 76.27% Pervious Area 3,830 23.73% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 69HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 41 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 1.0 59 0.0150 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.61" 0.0 4 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 8 0.0658 1.80 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.1 112 Total Summary for Subcatchment PS-17: Remaining ES-1 Runoff = 8.35 cfs @ 12.09 hrs, Volume= 0.637 af, Depth= 3.91" 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 31,004 80 >75% Grass cover, Good, HSG D 3,710 98 Paved parking, HSG D 50,387 77 Woods, Good, HSG D 85,101 79 Weighted Average 81,391 95.64% Pervious Area 3,710 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 22 0.0850 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 8.5 24 0.0150 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.61" 10.3 46 Total Summary for Subcatchment PS-18: W Loop Road Runoff = 0.53 cfs @ 12.04 hrs, Volume= 0.038 af, Depth= 6.02" Routed to Pond PP-18 : 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 12/3/2025Prepared by Labella Associates Page 70HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 2,437 98 Paved parking, HSG D * 844 98 Porous Asphalt 3,281 98 Weighted Average 3,281 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-19: SW Landscaping Runoff = 0.05 cfs @ 12.04 hrs, Volume= 0.003 af, Depth= 4.44" Routed to Reach R-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 270 80 >75% Grass cover, Good, HSG D 81 96 Gravel surface, HSG D 351 84 Weighted Average 351 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-2: SE Parking Runoff = 3.48 cfs @ 12.04 hrs, Volume= 0.237 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 5,468 80 >75% Grass cover, Good, HSG D 10,133 98 Paved parking, HSG D * 5,792 98 Porous Asphalt 871 96 Gravel surface, HSG D 22,264 94 Weighted Average 6,339 28.47% Pervious Area 15,925 71.53% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 71HydroCAD® 10.20-6a s/n 09581 © 2024 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-21: Detention Basin Runoff = 2.86 cfs @ 12.04 hrs, Volume= 0.181 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" Area (sf) CN Description 23,564 80 >75% Grass cover, Good, HSG D 23,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-22: Remaining ES-2 Runoff = 2.59 cfs @ 12.16 hrs, Volume= 0.232 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 22,702 80 >75% Grass cover, Good, HSG D 359 98 Paved parking, HSG D 7,926 77 Woods, Good, HSG D 30,987 79 Weighted Average 30,628 98.84% Pervious Area 359 1.16% 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 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 72HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-3: NW Parking Runoff = 2.51 cfs @ 12.04 hrs, Volume= 0.172 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 2,787 80 >75% Grass cover, Good, HSG D 7,898 98 Paved parking, HSG D * 4,389 98 Porous Asphalt 827 96 Gravel surface, HSG D 15,901 95 Weighted Average 3,614 22.73% Pervious Area 12,287 77.27% 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 = 2.63 cfs @ 12.04 hrs, Volume= 0.176 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" Area (sf) CN Description 6,085 80 >75% Grass cover, Good, HSG D 5,193 98 Paved parking, HSG D * 5,195 98 Porous Asphalt 758 96 Gravel surface, HSG D 17,231 92 Weighted Average 6,843 39.71% Pervious Area 10,388 60.29% 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 = 2.14 cfs @ 12.04 hrs, Volume= 0.144 af, Depth= 5.44" 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" Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 73HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 3,899 80 >75% Grass cover, Good, HSG D 9,924 98 Paved parking, HSG D 13,823 93 Weighted Average 3,899 28.21% Pervious Area 9,924 71.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5A: East Boulevard Runoff = 0.39 cfs @ 12.04 hrs, Volume= 0.027 af, Depth= 5.79" Routed to Pond PP-5A : 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 271 80 >75% Grass cover, Good, HSG D 950 98 Paved parking, HSG D 260 96 Gravel surface, HSG D * 995 98 Porous Asphalt 2,476 96 Weighted Average 531 21.45% Pervious Area 1,945 78.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-5B: East Boulevard Runoff = 0.49 cfs @ 12.04 hrs, Volume= 0.032 af, Depth= 5.33" Routed to Pond PP-5B : 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 967 80 >75% Grass cover, Good, HSG D 1,021 98 Paved parking, HSG D 243 96 Gravel surface, HSG D * 955 98 Porous Asphalt 3,186 92 Weighted Average 1,210 37.98% Pervious Area 1,976 62.02% Impervious Area Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 74HydroCAD® 10.20-6a s/n 09581 © 2024 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-6: West Boulevard Runoff = 1.80 cfs @ 12.04 hrs, Volume= 0.120 af, Depth= 5.33" Routed to Pond PD-3 : 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 3,651 80 >75% Grass cover, Good, HSG D 7,808 98 Paved parking, HSG D 304 96 Gravel surface, HSG D 11,763 92 Weighted Average 3,955 33.62% Pervious Area 7,808 66.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-6A: West Boulevard Runoff = 0.50 cfs @ 12.04 hrs, Volume= 0.033 af, Depth= 5.21" Routed to Pond PP-6A : 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 1,264 80 >75% Grass cover, Good, HSG D 760 98 Paved parking, HSG D 297 96 Gravel surface, HSG D * 995 98 Porous Asphalt 3,316 91 Weighted Average 1,561 47.07% Pervious Area 1,755 52.93% 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 12/3/2025Prepared by Labella Associates Page 75HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-6B: West Boulevard Runoff = 0.37 cfs @ 12.04 hrs, Volume= 0.025 af, Depth= 5.67" Routed to Pond PP-6B : 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 333 80 >75% Grass cover, Good, HSG D 714 98 Paved parking, HSG D 289 96 Gravel surface, HSG D * 990 98 Porous Asphalt 2,326 95 Weighted Average 622 26.74% Pervious Area 1,704 73.26% 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 = 0.06 cfs @ 12.04 hrs, Volume= 0.004 af, Depth= 4.44" Routed to Reach R-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 347 80 >75% Grass cover, Good, HSG D 121 96 Gravel surface, HSG D 468 84 Weighted Average 468 100.00% 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 Loop Road Runoff = 0.51 cfs @ 12.04 hrs, Volume= 0.036 af, Depth= 5.90" Routed to Pond PP-8 : 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 12/3/2025Prepared by Labella Associates Page 76HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description 193 80 >75% Grass cover, Good, HSG D 1,686 98 Paved parking, HSG D * 1,301 98 Porous Asphalt 3,180 97 Weighted Average 193 6.07% Pervious Area 2,987 93.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS-9: S Loop Road Runoff = 2.62 cfs @ 12.04 hrs, Volume= 0.178 af, Depth= 5.55" 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 9,842 98 Paved parking, HSG D 3,312 80 >75% Grass cover, Good, HSG D * 3,331 98 Porous Asphalt 281 96 Gravel surface, HSG D 16,766 94 Weighted Average 3,593 21.43% Pervious Area 13,173 78.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach AP-1: NYSDEC Wetland Inflow Area = 3.098 ac, 23.31% Impervious, Inflow Depth = 3.81" for 100-yr event Inflow = 10.57 cfs @ 12.09 hrs, Volume= 0.984 af Outflow = 10.57 cfs @ 12.09 hrs, Volume= 0.984 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2R 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 = 4.646 ac, 60.65% Impervious, Inflow Depth > 3.90" for 100-yr event Inflow = 6.16 cfs @ 12.22 hrs, Volume= 1.509 af Outflow = 6.16 cfs @ 12.22 hrs, Volume= 1.509 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2R Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 77HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Summary for Reach R-1: Inflow Area = 0.328 ac, 69.44% Impervious, Inflow Depth = 5.45" for 100-yr event Inflow = 2.06 cfs @ 12.06 hrs, Volume= 0.149 af Outflow = 2.03 cfs @ 12.07 hrs, Volume= 0.149 af, Atten= 2%, Lag= 0.8 min Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.57 fps, Min. Travel Time= 1.0 min Avg. Velocity = 1.19 fps, Avg. Travel Time= 3.0 min Peak Storage= 123 cf @ 12.07 hrs Average Depth at Peak Storage= 0.68' , Surface Width= 0.93' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 216.0' Slope= 0.0050 '/' Inlet Invert= 305.94', Outlet Invert= 304.86' Summary for Reach R-2: Inflow Area = 0.839 ac, 70.71% Impervious, Inflow Depth = 2.77" for 100-yr event Inflow = 2.85 cfs @ 12.16 hrs, Volume= 0.193 af Outflow = 2.71 cfs @ 12.25 hrs, Volume= 0.193 af, Atten= 5%, Lag= 5.1 min Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.64 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.21 fps, Avg. Travel Time= 1.4 min Peak Storage= 77 cf @ 12.16 hrs Average Depth at Peak Storage= 1.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 98.0' Slope= 0.0050 '/' Inlet Invert= 304.87', Outlet Invert= 304.38' Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 78HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach R-3: Inflow Area = 0.749 ac, 65.83% Impervious, Inflow Depth = 2.29" for 100-yr event Inflow = 1.84 cfs @ 12.04 hrs, Volume= 0.143 af Outflow = 1.83 cfs @ 12.05 hrs, Volume= 0.143 af, Atten= 1%, Lag= 0.5 min Routed to Pond DB-1 : Detention Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.48 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.15 fps, Avg. Travel Time= 2.0 min Peak Storage= 73 cf @ 12.05 hrs Average Depth at Peak Storage= 0.63' , Surface Width= 0.96' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.51 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 139.0' Slope= 0.0050 '/' Inlet Invert= 305.38', Outlet Invert= 304.69' Summary for Pond DB-1: Detention Basin Inflow Area = 3.934 ac, 71.40% Impervious, Inflow Depth = 3.92" for 100-yr event Inflow = 18.62 cfs @ 12.05 hrs, Volume= 1.287 af Outflow = 4.54 cfs @ 12.57 hrs, Volume= 1.277 af, Atten= 76%, Lag= 31.7 min Primary = 4.54 cfs @ 12.57 hrs, Volume= 1.277 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= 305.98' @ 12.57 hrs Surf.Area= 17,125 sf Storage= 26,180 cf Flood Elev= 306.15' Surf.Area= 18,190 sf Storage= 29,226 cf Plug-Flow detention time= 211.7 min calculated for 1.277 af (99% of inflow) Center-of-Mass det. time= 207.3 min ( 969.2 - 761.9 ) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 79HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.25' 47,127 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.25 13,192 0 0 305.00 14,900 10,535 10,535 306.00 17,177 16,039 26,573 307.00 23,930 20,554 47,127 Device Routing Invert Outlet Devices #1 Primary 304.25'6.0" Round Culvert L= 21.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.04' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Secondary 306.15'10.0' 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 304.75'15.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.75' / 304.57' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=4.54 cfs @ 12.57 hrs HW=305.98' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.91 cfs @ 4.62 fps) 3=Culvert (Barrel Controls 3.63 cfs @ 3.75 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.25' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PD-1: Planted Depression Inflow Area = 0.609 ac, 44.80% Impervious, Inflow Depth = 5.43" for 100-yr event Inflow = 3.51 cfs @ 12.05 hrs, Volume= 0.276 af Outflow = 1.21 cfs @ 12.56 hrs, Volume= 0.276 af, Atten= 66%, Lag= 30.5 min Primary = 1.21 cfs @ 12.56 hrs, Volume= 0.276 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= 307.86' @ 12.56 hrs Surf.Area= 3,133 sf Storage= 3,610 cf Flood Elev= 308.50' Surf.Area= 3,833 sf Storage= 5,852 cf Plug-Flow detention time= 50.5 min calculated for 0.276 af (100% of inflow) Center-of-Mass det. time= 50.1 min ( 835.7 - 785.6 ) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 80HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 306.30' 5,852 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.30 1,525 0 0 307.00 2,231 1,315 1,315 308.00 3,285 2,758 4,073 308.50 3,833 1,780 5,852 Device Routing Invert Outlet Devices #1 Primary 306.30'8.0" Round Culvert L= 115.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.30' / 305.68' S= 0.0054 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.21 cfs @ 12.56 hrs HW=307.86' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.21 cfs @ 3.46 fps) Summary for Pond PD-2: Planted Depression Inflow Area = 0.317 ac, 71.79% Impervious, Inflow Depth = 5.48" for 100-yr event Inflow = 2.14 cfs @ 12.04 hrs, Volume= 0.145 af Outflow = 2.00 cfs @ 12.06 hrs, Volume= 0.145 af, Atten= 6%, Lag= 1.4 min Primary = 2.00 cfs @ 12.06 hrs, Volume= 0.145 af Routed to Reach R-1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.94' @ 12.06 hrs Surf.Area= 966 sf Storage= 162 cf Flood Elev= 309.25' Surf.Area= 1,151 sf Storage= 230 cf Plug-Flow detention time= 0.7 min calculated for 0.145 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 773.9 - 773.1 ) Volume Invert Avail.Storage Storage Description #1 308.60' 230 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.60 0 0 0 309.00 1,151 230 230 Device Routing Invert Outlet Devices #1 Primary 306.60'12.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.60' / 305.95' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 308.60'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 81HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=2.00 cfs @ 12.06 hrs HW=308.94' TW=306.61' (Dynamic Tailwater) 1=Culvert (Passes 2.00 cfs of 3.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.00 cfs @ 1.89 fps) Summary for Pond PD-3: Planted Depression Inflow Area = 0.270 ac, 66.38% Impervious, Inflow Depth = 5.37" for 100-yr event Inflow = 1.80 cfs @ 12.04 hrs, Volume= 0.121 af Outflow = 1.80 cfs @ 12.04 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.80 cfs @ 12.04 hrs, Volume= 0.121 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.50' @ 12.04 hrs Surf.Area= 0 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 308.50' 328 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 0 0 0 309.00 1,313 328 328 Device Routing Invert Outlet Devices #1 Primary 306.40'12.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.40' / 305.38' S= 0.0073 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.66 cfs @ 12.04 hrs HW=308.50' TW=306.01' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.66 cfs @ 4.66 fps) Summary for Pond PP-1: Inflow Area = 0.535 ac, 68.03% Impervious, Inflow Depth = 5.44" for 100-yr event Inflow = 3.60 cfs @ 12.04 hrs, Volume= 0.242 af Outflow = 1.45 cfs @ 12.25 hrs, Volume= 0.242 af, Atten= 60%, Lag= 13.0 min Discarded = 0.17 cfs @ 12.25 hrs, Volume= 0.210 af Primary = 1.28 cfs @ 12.25 hrs, Volume= 0.032 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= 308.94' @ 12.25 hrs Surf.Area= 14,499 sf Storage= 4,389 cf Flood Elev= 308.85' Surf.Area= 14,499 sf Storage= 4,389 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 82HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Center-of-Mass det. time= 383.3 min ( 1,156.6 - 773.2 ) Volume Invert Avail.Storage Storage Description #1 306.27' 3,661 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 9,151 cf Overall x 40.0% Voids #2 307.85' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,896 cf Overall x 0.0% Voids #3 308.35' 729 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,389 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.27 5,792 0 0 307.85 5,792 9,151 9,151 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.85 5,792 0 0 308.35 5,792 2,896 2,896 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.35 0 0 0 308.85 2,915 729 729 Device Routing Invert Outlet Devices #1 Discarded 306.27'0.500 in/hr Exfiltration over Horizontal area #2 Primary 306.53'12.0" Round Culvert L= 149.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.53' / 305.78' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 308.78'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 308.83'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.17 cfs @ 12.25 hrs HW=308.93' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=1.15 cfs @ 12.25 hrs HW=308.93' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 1.15 cfs of 3.60 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.75 cfs @ 1.26 fps) 4=Orifice/Grate (Weir Controls 0.40 cfs @ 1.03 fps) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 83HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond PP-10: Inflow Area = 0.138 ac, 95.02% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow = 0.96 cfs @ 12.04 hrs, Volume= 0.068 af Outflow = 0.06 cfs @ 11.64 hrs, Volume= 0.068 af, Atten= 94%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.64 hrs, Volume= 0.068 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.53' @ 13.15 hrs Surf.Area= 4,851 sf Storage= 1,207 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 156.8 min ( 908.2 - 751.4 ) Volume Invert Avail.Storage Storage Description #1 306.91' 3,066 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 7,665 cf Overall x 40.0% Voids #2 308.49' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,426 cf Overall x 0.0% Voids #3 308.99' 1,363 cf Ponding (Prismatic) Listed below (Recalc) 4,429 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.91 4,851 0 0 308.49 4,851 7,665 7,665 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.49 4,851 0 0 308.99 4,851 2,426 2,426 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.99 0 0 0 310.00 2,700 1,363 1,363 Device Routing Invert Outlet Devices #1 Discarded 306.91'0.500 in/hr Exfiltration over Horizontal area #2 Device 4 309.09'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 309.84'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 305.37'12.0" Round Culvert L= 19.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.37' / 305.27' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 84HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 11.64 hrs HW=306.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.91' TW=304.87' (Dynamic Tailwater) 4=Culvert (Passes 0.00 cfs of 3.04 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-11: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth = 6.02" for 100-yr event Inflow = 0.46 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.01 cfs @ 10.88 hrs, Volume= 0.033 af, Atten= 97%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.88 hrs, Volume= 0.033 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 309.27' @ 14.47 hrs Surf.Area= 1,290 sf Storage= 717 cf Flood Elev= 309.96' Surf.Area= 2,580 sf Storage= 815 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 398.0 min ( 1,142.2 - 744.2 ) Volume Invert Avail.Storage Storage Description #1 307.88' 815 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,038 cf Overall x 40.0% Voids #2 309.46' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 645 cf Overall x 0.0% Voids #3 309.96' 363 cf Surface Ponding (Prismatic) Listed below (Recalc) 1,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.88 1,290 0 0 309.46 1,290 2,038 2,038 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.46 1,290 0 0 309.96 1,290 645 645 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.96 0 0 0 310.46 1,450 363 363 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 85HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 307.88'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.96'12.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 10.88 hrs HW=307.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.88' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-14: Inflow Area = 0.220 ac, 77.00% Impervious, Inflow Depth = 5.55" for 100-yr event Inflow = 1.50 cfs @ 12.04 hrs, Volume= 0.102 af Outflow = 1.44 cfs @ 12.05 hrs, Volume= 0.102 af, Atten= 4%, Lag= 1.1 min Discarded = 0.05 cfs @ 12.05 hrs, Volume= 0.063 af Secondary = 1.39 cfs @ 12.05 hrs, Volume= 0.039 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= 308.21' @ 12.05 hrs Surf.Area= 4,014 sf Storage= 1,116 cf Flood Elev= 308.50' Surf.Area= 4,986 sf Storage= 1,463 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 282.6 min ( 1,051.1 - 768.5 ) Volume Invert Avail.Storage Storage Description #1 305.92' 1,038 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,596 cf Overall x 40.0% Voids #2 307.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 822 cf Overall x 0.0% Voids #3 308.00' 425 cf Surface Ponding (Prismatic) Listed below (Recalc) 1,463 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.92 1,643 0 0 307.50 1,643 2,596 2,596 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.50 1,643 0 0 308.00 1,643 822 822 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 0 0 0 308.50 1,700 425 425 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 86HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 305.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 308.00'5.0' 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 Discarded OutFlow Max=0.05 cfs @ 12.05 hrs HW=308.21' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=1.39 cfs @ 12.05 hrs HW=308.21' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.39 cfs @ 1.30 fps) Summary for Pond PP-18: Inflow Area = 0.075 ac,100.00% Impervious, Inflow Depth = 6.02" for 100-yr event Inflow = 0.53 cfs @ 12.04 hrs, Volume= 0.038 af Outflow = 0.14 cfs @ 12.37 hrs, Volume= 0.038 af, Atten= 73%, Lag= 20.2 min Discarded = 0.03 cfs @ 12.37 hrs, Volume= 0.035 af Primary = 0.11 cfs @ 12.37 hrs, Volume= 0.003 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 310.74' @ 12.37 hrs Surf.Area= 2,414 sf Storage= 721 cf Flood Elev= 310.79' Surf.Area= 2,488 sf Storage= 761 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 372.7 min ( 1,116.9 - 744.2 ) Volume Invert Avail.Storage Storage Description #1 308.14' 533 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,334 cf Overall x 40.0% Voids #2 309.72' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 422 cf Overall x 0.0% Voids #3 310.22' 228 cf Surface Ponding (Prismatic) Listed below (Recalc) 761 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.14 844 0 0 309.72 844 1,334 1,334 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.72 844 0 0 310.22 844 422 422 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.22 0 0 0 310.79 800 228 228 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 87HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 308.14'0.500 in/hr Exfiltration over Horizontal area #2 Primary 310.72'18.0' 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 Discarded OutFlow Max=0.03 cfs @ 12.37 hrs HW=310.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.11 cfs @ 12.37 hrs HW=310.74' TW=305.87' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.11 cfs @ 0.37 fps) Summary for Pond PP-2: Inflow Area = 0.511 ac, 71.53% Impervious, Inflow Depth = 5.55" for 100-yr event Inflow = 3.48 cfs @ 12.04 hrs, Volume= 0.237 af Outflow = 1.64 cfs @ 12.18 hrs, Volume= 0.237 af, Atten= 53%, Lag= 8.6 min Discarded = 0.15 cfs @ 12.18 hrs, Volume= 0.192 af Primary = 1.49 cfs @ 12.18 hrs, Volume= 0.044 af Routed to Reach R-2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.49' @ 12.18 hrs Surf.Area= 12,557 sf Storage= 3,760 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 376.2 min ( 1,144.7 - 768.5 ) Volume Invert Avail.Storage Storage Description #1 306.20' 3,661 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 9,151 cf Overall x 40.0% Voids #2 307.78' 0 cf PP 6" Asphalt (Prismatic) Listed below (Recalc) 2,896 cf Overall x 0.0% Voids #3 308.28' 1,229 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,890 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.20 5,792 0 0 307.78 5,792 9,151 9,151 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.78 5,792 0 0 308.28 5,792 2,896 2,896 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.28 0 0 0 309.00 3,415 1,229 1,229 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 88HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 306.20'0.500 in/hr Exfiltration over Horizontal area #2 Primary 308.25'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 308.86'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.15 cfs @ 12.18 hrs HW=308.48' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=1.49 cfs @ 12.18 hrs HW=308.48' TW=305.87' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.49 cfs @ 1.58 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-3: Inflow Area = 0.365 ac, 77.27% Impervious, Inflow Depth = 5.67" for 100-yr event Inflow = 2.51 cfs @ 12.04 hrs, Volume= 0.172 af Outflow = 1.10 cfs @ 12.19 hrs, Volume= 0.172 af, Atten= 56%, Lag= 9.4 min Discarded = 0.11 cfs @ 12.19 hrs, Volume= 0.144 af Secondary = 0.99 cfs @ 12.19 hrs, Volume= 0.028 af Routed to Pond PD-1 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.14' @ 12.19 hrs Surf.Area= 9,088 sf Storage= 2,822 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 383.6 min ( 1,147.0 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 306.75' 2,774 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 6,935 cf Overall x 40.0% Voids #2 308.33' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,195 cf Overall x 0.0% Voids #3 308.83' 125 cf Surface Ponding (Prismatic) Listed below (Recalc) 2,899 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.75 4,389 0 0 308.33 4,389 6,935 6,935 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.33 4,389 0 0 308.83 4,389 2,195 2,195 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 89HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.83 0 0 0 309.33 500 125 125 Device Routing Invert Outlet Devices #1 Secondary 308.83'2.0' 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 306.75'0.500 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.11 cfs @ 12.19 hrs HW=309.14' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.11 cfs) Secondary OutFlow Max=0.99 cfs @ 12.19 hrs HW=309.14' TW=307.58' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.99 cfs @ 1.59 fps) Summary for Pond PP-4: Inflow Area = 0.396 ac, 60.29% Impervious, Inflow Depth = 5.33" for 100-yr event Inflow = 2.63 cfs @ 12.04 hrs, Volume= 0.176 af Outflow = 0.73 cfs @ 12.36 hrs, Volume= 0.176 af, Atten= 72%, Lag= 19.4 min Discarded = 0.13 cfs @ 12.36 hrs, Volume= 0.159 af Primary = 0.61 cfs @ 12.36 hrs, Volume= 0.016 af Routed to Reach R-3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.27' @ 12.36 hrs Surf.Area= 10,948 sf Storage= 3,312 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 427.9 min ( 1,205.5 - 777.6 ) Volume Invert Avail.Storage Storage Description #1 306.09' 3,283 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 8,208 cf Overall x 40.0% Voids #2 307.67' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 2,598 cf Overall x 0.0% Voids #3 308.17' 1,897 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,180 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.09 5,195 0 0 307.67 5,195 8,208 8,208 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.67 5,195 0 0 308.17 5,195 2,598 2,598 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 90HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.17 0 0 0 309.00 4,570 1,897 1,897 Device Routing Invert Outlet Devices #1 Discarded 306.09'0.500 in/hr Exfiltration over Horizontal area #2 Primary 305.63'10.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.63' / 305.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #3 Device 2 308.19'12.0" x 12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.36 hrs HW=308.27' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.61 cfs @ 12.36 hrs HW=308.27' TW=305.87' (Dynamic Tailwater) 2=Culvert (Passes 0.61 cfs of 3.09 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.61 cfs @ 0.93 fps) Summary for Pond PP-5A: Inflow Area = 0.057 ac, 78.55% Impervious, Inflow Depth = 5.79" for 100-yr event Inflow = 0.39 cfs @ 12.04 hrs, Volume= 0.027 af Outflow = 0.01 cfs @ 14.74 hrs, Volume= 0.027 af, Atten= 97%, Lag= 162.0 min Discarded = 0.01 cfs @ 14.74 hrs, Volume= 0.027 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-2 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.50' @ 14.85 hrs Surf.Area= 995 sf Storage= 628 cf Flood Elev= 309.50' Surf.Area= 2,332 sf Storage= 714 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 469.3 min ( 1,227.1 - 757.8 ) Volume Invert Avail.Storage Storage Description #1 306.92' 629 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,572 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 498 cf Overall x 0.0% Voids #3 309.00' 86 cf Surface Ponding (Prismatic) Listed below (Recalc) 714 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 995 0 0 308.50 995 1,572 1,572 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 91HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 995 0 0 309.00 995 498 498 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 342 86 86 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'50.0' 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=0.01 cfs @ 14.74 hrs HW=308.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-5B: Inflow Area = 0.073 ac, 62.02% Impervious, Inflow Depth = 5.33" for 100-yr event Inflow = 0.49 cfs @ 12.04 hrs, Volume= 0.032 af Outflow = 0.11 cfs @ 12.52 hrs, Volume= 0.032 af, Atten= 78%, Lag= 29.2 min Discarded = 0.03 cfs @ 12.52 hrs, Volume= 0.031 af Secondary = 0.08 cfs @ 12.52 hrs, Volume= 0.001 af Routed to Pond PD-2 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.30' @ 12.52 hrs Surf.Area= 2,386 sf Storage= 674 cf Flood Elev= 309.50' Surf.Area= 2,710 sf Storage= 804 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 432.6 min ( 1,210.2 - 777.6 ) Volume Invert Avail.Storage Storage Description #1 306.92' 604 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,509 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 478 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 804 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 955 0 0 308.50 955 1,509 1,509 Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 92HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 955 0 0 309.00 955 478 478 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'50.0' 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=0.03 cfs @ 12.52 hrs HW=309.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Secondary OutFlow Max=0.08 cfs @ 12.52 hrs HW=309.30' TW=308.74' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.22 fps) Summary for Pond PP-6A: Inflow Area = 0.076 ac, 52.93% Impervious, Inflow Depth = 5.21" for 100-yr event Inflow = 0.50 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.08 cfs @ 12.58 hrs, Volume= 0.033 af, Atten= 83%, Lag= 32.6 min Discarded = 0.03 cfs @ 12.58 hrs, Volume= 0.032 af Secondary = 0.05 cfs @ 12.58 hrs, Volume= 0.001 af Routed to Pond PD-3 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.31' @ 12.58 hrs Surf.Area= 2,479 sf Storage= 704 cf Flood Elev= 309.50' Surf.Area= 2,790 sf Storage= 829 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 440.5 min ( 1,222.3 - 781.7 ) Volume Invert Avail.Storage Storage Description #1 306.92' 629 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,572 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 498 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 829 cf Total Available Storage Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 93HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 995 0 0 308.50 995 1,572 1,572 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 995 0 0 309.00 995 498 498 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'10.0' 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 Discarded OutFlow Max=0.03 cfs @ 12.58 hrs HW=309.31' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Secondary OutFlow Max=0.05 cfs @ 12.58 hrs HW=309.31' TW=308.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.35 fps) Summary for Pond PP-6B: Inflow Area = 0.053 ac, 73.26% Impervious, Inflow Depth = 5.67" for 100-yr event Inflow = 0.37 cfs @ 12.04 hrs, Volume= 0.025 af Outflow = 0.01 cfs @ 10.86 hrs, Volume= 0.025 af, Atten= 97%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.86 hrs, Volume= 0.025 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond PD-3 : Planted Depression Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.36' @ 14.63 hrs Surf.Area= 990 sf Storage= 570 cf Flood Elev= 309.50' Surf.Area= 2,780 sf Storage= 826 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 430.6 min ( 1,194.0 - 763.4 ) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 94HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 306.92' 626 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 1,564 cf Overall x 40.0% Voids #2 308.50' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 495 cf Overall x 0.0% Voids #3 309.00' 200 cf Surface Ponding (Prismatic) Listed below (Recalc) 826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.92 990 0 0 308.50 990 1,564 1,564 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 990 0 0 309.00 990 495 495 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.00 0 0 0 309.50 800 200 200 Device Routing Invert Outlet Devices #1 Discarded 306.92'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.29'10.0' 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 Discarded OutFlow Max=0.01 cfs @ 10.86 hrs HW=306.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=306.92' TW=308.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond PP-8: Inflow Area = 0.073 ac, 93.93% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow = 0.51 cfs @ 12.04 hrs, Volume= 0.036 af Outflow = 0.02 cfs @ 15.35 hrs, Volume= 0.036 af, Atten= 97%, Lag= 199.0 min Discarded = 0.02 cfs @ 15.35 hrs, Volume= 0.036 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 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= 309.29' @ 14.78 hrs Surf.Area= 1,301 sf Storage= 812 cf Flood Elev= 310.19' Surf.Area= 2,944 sf Storage= 870 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 457.5 min ( 1,208.9 - 751.4 ) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 95HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 307.73' 822 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 2,056 cf Overall x 40.0% Voids #2 309.31' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 651 cf Overall x 0.0% Voids #3 309.81' 48 cf Surface Ponding (Prismatic) Listed below (Recalc) 870 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.73 1,301 0 0 309.31 1,301 2,056 2,056 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.31 1,301 0 0 309.81 1,301 651 651 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.81 0 0 0 310.09 342 48 48 Device Routing Invert Outlet Devices #1 Discarded 307.73'0.500 in/hr Exfiltration over Horizontal area #2 Secondary 309.78'12.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 15.35 hrs HW=309.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=307.73' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP-9: Inflow Area = 0.385 ac, 78.57% Impervious, Inflow Depth = 5.55" for 100-yr event Inflow = 2.62 cfs @ 12.04 hrs, Volume= 0.178 af Outflow = 2.47 cfs @ 12.06 hrs, Volume= 0.178 af, Atten= 6%, Lag= 1.4 min Discarded = 0.09 cfs @ 12.06 hrs, Volume= 0.122 af Primary = 2.38 cfs @ 12.06 hrs, Volume= 0.056 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= 307.38' @ 12.06 hrs Surf.Area= 7,560 sf Storage= 2,200 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 314.4 min ( 1,082.9 - 768.5 ) Liberty at Saratoga NY-Saratoga 24-hr S1 100-yr Rainfall=6.26"3_App E_Post-Development Model Printed 12/3/2025Prepared by Labella Associates Page 96HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.09' 2,105 cf PP 19" Stone Section (Prismatic) Listed below (Recalc) 5,263 cf Overall x 40.0% Voids #2 306.67' 0 cf PP 6" Asphalt Section (Prismatic) Listed below (Recalc) 1,666 cf Overall x 0.0% Voids #3 307.17' 1,458 cf Ponding (Prismatic) Listed below (Recalc) 3,563 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 305.09 3,331 0 0 306.67 3,331 5,263 5,263 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.67 3,331 0 0 307.17 3,331 1,666 1,666 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 307.17 0 0 0 308.00 3,513 1,458 1,458 Device Routing Invert Outlet Devices #1 Discarded 305.09'0.500 in/hr Exfiltration over Horizontal area #2 Primary 304.41'12.0" Round Culvert X 2.00 L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.41' / 304.32' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 307.18'12.0" x 12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.09 cfs @ 12.06 hrs HW=307.38' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=2.38 cfs @ 12.06 hrs HW=307.38' TW=305.46' (Dynamic Tailwater) 2=Culvert (Passes 2.38 cfs of 8.28 cfs potential flow) 3=Orifice/Grate (Weir Controls 2.38 cfs @ 1.47 fps) 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 Approximate Area of Active Soil Disturbance at Time of Inspection Approximate Area of Inactive Soil Disturbance at Time of Inspection Approximate Area of Temporary Stabilization at Time of Inspection Approximate Area of Final Stabilization at Time of Inspection XX Acres XX Acres XX Acres XX Acres Current Status of Construction: Description Weather Conditions: Conditions Temperature: XX ⁰F Soil Conditions: Choose an item. Description of Discharge Point/Surface Waters of the State 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: 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 soluble “environmentally friendly” chemical products. Use of salt mixtures should be kept to a minimum. Sand should not be used to prevent clogging porous pavement. iv. 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 by vacuum. If dirt/grit remain in the joint areas, agitate with a rough brush and vacuum the surface with a wet/dry vac. Clogged areas should be removed and replaced. Any material removed should be disposed where it cannot re- enter the system. Do not sweep porous pavement as clogging may occur. ii. Failing pavement (ie. areas of slumping, sinking, cracking, or breaking of the pavement surface) should be removed and replaced. The fill in the underlying gravel should be checked and replaced with new materials if necessary. Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates 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. 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. Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates 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, 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 Stormwater Pollution Prevention Plan Liberty at Saratoga Appendix G LaBella Project No.: 2224112 LaBella Associates between 5 to 10 years, unless a higher frequency is warranted, 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            DE P A R T M E N T O F E N V I R O N M E N T A L C O N S E R V A T I O N N e w Y o r k S t a t e De e p - R i p p i n g a n d De c o m p a c t i o n Ne w Y o r k S t a t e De p a r t m e n t o f E n v i r o n m e n t a l C o n s e r v a t i o n Di v i s i o n o f W a t e r Ap r i l 2 0 0 8 Do c u m e n t P r e p a r e d b y : Jo h n E . L a c e y , La n d R e s o u r c e C o n s u l t a n t a n d E n v i r o n m e n t a l C o m p l i a n c e M o n i t o r (F o r m e r l y w i t h t h e D i v i s i o n o f A g r i c u l t u r a l P r o t e c t i o n a n d D e v e l o p m e n t S e r v i c e s , NY S D e p t . o f A g r i c u l t u r e & M a r k e t s ) 1 Al t e r n a t i v e ȱSt o r m w a t e r ȱMa n a g e m e n t ȱ De e p ȬRi p p i n g ȱan d ȱDe c o m p a c t i o n ȱ ȱȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ De s c r i p t i o n Th e t w o - p h a s e p r a c t i c e o f 1 ) “ D e e p R i p p i n g ; ” a n d 2 ) “ D e c o m p a c t i o n ” ( d e e p s u b s o i l i n g ) , o f t h e so i l m a t e r i a l a s a s t e p i n t h e c l e a n u p a n d r e s t o r a t i o n / l a n d s c a p i n g o f a c o n s t r u c t i o n s i t e , h e l p s mi t i g a t e t h e p h y s i c a l l y i n d u c e d i m p a c t s o f s o i l c o m p r e s s i o n ; i . e . : s o i l c o m p a c t i o n o r t h e su b s t a n t i a l i n c r e a s e i n t h e b u l k d e n s i t y o f t h e s o i l m a t e r i a l . De e p R i p p i n g a n d D e c o m p a c t i o n a r e k e y f a c t o r s w h i c h h e l p i n r e s t o r i n g s o i l p o r e s p a c e a n d pe r m e a b i l i t y f o r w a t e r i n f i l t r a t i o n . C o n v e r s e l y , t h e p h y s i c a l a c t i o n s o f c u t - a n d - f i l l w o r k , l a n d gr a d i n g , t h e o n g o i n g m o v e m e n t o f c o n s t r u c t i o n e q u i p m e n t a n d t h e t r a n s p o r t o f b u i l d i n g ma t e r i a l s t h r o u g h o u t a s i t e a l t e r t h e a r c h i t e c t u r e a n d s t r u c t u r e o f t h e s o i l , r e s u l t i n g i n : t h e m i x i n g of l a y e r s ( h o r i z o n s ) o f s o i l m a t e r i a l s , c o m p r e s s i o n o f t h o s e m a t e r i a l s a n d d i m i n i s h e d s o i l po r o s i t y w h i c h , i f l e f t u n c h e c k e d , s e v e r e l y i m p a i r s t h e s o i l ’ s w a t e r h o l d i n g c a p a c i t y a n d v e r t i c a l dr a i n a g e ( r a i n f a l l i n f i l t r a t i o n ) , f r o m t h e s u r f a c e d o w n w a r d . In a h u m i d c l i m a t e r e g i o n , c o m p a c t i o n d a m a g e o n a s i t e i s v i r t u a l l y g u a r a n t e e d o v e r t h e d u r a t i o n of a p r o j e c t . S o i l i n v e r y m o i s t t o w e t c o n d i t i o n w h e n c o m p a c t e d , w i l l h a v e s e v e r e l y r e d u c e d pe r m e a b i l i t y . F i g u r e 1 d i s p l a y s t h e e a r l y s t a g e o f t h e d e e p - r i p p i n g p h a s e ( N o t e t h a t a l l t o p s o i l wa s s t r i p p e d p r i o r t o c o n s t r u c t i o n a c c e s s , a n d i t r e m a i n s s t o c k p i l e d u n t i l t h e n e x t p h a s e – de c o m p a c t i o n – i s c o m p l e t e ) . A h e a v y - d u t y t r a c t o r i s p u l l i n g a t h r e e - s h a n k r i p p e r o n t h e f i r s t o f se v e r a l s e r i e s o f i n c r e m e n t a l l y d e e p e n i n g p a s s e s t h r o u g h t h e c o n s t r u c t i o n a c c e s s c o r r i d o r ' s de n s e l y c o m p r e s s e d s u b s o i l m a t e r i a l . F i g u r e 2 i l l u s t r a t e s t h e a p p r o x i m a t e v o l u m e t r i c co m p o s i t i o n o f a l o a m s u r f a c e s o i l w h e n c o n d i t i o n s a r e g o o d f o r p l a n t g r o w t h , w i t h a d e q u a t e na t u r a l p o r e s p a c e f o r f l u c t u a t i n g m o i s t u r e c o n d i t i o n s . ȱ Fi g . 1 . A t y p i c a l d e e p r i p p i n g ph a s e o f t h i s pr a c t i c e , d u r i n g t h e f i r s t i n a s e r i e s o f pr o g r e s s i v e l y d e e p e r “ r i p s ” t h r o u g h s e v e r e l y co m p r e s s e d s u b s o i l . Fi g . 2 . A b o u t 5 0 % o f t h e v o l u m e o f u n d i s t u r b e d lo a m s u r f a c e s o i l i s p o r e s p a c e , w h e n s o i l i s i n go o d c o n d i t i o n f o r p l a n t g r o w t h . B r a d y , 2 0 0 2 . 2 Re c o m m e n d e d A p p l i c a t i o n o f P r a c t i c e Th e ȱob j e c t i v e o f D e e p R i p p i n g a n d De c o m p a c t i o n i s t o e f f e c t i v e l y f r a c t u r e (v e r t i c a l l y a n d l a t e r a l l l y ) t h r o u g h t h e t h i c k n e s s of t h e p h y s i c a l l y c o m p r e s s e d s u b s o i l m a t e r i a l (s e e F i g u r e 3 ) , r e s t o r i n g s o i l p o r o s i t y a n d pe r m e a b i l i t y a n d a i d i n g i n f i l t r a t i o n t o h e l p re d u c e r u n o f f . T o g e t h e r w i t h t o p s o i l s t r i p p i n g , th e “ t w o - p h a s e ” p r a c t i c e o f D e e p R i p p i n g a n d De c o m p a c t i o n f i r s t b e c a m e e s t a b l i s h e d a s a “ b e s t ma n a g e m e n t p r a c t i c e ” t h r o u g h o n g o i n g s u c c e s s on c o m m e r c i a l f a r m l a n d s a f f e c t e d b y h e a v y ut i l i t y c o n s t r u c t i o n r i g h t - o f - w a y p r o j e c t s (t r a n s m i s s i o n p i p e l i n e s a n d l a r g e p o w e r l i n e s ) . So i l p e r m e a b i l i t y , s o i l d r a i n a g e a n d c r o p l a n d pr o d u c t i v i t y w e r e r e s t o r e d . F o r b r o a d e r co n s t r u c t i o n a p p l i c a t i o n , t h e t w o - p h a s e p r a c t i c e o f D e e p R i p p i n g a n d D e c o m p a c t i o n i s b e s t ad a p t e d t o a r e a s i m p a c t e d w i t h s i g n i f i c a n t s o i l c o m p a c t i o n , o n c o n t i g u o u s o p e n p o r t i o n s o f l a r g e co n s t r u c t i o n s i t e s a n d i n s i d e l o n g , o p e n c o n s t r u c t i o n c o r r i d o r s u s e d a s t e m p o r a r y a c c e s s o v e r t h e du r a t i o n o f c o n s t r u c t i o n . E a c h m i t i g a t i o n a r e a s h o u l d h a v e m i n i m a l a b o v e - a n d - b e l o w - g r o u n d ob s t r u c t i o n s f o r t h e e a s y a v o i d a n c e a n d m a n e u v e r i n g o f a l a r g e t r a c t o r a n d r i p p i n g / d e c o m p a c t i n g im p l e m e n t s . C o n v e r s e l y , t h e c o m p l e t e t w o - p h a s e p r a c t i c e i s n o t r e c o m m e n d e d i n c o n g e s t e d o r ob s t r u c t e d a r e a s d u e t o t h e l i m i t a t i o n s o n t r a c t o r a n d i m p l e m e n t m o v e m e n t . Be n e f i t s Ag g r e s s i v e “ d e e p r i p p i n g ” t h r o u g h t h e c o m p r e s s e d t h i c k n e s s o f e x p o s e d s u b s o i l b e f o r e t h e re p l a c e m e n t / r e s p r e a d i n g o f t h e t o p s o i l l a y e r , f o l l o w e d b y “ d e c o m p a c t i o n , ” i . e . : “ s u b - s o i l i n g , ” th r o u g h t h e r e s t o r e d t o p s o i l l a y e r d o w n i n t o t h e s u b s o i l , o f f e r s t h e f o l l o w i n g b e n e f i t s : x In c r e a s e s t h e p r o j e c t ( l a r g e r s i z e ) a r e a ’ s d i r e c t s u r f a c e i n f i l t r a t i o n o f r a i n f a l l b y pr o v i d i n g t h e o p e n s i t e ’ s m i t i g a t e d s o i l c o n d i t i o n a n d l o w e r s t h e d e m a n d o n co n c e n t r a t e d r u n o f f c o n t r o l s t r u c t u r e s x En h a n c e s d i r e c t g r o u n d w a t e r r e c h a r g e t h r o u g h g r e a t e r d i s p e r s i o n a c r o s s a n d t h r o u g h a br o a d e r s u r f a c e t h a n a f f o r d e d b y s o m e r u n o f f - c o n t r o l s t r u c t u r a l m e a s u r e s x De c r e a s e s r u n o f f v o l u m e g e n e r a t e d a n d p r o v i d e s h y d r o l o g i c s o u r c e c o n t r o l x Ma y b e p l a n n e d f o r a p p l i c a t i o n i n f e a s i b l e o p e n l o c a t i o n s e i t h e r a l o n e o r i n Fi g . 3 . C o n s t r u c t i o n s i t e w i t h s i g n i f i c a n t co m p a c t i o n o f t h e d e e p b a s a l t i l l s u b s o i l ex t e n d s 2 4 i n c h e s b e l o w t h i s e x p o s e d c u t - an d - f i l l w o r k s u r f a c e . 3 co n j u n c t i o n w i t h p l a n s f o r s t r u c t u r a l p r a c t i c e s ( e . g . , s u b s u r f a c e d r a i n l i n e o r in f i l t r a t i o n b a s i n ) s e r v i n g t h e s a m e o r c o n t i g u o u s a r e a s x Pr o m o t e s s u c c e s s f u l l o n g - t e r m r e v e g e t a t i o n b y r e s t o r i n g s o i l p e r m e a b i l i t y , d r a i n a g e a n d wa t e r h o l d i n g c a p a c i t y f o r h e a l t h y ( r a t h e r t h a n r e s t r i c t e d ) r o o t - s y s t e m d e v e l o p m e n t o f tr e e s , s h r u b s a n d d e e p r o o t e d g r o u n d c o v e r , m i n i m i z i n g p l a n t d r o w n i n g d u r i n g w e t pe r i o d s a n d b u r n o u t d u r i n g d r y p e r i o d s . Fe a s i b i l i t y / L i m i t a t i o n s Th e e f f e c t i v e n e s s o f D e e p R i p p i n g a n d D e c o m p a c t i o n i s g o v e r n e d m o s t l y b y s i t e f a c t o r s s u c h a s : th e o r i g i n a l ( u n d i s t u r b e d ) s o i l ’ s h y d r o l o g i c c h a r a c t e r i s t i c s ; t h e g e n e r a l s l o p e ; l o c a l w e a t h e r / t i m i n g (s o i l m o i s t u r e ) f o r i m p l e m e n t a t i o n ; t h e s p a c e - r e l a t e d f r e e d o m o f e q u i p m e n t / i m p l e m e n t ma n e u v e r a b i l i t y ( n o t e d a b o v e i n Re c o m m e n d e d A p p l i c a t i o n o f P r a c t i c e ), a n d b y t h e p r o p e r se l e c t i o n a n d o p e r a t i o n o f t r a c t o r a n d i m p l e m e n t s ( e x p l a i n e d b e l o w i n De s i g n G u i d a n c e ). T h e mo r e n o t a b l e s i t e - r e l a t e d f a c t o r s i n c l u d e : So i l In t h e u n d i s t u r b e d c o n d i t i o n , e a c h i d e n t i f i e d s o i l t y p e c o m p r i s i n g a s i t e i s g r o u p e d i n t o o n e o f fo u r c a t e g o r i e s o f s o i l h y d r o l o g y , H y d r o l o g i c S o i l G r o u p A , B , C o r D , d e t e r m i n e d p r i m a r i l y b y a ra n g e o f c h a r a c t e r i s t i c s i n c l u d i n g s o i l t e x t u r e , d r a i n a g e c a p a b i l i t y w h e n t h o r o u g h l y w e t , a n d d e p t h to w a t e r t a b l e . T h e n a t u r a l r a t e s o f i n f i l t r a t i o n a n d t r a n s m i s s i o n o f s o i l - w a t e r t h r o u g h t h e un d i s t u r b e d s o i l l a y e r s f o r G r o u p A i s “ h i g h ” w i t h a l o w r u n o f f p o t e n t i a l w h i l e s o i l s i n G r o u p B ar e m o d e r a t e i n i n f i l t r a t i o n a n d t h e t r a n s m i s s i o n o f s o i l - w a t e r w i t h a m o d e r a t e r u n o f f p o t e n t i a l , de p e n d i n g s o m e w h a t o n s l o p e . S o i l s i n G r o u p C h a v e s l o w r a t e s o f i n f i l t r a t i o n a n d t r a n s m i s s i o n of s o i l - w a t e r a n d a m o d e r a t e l y h i g h r u n o f f p o t e n t i a l i n f l u e n c e d b y s o i l t e x t u r e a n d s l o p e ; w h i l e so i l s i n G r o u p D h a v e e x c e p t i o n a l l y s l o w ra t e s o f i n f i l t r a t i o n a n d t r a n s m i s s i o n o f s o i l - wa t e r , a n d h i g h r u n o f f p o t e n t i a l . In F i g u r e 4 , t h e p r o f i l e d i s p l a y s t h e un d i s t u r b e d h o r i z o n s o f a s o i l i n H y d r o l o g i c So i l G r o u p C a n d t h e n a t u r a l l y s l o w r a t e o f in f i l t r a t i o n t h r o u g h t h e s u b s o i l . T h e s l o w r a t e of i n f i l t r a t i o n b e g i n s i m m e d i a t e l y b e l o w t h e to p s o i l h o r i z o n ( 3 0 c m ) , d u e t o t h e l i m i t e d am o u n t o f m a c r o p o r e s , e . g . : n a t u r a l s u b s o i l fr a c t u r e s , w o r m h o l e s a n d r o o t c h a n n e l s . In f i l t r a t i o n a f t e r t h e c o n s t r u c t i o n - i n d u c e d mi x i n g a n d c o m p r e s s i o n o f s u c h s u b s o i l ma t e r i a l i s v i r t u a l l y a b s e n t ; b u t c a n b e re s t o r e d b a c k t o t h i s n a t u r a l l e v e l w i t h t h e tw o - p h a s e p r a c t i c e o f d e e p r i p p i n g a n d de c o m p a c t i o n , f o l l o w e d b y t h e p e r m a n e n t es t a b l i s h m e n t o f a n a p p r o p r i a t e , d e e p t a p r o o t Fi g . 4 . P r o f i l e ( i n c e n t i m e t e r s ) d i s p l a y i n g t h e in f i l t r a t i o n t e s t r e s u l t o f t h e n a t u r a l u n d i s t u r b e d ho r i z o n s o f a s o i l i n H y d r o l o g i c S o i l G r o u p C . 4 la w n / g r o u n d c o v e r t o h e l p m a i n t a i n t h e r e s t o r e d s u b s o i l s t r u c t u r e . I n f i l t r a t i o n a f t e r c o n s t r u c t i o n - in d u c e d m i x i n g a n d c o m p r e s s i o n o f s u c h s u b s o i l m a t e r i a l c a n b e n o t a b l y r e h a b i l i t a t e d w i t h t h e De e p R i p p i n g a n d D e c o m p a c t i o n p r a c t i c e , w h i c h p r e p a r e s t h e s i t e f o r t h e a p p r o p r i a t e l o n g - t e r m la w n / g r o u n d c o v e r m i x i n c l u d i n g d e e p t a p r o o t p l a n t s s u c h a s c l o v e r , f e s c u e o r t r e f o i l , e t c . n e e d e d fo r a l l r e h a b i l i t a t e d s o i l s . Ge n e r a l l y , s o i l s i n H y d r o l o g i c S o i l G r o u p s A a n d B , w h i c h r e s p e c t i v e l y m a y i n c l u d e d e e p , w e l l - dr a i n e d , s a n d y - g r a v e l l y m a t e r i a l s o r d e e p , m o d e r a t e l y w e l l - d r a i n e d b a s a l t i l l m a t e r i a l s , a r e a m o n g th e e a s i e r o n e s t o r e s t o r e p e r m e a b i l i t y a n d i n f i l t r a t i o n , b y d e e p r i p p i n g a n d d e c o m p a c t i o n . A m o n g th e m a n y d i f f e r e n t s o i l s i n H y d r o l o g i c S o i l G r o u p C a r e t h o s e u n i q u e g l a c i a l t i l l s h a v i n g a n a t u r a l fr a g i p a n z o n e , b e g i n n i n g a b o u t 1 2 t o 1 8 i n c h e s ( 3 0 – 4 5 c m ) , b e l o w s u r f a c e . A l t h o u g h s o i l s i n Hy d r o l o g i c S o i l G r o u p C d o r e q u i r e a s o m e w h a t m o r e c a r e f u l l y a p p l i e d l e v e l o f t h e D e e p R i p p i n g an d D e c o m p a c t i o n p r a c t i c e , i t c a n g r e a t l y b e n e f i t s u c h a f f e c t e d a r e a s b y r e d u c i n g t h e r u n o f f a n d fo s t e r i n g i n f i l t r a t i o n t o a l e v e l e q u a l t o t h a t o f p r e - d i s t u r b a n c e . So i l s i n H y d r o l o g i c S o i l G r o u p D t y p i c a l l y h a v e a p e r m a n e n t h i g h w a t e r t a b l e c l o s e t o t h e s u r f a c e , in f l u e n c e d b y a c l a y o r o t h e r h i g h l y i m p e r v i o u s l a y e r o f m a t e r i a l . I n m a n y l o c a t i o n s w i t h c l a y su b s o i l m a t e r i a l , t h e b u l k d e n s i t y i s s o n a t u r a l l y h i g h t h a t h e a v y t r a f f i c k i n g h a s l i t t l e o r n o a d d e d im p a c t o n i n f i l t r a t i o n ; a n d s t r u c t u r a l r u n o f f c o n t r o l p r a c t i c e s r a t h e r t h a n D e e p R i p p i n g a n d De c o m p a c t i o n s h o u l d b e c o n s i d e r e d . Th e i n f o r m a t i o n a b o u t H y d r o l o g i c S o i l G r o u p s i s m e r e l y a g e n e r a l g u i d e l i n e . S i t e - s p e c i f i c d a t a su c h a s l i m i t e d d e p t h s o f c u t - a n d - f i l l g r a d i n g w i t h m i n i m a l r e m o v a l o r t r a n s l o c a t i o n o f t h e i n h e r e n t su b s o i l m a t e r i a l s ( a s a n a l y z e d i n t h e c o u n t y s o i l s u r v e y ) o r , c o n v e r s e l y , t h e e x c a v a t i o n a n d tr a n s l o c a t i o n o f d e e p e r , u n c o n s o l i d a t e d s u b s t r a t u m o r c o n s o l i d a t e d b e d r o c k m a t e r i a l s ( u n l i k e t h e an a l y z e d s u b s o i l h o r i z o n s ’ m a t e r i a l s r e f e r r e d t o i n t h e c o u n t y s o i l s u r v e y ) s h o u l d a l w a y s b e t a k e n in t o a c c o u n t . Si t e s m a d e u p w i t h s i g n i f i c a n t q u a n t i t i e s o f l a r g e r o c k s , o r h a v i n g a v e r y s h a l l o w d e p t h t o b e d r o c k , ar e n o t c o n d u c i v e t o d e e p r i p p i n g a n d d e c o m p a t i o n ( s u b s o i l i n g ) ; a n d o t h e r m e a s u r e s m a y b e m o r e pr a c t i c a l . Sl o p e Th e t w o - p h a s e a p p l i c a t i o n o f 1 ) d e e p r i p p i n g a n d 2 ) d e c o m p a c t i o n ( d e e p s u b s o i l i n g ) , i s m o s t pr a c t i c a l o n f l a t , g e n t l e a n d m o d e r a t e s l o p e s . I n s o m e s i t u a t i o n s , s u c h a s b u t n o t l i m i t e d t o te m p o r a r y c o n s t r u c t i o n a c c e s s c o r r i d o r s , i n c l u s i o n a r e a s t h a t a r e m o d e r a t e l y s t e e p a l o n g a p r o j e c t ’ s ot h e r w i s e g e n t l e o r m o d e r a t e s l o p e m a y a l s o b e d e e p r i p p e d a n d d e c o m p a c t e d . F o r l i m i t e d in s t a n c e s o f m o d e r a t e s t e e p n e s s o n o t h e r p r o j e c t s , h o w e v e r , t h e p o s t - c o n s t r u c t i o n l a n d u s e a n d t h e re l a t i v e a l i g n m e n t o f t h e p o t e n t i a l r i p p i n g a n d d e c o m p a c t i o n w o r k i n r e l a t i o n t o t h e l a y o f t h e sl o p e s h o u l d b e r e v i e w e d f o r s a f e t y a n d p r a c t i ca l i t y . I n b r o a d c o n s t r u c t i o n a r e a s p r e d o m i n a t e d b y mo d e r a t e l y s t e e p o r s t e e p s l o p e s , t h e p r a c t i c e i s g e n e r a l l y n o t u s e d . Lo c a l W e a t h e r / T i m i n g / S o i l M o i s t u r e Ef f e c t i v e f r a c t u r i n g o f c o m p r e s s e d s u b s o i l m a t e r i a l f r o m t h e e x p o s e d w o r k s u r f a c e , l a t e r a l l y a n d ve r t i c a l l y d o w n t h r o u g h t h e a f f e c t e d z o n e i s a c h i e v e d o n l y w h e n t h e s o i l m a t e r i a l i s m o d e r a t e l y dr y t o m o d e r a t e l y m o i s t . N e i t h e r o n e o f t h e t w o - p h a s e s , d e e p r i p p i n g n o r d e c o m p a c t i o n ( d e e p 5 Fi g . 5 . A u g e r e d f r o m a d e p t h o f 1 9 i n c h e s be l o w t h e s u r f a c e o f t h e r e p l a c e d t o p s o i l , th i s s u b s o i l s a m p l e w a s h a n d r o l l e d t o a 1/ 8 - i n c h d i a m e t e r . T h e t e s t s h o w s t h e s o i l a t th i s s i t e s t r e t c h e s o u t t o o f a r w i t h o u t cr u m b l i n g ; i t i n d i c a t e s t h e m a t e r i a l i s i n a pl a s t i c s t a t e o f c o n s i s t e n c e , t o o w e t f o r f i n a l de c o m pac t i o n (de e p s u b s o i l i n g) a t t h i s t i m e . su b s o i l i n g ) , c a n b e e f f e c t i v e l y c o n d u c t e d w h e n t h e s o i l m a t e r i a l ( s u b s o i l o r r e p l a c e d t o p s o i l ) i s i n ei t h e r a “ p l a s t i c ” o r “ l i q u i d ” s t a t e o f s o i l c o n s i s t e n c y . P u l l i n g t h e r e s p e c t i v e i m p l e m e n t s l e g s th r o u g h t h e s o i l w h e n i t i s o v e r l y m o i s t o n l y r e s u l t s i n t h e “ s l i c i n g a n d s m e a r i n g ” o f t h e m a t e r i a l o r ad d e d “ s q u e e z i n g a n d c o m p r e s s i o n ” i n s t e a d o f t h e n e c e s s a r y f r a c t u r i n g . A m p l e d r y i n g t i m e i s ne e d e d f o r a “ r i p p a b l e ” s o i l c o n d i t i o n n o t m e r e l y i n t h e m a t e r i a l c l o s e t o t h e s u r f a c e , b u t th r o u g h o u t t h e m a t e r i a l l o c a t e d d o w n t o t h e b o t t o m o f t h e p h y s i c a l l y c o m p r e s s e d z o n e o f t h e su b s o i l . Th e “ p o o r m a n ’ s A t t e r b e r g f i e l d t e s t ” f o r s o i l pl a s t i c i t y i s a s i m p l e “ h a n d - r o l l ” m e t h o d u s e d fo r q u i c k , o n - s i t e d e t e r m i n a t i o n o f w h e t h e r o r no t t h e m o i s t u r e l e v e l o f t h e a f f e c t e d s o i l ma t e r i a l i s l o w e n o u g h f o r : e f f e c t i v e d e e p ri p p i n g o f s u b s o i l ; r e s p r e a d i n g o f t o p s o i l i n a fr i a b l e s t a t e ; a n d f i na l d e c o m p a c t i o n ( d e e p su b s o i l i n g ) . U s i n g a s a m p l e o f s o i l m a t e r i a l ob t a i n e d f r o m t h e p l a n n e d b o t t o m d e p t h o f ri p p i n g , e . g . : 2 0 - 2 4 i n c h e s b e l o w e x p o s e d su b s o i l s u r f a c e , t h e s a m p l e i s h a n d r o l l e d be t w e e n t h e p a l m s d o w n t o a 1 / 8 - i n c h d i a m e t e r th r e a d . ( U s e t h e s a m e t e s t f o r s t o r e d t o p s o i l ma t e r i a l b e f o r e r e s p r e a d i n g o n t h e s i t e . ) I f t h e re s p e c t i v e s o i l s a m p l e c r u m b l e s a p a r t i n se g m e n t s n o g r e a t e r t h a n 3 / 8 o f a n i n c h l o n g , b y th e t i m e i t i s r o l l e d d o w n t o 1 / 8 i n c h d i a m e t e r , i t is l o w e n o u g h i n m o i s t u r e f o r d e e p r i p p i n g ( o r to p s o i l r e p l a c e m e n t ) , a n d d e c o m p a c t i o n . Co n v e r s e l y , a s s h o w n i n F i g u r e 5 , i f t h e r o l l e d sa m p l e s t r e t c h e s o u t i n i n c r e m e n t s g r e a t e r t h a n 3/ 8 o f a n i n c h l o n g b e f o r e c r u m b l i n g , i t i s i n a “ p l a s t i c ” s t a t e o f s o i l c o n s i s t e n c y a n d i s t o o w e t f o r su b s o i l r i p p i n g ( a s w e l l a s t o p s o i l r e p l a c e m e n t ) a n d f i n a l d e c o m p a c t i o n . De s i g n G u i d a n c e Be y o n d t h e a b o v e - n o t e d s i t e f a c t o r s , a v i t a l r e q u i r e m e n t f o r t h e e f f e c t i v e D e e p R i p p i n g a n d De c o m p a c t i o n ( d e e p s u b s o i l i n g ) , i s i m p l e m e n t i n g t h e p r a c t i c e i n i t s d i s t i n c t , t w o - p h a s e p r o c e s s : 1) D e e p r i p t h e a f f e c t e d t h i c k n e s s o f e x p o s e d s u b s o i l m a t e r i a l ( s e e F i g u r e 1 0 a n d 1 1 ) , a g g r e s s i v e l y fr a c t u r i n g i t b e f o r e t h e p r o t e c t e d t o p s o i l i s r e a p p l i e d o n t h e s i t e ( s e e F i g u r e 1 2 ) ; a n d 2) D e c o m p a c t ( d e e p s u b s o i l ) , s i m u l t a n e o u s l y t h r o u g h t h e r e s t o r e d t o p s o i l l a y e r a n d t h e u p p e r h a l f of t h e a f f e c t e d s u b s o i l ( F i g u r e 1 3 ) . T h e s e c o n d p h a s e , “ d e c o m p a c t i o n , ” m i t i g a t e s t h e p a r t i a l re c o m p a c t i o n w h i c h o c c u r s d u r i n g t h e h e a v y p r o c e s s o f t o p s o i l s p r e a d i n g / g r a d i n g . P r i o r t o d e e p ri p p i n g a n d d e c o m p a c t i n g t h e s i t e , a l l c o n s t r u c t i o n a c t i v i t y , i n c l u d i n g c o n s t r u c t i o n e q u i p m e n t a n d ma t e r i a l s t o r a g e , s i t e c l e a n u p a n d t r a f f i c k i n g ( F i g u r e 1 4 ) , s h o u l d b e f i n i s h e d ; a n d t h e s i t e c l o s e d o f f to f u r t h e r d i s t u r b a n c e . L i k e w i s e , o n c e t h e p r a c t i c e i s u n d e r w a y a n d t h e a r e a ’ s s o i l p e r m e a b i l i t y a n d 6 Fi g . 6 . A l i g h t d u t y c h i s e l i m p l e m e n t , n o t ad e q u a t e f o r e i t h e r t h e d e e p r i p p i n g o r de c o m p a c t i o n ( d e e p s u b s o i l i n g ) p h a s e . ra i n f a l l i n f i l t r a t i o n a r e b e i n g r e s t o r e d , a p o l i c y l i m i t i ng a l l f u r t h e r t r a f f i c t o p e r m a n e n t t r a v e l l a n e s is m a i n t a i n e d . Th e o t h e r c r i t i c a l e l e m e n t s , o u t l i n e d b e l o w , a r e : u s i n g t h e p r o p e r i m p l e m e n t s ( d e e p , h e a v y - d u t y ri p p e r s a n d s u b s o i l e r s ) , a n d a m p l e p u l l i n g - p o w e r e q u i p m e n t ( t r a c t o r s ) ; a n d c o n d u c t i n g t h e p r a c t i c e at t h e a p p r o p r i a t e s p e e d , d e p t h a n d p a t t e r n ( s ) o f m o v e m e n t . No t e t h a t a n a p p r o p r i a t e p l a n f o r t h e s e p a r a t e p r a c t i c e o f e s t a b l i s h i n g a h e a l t h y p e r e n n i a l g r o u n d co v e r , w i t h d e e p r o o t i n g t o h e l p m a i n t a i n t h e r e s t o r e d s o i l s t r u c t u r e , s h o u l d b e d e v e l o p e d i n ad v a n c e . T h i s m a y r e q u i r e t h e a s s i s t a n c e o f a n a g r o n o m i s t o r l a n d s c a p e h o r t i c u l t u r i s t . Im p l e m e n t s Av o i d t h e u s e o f a l l u n d e r s i z e i m p l e m e n t s . T h e s m a l l - t o - m e d i u m , l i g h t - d u t y t o o l w i l l , a t b e s t , o n l y “s c a r i f y ” t h e u p p e r m o s t s u r f a c e p o r t i o n o f t h e m a s s o f c o m p a c t e d s u b s o i l m a t e r i a l . T h e t e r m “c h i s e l p l o w ” i s c o m m o n l y b u t i n c o r r e c t l y a p p l i e d t o a b r o a d r a n g e o f i m p l e m e n t s . W h i l e a f e w ma y b e a d a p t e d f o r t h e m o d e r a t e s u b s o i l i n g o f n o n - i m p a c t e d s o i l s , t h e m a j o r i t y a r e l e s s d u r a b l e an d u s e d f o r o n l y l i g h t e r l a n d - f i t t i n g ( s e e F i g u r e 6 ) . Us e a “ h e a v y d u t y ” a g r i c u l t u r a l - g r a d e , d e e p r i p p e r ( s e e F i g u r e s 7 , 9 , 1 0 a n d 1 1 ) f o r t h e f i r s t p h a s e : th e l a t e r a l a n d v e r t i c a l f r a c t u r i n g o f t h e m a s s o f e x p o s e d a n d c o m p r e s s e d s u b s o i l , d o w n a n d th r o u g h , t o t h e b o t t o m o f i m p a c t , p r i o r t o t h e r e p l a c e m e n t o f t h e t o p s o i l l a y e r . ( A n y o v e r s i z e r o c k s wh i c h a r e u p l i f t e d t o t h e s u b s o i l s u r f a c e d u r i n g t h e d e e p r i p p i n g p h a s e a r e p i c k e d a n d r e m o v e d . ) Li k e t h e h e a v y - d u t y c l a s s o f i m p l e m e n t f o r t h e f i r s t p h a s e , t h e d e c o m p a c t i o n ( d e e p s u b s o i l i n g ) o f Ph a s e 2 i s c o n d u c t e d w i t h t h e h e a v y - d u t y v e r s i o n o f t h e d e e p s u b s o i l e r . M o r e p r e f e r a b l e i s t h e an g l e d - l e g v a r i e t y o f d e e p s u b s o i l e r ( s h o w n i n F i g u r e s 8 a n d 1 3 ) . I t m i n i m i z e s t h e i n v e r s i o n o f t h e su b s o i l a n d t o p s o i l l a y e r s w h i l e l a t e r a l l y a n d v e r t i c a l l y f r a c t u r i n g t h e u p p e r h a l f o f t h e p r e v i o u s l y ri p p e d s u b s o i l l a y e r a n d a l l o f t h e t o p s o i l l a y e r b y d e l i v e r i n g a m o m e n t a r y , w a v e - l i k e “ l i f t i n g a n d sh a t t e r i n g ” a c t i o n u p t h r o u g h t h e s o i l l a y e r s a s i t i s p u l l e d . Fi g . 7 . O n e o f s e v e r a l v a r i a t i o n s o f a n ag r i c u l t u r a l r i p p e r . T h i s u n i t h a s l o n g , r u g g e d sh a n k s m o u n t e d o n a s t e e l V - f r a m e f o r d e e p , agg re s s i v e f r a c t u r i n g t h r o u gh P h a s e 1 . 7 Fi g . 8 . A d e e p , a n g l e d - l e g s u b s o i l e r , i d e a l f o r Ph a s e 2 d e c o m p a c t i o n o f a f t e r t h e t o p s o i l l a y e r is g r a d e d o n t o p o f t h e r i p p e d s u b s o i l . Pu l l i n g - P o w e r o f E q u i p m e n t Us e t h e f o l l o w i n g r u l e o f t h u m b f o r t r a c t o r h o r s e p o w e r ( h p ) w h e n e v e r d e e p r i p p i n g a n d de c o m p a c t i n g a s i g n i f i c a n t l y i m p a c t e d s i t e : F o r b o t h t y p e s o f i m p l e m e n t , h a v e a t l e a s t 4 0 h p o f tr a c t o r p u l l a v a i l a b l e f o r e a c h m o u n t e d s h a n k / l e g . Us i n g t h e e x a m p l e s o f a 3 - s h a n k a n d a 5 - s h a n k i m p l e m e n t , t h e r e s p e c t i v e t r a c t o r s s h o u l d h a v e 1 2 0 an d 2 0 0 h p a v a i l a b l e f o r f r a c t u r i n g d o w n t o t h e f i n a l d e p t h o f 2 0 - t o - 2 4 i n c h e s p e r p h a s e . F i n a l de p t h f o r t h e d e e p r i p p i n g i n P h a s e 1 i s a c h i e v e d i n c r e m e n t a l l y b y a p r o g r e s s i v e s e r i e s o f p a s s e s (s e e D e p t h a n d P a t t e r n s o f M o v e m e n t , b e l o w ) ; w h i l e f o r P h a s e 2 , t h e f u l l o p e r a t i n g d e p t h o f t h e de e p s u b s o i l e r i s a p p l i e d f r o m t h e b e g i n n i n g . Th e o p e r a t i n g s p e e d f o r p u l l i n g b o t h t y p e s o f im p l e m e n t s h o u l d n o t e x c e e d 2 t o 3 m p h . A t th i s s l o w a n d m a n a g e d r a t e o f o p e r a t i n g s p e e d , ma x i m u m f u n c t i o n a l p e r f o r m a n c e i s s u s t a i n e d by t h e t r a c t o r a n d t h e i m p l e m e n t p e r f o r m i n g t h e so i l f r a c t u r i n g . R e f e r r i n g t o F i g u r e 8 , t h e im p l e m e n t i s t h e 6 - l e g v e r s i o n o f t h e d e e p an g l e d - l e g s u b s o i l e r . I t s t w o o u t s i d e l e g s a r e “c h a i n e d u p ” s o t h a t o n l y f o u r l e g s w i l l b e en g a g e d ( a t t h e m a x i m u m d e p t h ) , r e q u i r i n g n o le s s t h a n 1 6 0 h p , ( r a t h e r t h a n 2 4 0 h p ) o f p u l l . Th e 4 - w h e e l d r i v e , a r t i c u l a t e d - f r a m e t r a c t o r i n Fi g u r e 8 i s 1 7 4 h p . I t w i l l b e d e c o m p a c t i n g t h i s un o b s t r u c t e d , f o r m e r c o n s t r u c t i o n a c c e s s a r e a si m u l t a n e o u s l y t h r o u g h 1 1 i n c h e s o f r e p l a c e d to p s o i l a n d t h e u p p e r 1 2 i n c h e s o f t h e pr e v i o u s l y d e e p - r i p p e d s u b s o i l . I n c o n s t r i c t e d ar e a s o f P h a s e 1 ) D e e p R i p p i n g , a m e d i u m - s i z e tr a c t o r w i t h a d e q u a t e h p , s u c h a s t h e o n e i n Fi g u r e 9 p u l l i n g a 3 - s h a n k d e e p r i p p e r , m a y b e mo r e m a n e u v e r a b l e . So m e i n d u s t r i a l - g r a d e v a r i a t i o n s o f r i p p i n g im p l e m e n t s a r e a t t a c h e d t o p o w e r g r a d e r s a n d bu l l d o z e r s . A l t h o u g h h i g h l y d u r a b l e , t h e y a r e ge n e r a l l y n o t r e c o m m e n d e d . T y p i c a l l y , t h e sh a n k s o r “ t e e t h ” o f t h e s e r i p p e r s a r e t o o s h o r t an d s t o u t ; a n d t h e y a r e m o u n t e d t o o f a r a p a r t t o ac h i e v e t h e w e l l - d i s t r i b u t e d t y p e o f l a t e r a l a n d ve r t i c a l f r a c t u r i n g o f t h e s o i l m a t e r i a l s ne c e s s a r y t o r e s t o r e s o i l p e r m e a b i l i t y a n d in f i l t r a t i o n . I n a d d i t i o n , t h e p o w e r g r a d e r s a n d bu l l d o z e r s , a s p u l l e r s , a r e f a r l e s s m a n e u v e r a b l e fo r t u r n s a n d p a t t e r n s t h a n t h e t r a c t o r . Fi g . 9 . T h i s m e d i u m t r a c t o r i s p u l l i n g a 3 - sh a n k d e e p r i p p e r . T h e s e v e r e l y c o m p a c t e d co n s t r u c t i o n a c c e s s c o r r i d o r i s n a r r o w , a n d t h e 12 0 h p t r a c t o r i s m o r e m a n e u v e r a b l e f o r P h a s e 1 d e e p r i p p i n g ( s u b s o i l f r a c t u r i n g ) , h e r e . 8 De p t h a n d P a t t e r n s o f M o v e m e n t As p r e v i o u s l y n o t e d b o t h P h a s e 1 D e e p R i p p i n g t h r o u g h s i g n i f i c a n t l y c o m p r e s s e d , e x p o s e d s u b s o i l an d P h a s e 2 D e c o m p a c t i o n ( d e e p s u b s o i l i n g ) t h r o u g h t h e r e p l a c e d t o p s o i l a n d u p p e r s u b s o i l n e e d to b e p e r f o r m e d a t m a x i m u m c a p a b l e d e p t h o f e a c h i m p l e m e n t . W i t h a n i m p l e m e n t ’ s g u i d e w h e e l s at t a c h e d , s o m e h a v e a “ n o r m a l ” m a x i m u m o p e r a t i n g d e p t h o f 1 8 i n c h e s , w h i l e o t h e r s m a y g o de e p e r . I n m a n y s i t u a t i o n s , h o w e v e r , t h e t r a c t o r / i m p l e m e n t o p e r a t o r m u s t f i r s t r e m o v e t h e g u i d e wh e e l s a n d o t h e r n o n e s s e n t i a l e l e m e n t s f r o m t h e i m p l e m e n t . T h i s a d a p t s t h e r i p p e r o r t h e d e e p su b s o i l e r f o r s k i l l f u l p u l l i n g w i t h i t s f r a m e o n l y a f e w i n c h e s a b o v e s u r f a c e , w h i l e t h e s h a n k s o r le g s , f r a c t u r e t h e s o i l m a t e r i a l 2 0 - t o - 2 4 i n c h e s d e e p . Th e r e m a y b e c o n s t r u c t i o n s i t e s w h e r e t h e d e p t h o f t h e e x p o s e d s u b s o i l ’ s c o m p r e s s i o n i s m o d e r a t e , e. g . : 1 2 i n c h e s , r a t h e r t h a n d e e p . T h i s c a n b e v e r i f i e d b y u s i n g a ¾ i n c h c o n e p e n e t r o m e t e r a n d a sh o v e l t o t e s t t h e s u b s o i l f o r i t s l e v e l o f c o m p a c t i o n , i n c r e m e n t a l l y , e v e r y t h r e e i n c h e s o f in c r e a s i n g d e p t h . O n c e t h e f u l l t h i c k n e s s o f t h e s u b s o i l ’ s c o m p a c t e d z o n e i s f i n a l l y “ p i e c e d ” a n d th e r e i s a s i g n i f i c a n t d r o p i n t h e p s i m e a s u r e m e n t s o f t h e s o i l p e n e t r o m e t e r , t h e d e p t h / t h i c k n e s s o f co m p a c t i o n i s d e t e r m i n e d . T h i s i s r e p e a t e d a t s e v e r a l r e p r e s e n t a t i v e l o c a t i o n s o f t h e c o n s t r u c t i o n si t e . I f t h e t h i c k n e s s o f t h e s i t e ’ s s u b s o i l c o m p a c ti o n i s v e r i f i e d a s , f o r e x a m p l e , t e n i n c h e s , t h e n th e P h a s e 1 D e e p R i p p i n g c a n b e c o r r e s p o n d i n g l y r e d u c e d t o t h e i m p l e m e n t ’ s m i n i m u m o p e r a b l e de p t h o f 1 2 i n c h e s . H o w e v e r , t h e P h a s e 2 s i m u l t a n e o u s D e c o m p a t i o n ( s u b s o i l i n g ) o f a n 1 1 i n c h th i c k l a y e r o f r e p l a c e d t o p s o i l a n d t h e u p p e r s u b s o i l s h o u l d r u n a t t h e s u b s o i l i n g i m p l e m e n t s f u l l op e r a t i n g d e p t h . Ty p i c a l l y , t h r e e s e p a r a t e s e r i e s ( p a t t e r n s ) a r e u s e d f o r b o t h t h e P h a s e 1 D e e p R i p p i n g a n d t h e Ph a s e 2 D e c o m p a c t i o n o n s i g n i f i c a n t l y c o m p a c t e d s i t e s . F o r P h a s e 1 , e a c h s e r i e s b e g i n s w i t h a mo d e r a t e d e p t h o f r i p a n d , b y r e p e a t - p a s s , c o n t i n u e s u n t i l f u l l d e p t h i s r e a c h e d . P h a s e 2 a p p l i e s t h e fu l l d e p t h o f D e c o m p a t i o n ( s u b s o i l i n g ) , f r o m t h e b e g i n n i n g . Ev e r y s e p a r a t e s e r i e s ( p a t t e r n ) c o n s i s t s o f p a r a l l e l , f o r w a r d - a n d - r e t u r n r u n s , w i t h e a c h p r o g r e s s i v e Fi g . 1 1 . A r e p e a t r u n o f t h e 3 - s h a n k r i p p e r al o n g t h e s a m e p a t t e r n e d p a s s a r e a a s F i g . 9 ; he r e , i n c r e m e n t a l l y r e a c h i n g 1 8 o f t h e n e e d e d 22 i n c h e s o f s u b s o i l f r a c t u r e . Fi g . 1 0 . A n e a r l y p a s s w i t h a 3 - s h a n k d e e p ri p p e r p e n e t r a t i n g o n l y 8 i n c h e s i n t o t h i s wo r k s i t e ’ s s e v e r e l y c o m p r e s s e d s u b s o i l . 9 pa s s o f t h e i m p l e m e n t ’ s l e g s o r s h a n k s e v e n l y s t a g g e r e d b e t w e e n t h o s e f r o m t h e p r e v i o u s p a s s . Th i s c o m p e n s a t e s f o r t h e s h a n k o r l e g - s p a c i n g o n t h e i m p l e m e n t , e . g . , w i t h 2 4 - t o - 3 0 i n c h e s be t w e e n e a c h s h a n k o r l e g . T h e s t a g g e r e d r e t u r n p a s s e n s u r e s l a t e r a l a n d v e r t i c a l f r a c t u r i n g ac t u a t e d e v e r y 1 2 t o 1 5 i n c h e s a c r o s s t h e d e n s e l y c o m p r e s s e d s o i l m a s s . La r g e , U n o b s t r u c t e d A r e a s Fo r l a r g e r e a s y a r e a s , u s e t h e s t a n d a r d p a t t e r n s o f m o v e m e n t : Ɣ T h e f i r s t s e r i e s ( p a t t e r n ) o f p a s s e s i s a p p l i e d l e n g t h w i s e , p a r a l l e l w i t h t h e l o n g e s t sp r e a d o f t h e s i t e ; g r a d u a l l y p r o g r e s s i n g a c r o s s t h e s i t e ’ s w i d t h , w i t h e a c h su c c e s s i v e p a s s . Ɣ T h e s e c o n d s e r i e s r u n s o b l i q u e l y , c r o s s i n g t h e f i r s t s e r i e s a t a n a n g l e o f ab o u t 4 5 d e g r e e s . Ɣ T h e t h i r d s e r i e s r u n s a t r i g h t a n g l e ( o r 9 0 d e g r e e s ) , t o t h e f i r s t s e r i e s t o c o m p l e t e th e f r a c t u r i n g a n d s h a t t e r i n g o n s e v e r e l y c o m p a c t e d s i t e s , a n d a v o i d l e a v i n g l a r g e un b r o k e n b l o c k s o f c o m p r e s s e d s o i l m a t e r i a l . ( I n c e r t a i n i n s t a n c e s , t h e t h i r d s e r i e s ma y b e o p t i o n a l , d e p e n d i n g o n h o w t h o r o u g h l y t h e f i r s t t w o s e r i e s l o o s e n t h e ma t e r i a l a n d e l i m i n a t e l a r g e c h u n k s / b l o c k s o f m a t e r i a l a s v e r i f i e d b y t e s t s w i t h a ¾ - in c h c o n e p e n e t r o m e t e r . ) Co r r i d o r s In l o n g c o r r i d o r s o f l i m i t e d w i d t h a n d l e s s m a n e u v e r a b i l i t y t h a n l a r g e r s i t e s , e . g . : a l o n g co m p a c t e d a r e a s u s e d a s t e m p o r a r y c o n s t r u c t i o n a c c e s s , a m o d i f i e d s e r i e s o f p a t t e r n p a s s e s ar e u s e d . Ɣ F i r s t , a p p l y t h e s a m e i n i t i a l l e n g t h w i s e , p a r a l l e l s e r i e s o f p a s s e s d e s c r i b e d a b o v e . Fi g . 1 2 . M o d e r a t e l y d r y t o p s o i l i s b e i n g re p l a c e d o n t h e a f f e c t e d s i t e n o w t h a t P h a s e 1 de e p r i p p i n g o f t h e c o m p r e s s e d s u b s o i l i s co m p l e t e . Fi g . 1 3 . T h e s a m e d e e p , a n g l e d - l e g s u b s o i l e r sh o w n i n F i g . 7 i s e n g a g e d a t m a x i m u m de p t h f o r P h a s e 2 , d e c o m p a c t i o n ( d e e p so i l i n g ) , o f t h e r e p l a c e d t o p s o i l a n d t h e u p p e r su b s o i l m a t e r i a l s . 10 Fi g . 1 5 . T h e s a m e s i t e a s F i g . 1 4 a f t e r d e e p ri p p i n g o f t h e e x p o s e d s u b s o i l , t o p s o i l re p l a c e m e n t , d e c o m p a c t i o n t h r o u g h t h e to p s o i l a n d u p p e r s u b s o i l a n d f i n a l s u r f a c e ti l l a g e a n d r e v e g e t a t i o n t o m a i n t a i n s o i l pe r m e a b i l i t y a n d i n f i l t r a t i o n . Ɣ A s e c o n d s e r i e s o f p a s s e s m a k e s a b r o a d “ S ” s h a p e d p a t t e r n o f r i p s , c o n t i n u a l l y an d g r a d u a l l y a l t e r n a t i n g t h e “ S ” c u r v e s b e t w e e n o p p o s i t e e d g e s i n s i d e t h e co m p a c t e d c o r r i d o r . Ɣ T h e t h i r d a n d f i n a l s e r i e s a g a i n u s e s t h e b r o a d , a l t e r n a t i n g S p a t t e r n , b u t i t i s “f l i p - f l o p p e d ” t o c o n t i n u a l l y c r o s s t h e p r e v i o u s S p a t t e r n a l o n g t h e c o r r i d o r ’ s ce n t e r l i n e . T h i s f i n a l s e r i e s o f t h e S p a t t e r n c u r v e s b a c k a l o n g t h e e d g e a r e a s sk i p p e d b y t h e s e c o n d s e r i e s . Ma i n t e n a n c e a n d C o s t On c e t h e t w o - p h a s e p r a c t i c e o f D e e p R i p p i n g a n d D e c o m p a t i o n i s c o m p l e t e d , t w o i t e m s a r e es s e n t i a l f o r m a i n t a i n i n g a s i t e ’ s s o i l p o r o s i t y a n d p e r m e a b i l i t y f o r i n f i l t r a t i o n . T h e y a r e : p l a n t i n g an d m a i n t a i n i n g t h e a p p r o p r i a t e g r o u n d c o v e r w i t h d e e p r o o t s t o m a i n t a i n t h e s o i l s t r u c t u r e ( s e e Fi g u r e 1 5 ) ; a n d k e e p i n g t h e s i t e f r e e o f t r a f f i c o r o t h e r w e i g h t l o a d s . No t e t h a t s i t e - s p e c i f i c c h o i c e o f a n a p p r o p r i a t e v e g e t a t i v e g r o u n d - c o v e r s e e d m i x , i n c l u d i n g t h e pr o p e r s e e d i n g r a t i o o f o n e o r m o r e p e r e n n i a l s p e c i e s w i t h a d e e p t a p r o o t s y s t e m a n d t h e p r o p e r am o u n t o f l i m e a n d s o i l n u t r i e n t s ( f e r t i l i z e r m i x ) a d a p t e d t o t h e s o i l - n e e d s , a r e b a s i c t o t h e f i n a l pr a c t i c e o f l a n d s c a p i n g , i . e : s u r f a c e t i l l a g e , s e e d i n g / p l a n t i n g / f e r t i l i z i n g a n d c u l t i - p a c k i n g o r mu l c h i n g i s a p p l i e d . T h e " m a i n t e n a n c e " o f a n e f f e c t i v e l y d e e p - r i p p e d a n d d e c o m p a c t e d a r e a i s ge n e r a l l y l i m i t e d t o t h e s u c c e s s f u l p e r e n n i a l ( l o n g - t e r m ) l a n d s c a p e g r o u n d c o v e r ; a s l o n g a s n o we i g h t - b e a r i n g f o r c e o f s o i l c o m p a c t i o n i s a p p l i e d . Fi g . 1 4 . T h e s e v e r e l y c o m p a c t e d s o i l o f a te m p o r a r y c o n s t r u c t i o n y a r d u s e d d a i l y b y he a v y e q u i p m e n t f o r f o u r m o n t h s ; s h o w n be f o r e d e e p r i p p i n g , t o p s o i l r e p l a c e m e n t , a n d de c o m p a c t i o n . 11 Th e D e e p R i p p i n g a n d D e c o m p a c t i o n p r a c t i c e i s , b y n e c e s s i t y , m o r e e x t e n s i v e t h a n p e r i o d i c su b s o i l i n g o f f a r m l a n d . T h e c o s t o f d e e p r i p p i n g a n d d e c o m p a c t i n g ( d e e p s u b s o i l i n g ) , w i l l v a r y ac c o r d i n g t o t h e d e p t h a n d s e v e r i t y o f s o i l - m a t e r i a l c o m p r e s s i o n a n d t h e r e l a t i v e a m o u n t o f tr a c t o r a n d i m p l e m e n t t i m e t h a t i s r e q u i r e d . I n s o m e i n s t a n c e s , d e p e n d i n g o n o p e n ma n e u v e r a b i l i t y , t w o - t o - t h r e e a c r e s o f c o m p a c t e d p r o j e c t a r e a m a y b e d e e p - r i p p e d i n o n e d a y . I n ot h e r s i t u a t i o n s o f m o r e s e v e r e c o m p a c t i o n a n d - o r l e s s m a n e u v e r a b i l i t y , a s l i t t l e a s o n e a c r e m a y be f u l l y r i p p e d i n a d a y . G e n e r a l l y , i f t h e P h a s e 1 ) D e e p R i p p i n g i s f u l l y e f f e c t i v e , t h e P h a s e 2 ) De c o m p a c t i o n s h o u l d b e c o m p l e t e d i n 2 / 3 t o 3 / 4 o f t h e t i m e r e q u i r e d f o r P h a s e 1 . Us i n g t h e e x a m p l e o f t w o a c r e s o f P h a s e 1 ) D e e p R i p p i n g i n o n e d a y , a t $ 1 8 0 0 p e r d a y , t h e n e t co s t i s $ 9 0 0 p e r a c r e . I f t h e P h a s e 2 ) D e c o m p a c t i n g o r d e e p s u b s o i l i n g t a k e s 3 / 4 t h e t i m e a s P h a s e 1, i t c o s t s $ 6 7 5 p e r a c r e f o r a c o m b i n e d t o t a l o f $ 1 5 7 5 p e r a c r e t o c o m p l e t e t h e p r a c t i c e ( t h e s e fi g u r e s d o n o t i n c l u d e t h e c o s t o f t h e s e p a r a t e p r a c t i c e o f t o p s o i l s t r i p p i n g a n d r e p l a c e m e n t ) . D u e to t h e m a n y v a r i a b l e s , i t m u s t b e r e c o g n i z e d t h a t c o s t w i l l b e d e t e r m i n e d b y t h e s p e c i f i c c o n d i t i o n s or c o n s t r a i n t s o f t h e s i t e a n d t h e a v a i l a b i l i t y o f p r o p e r e q u i p m e n t . 12 Re s o u r c e s Pu b l i c a t i o n s :ȱ ȣȱ Am e r i c a n ȱȱ So c i e t y ȱof ȱȱ Ag r i c u l t u r a l ȱEn g i n e e r s . ȱ19 7 1 . ȱȱCo m p a c t i o n ȱof ȱȱ Ag r i c u l t u r a l ȱȱ So i l s . ȱȱ AS A E . ȱ ȱ ȣȱ Br a d y , ȱN. C . , ȱan d ȱR. R . ȱWe i l . ȱ20 0 2 . ȱȱ Th e ȱȱ Na t u r e ȱȱ an d ȱȱ Pr o p e r t i e s ȱȱ of ȱȱ So i l s . ȱ13 th ȱed . ȱPe a r s o n ȱEd u c a t i o n , ȱIn c . ȱ ȱ ȣȱ Ba v e r , ȱL. D . ȱ19 4 8 . ȱSo i l ȱPh y s i c s . ȱJo h n ȱWi l e y ȱ&ȱSo n s . ȱ ȱ ȣȱ Ca r p a c h i , ȱ N. ȱ 19 8 7 ȱ (1 9 9 5 ȱ fi f t h ȱ pr i n t i n g ) . ȱ Ex c a v a t i o n ȱan d ȱ Gr a d i n g ȱHa n d b o o k , ȱRe v i s e d . ȱȱ 2nd ȱ ed . ȱ Cr a f t s m a n ȱBo o k ȱ Co m p a n y ȱ ȣȱ El l i s , ȱB. ȱ(E d i t o r ) . ȱ19 9 7 . ȱȱ Sa f e ȱ&ȱEa s y ȱLa w n ȱCa r e : ȱȱ Th e ȱCo m p l e t e ȱGu i d e ȱto ȱOr g a n i c ȱLo w ȱMa i n t e n a n c e ȱLa w n . ȱȱ Ho u g h t o n ȱMi f f l i n . ȱ ȱ ȣȱ Ha r p s t e a d , ȱ M. I . , ȱ T. J . ȱ Sa u e r , ȱ an d ȱ W. F . ȱ Be n n e t t . ȱ 20 0 1 . ȱȱ So i l ȱ Sc i e n c e ȱ Si m p l i f i e d . ȱ 4th ȱ ed . ȱ Io w a ȱ St a t e ȱ Un i v e r s i t y ȱȱ Pr e s s . ȱ ȱ ȣȱ ȱ Ma g d o f f , ȱ F. , ȱȱ an d ȱȱ H. ȱ va n ȱ Es . ȱȱ 20 0 0 . ȱȱ Bu i l d i n g ȱ So i l s ȱȱ fo r ȱȱ Be t t e r ȱ Cr o p s . ȱ 2nd ȱ ed . ȱ Su s t a i n a b l e ȱ Ag r i c u l t u r a l ȱ Ne t w o r k s ȱ ȱ ȣȱ ȱ Mc C a r t h y , ȱD. F . ȱ19 9 3 . ȱEs s e n t i a l s ȱof ȱSo i l ȱMe c h a n i c s ȱan d ȱFo u n d a t i o n s , ȱBa s i c ȱGe o t e c h n i c s ȱ4th ȱed . ȱRe g e n t s / P r e n t i c e ȱ Ha l l . ȱ ȱ ȣȱ ȱ ȱ ȱ ȱ ȱ Pl a s t e r , ȱE. J . ȱ19 9 2 . ȱSo i l ȱSc i e n c e ȱ&ȱMa n a g e m e n t . ȱ3rd ȱed . ȱDe l m a r ȱPu b l i s h e r s . ȱ ȱ ȣȱ ȱ ȱ Un i o n ȱ Ga s ȱ Li m i t e d , ȱ On t a r i o , ȱ Ca n a d a . ȱ 19 8 4 . ȱ Re h a b i l i t a t i o n ȱ of ȱ Ag r i c u l t u r a l ȱ La n d s , ȱ Da w n ȬKe r w o o d ȱȱ Lo o p ȱȱ Pi p e l i n e ; ȱȱ ȱ Te c h n i c a l ȱȱ ȱ Re p o r t .ȱȱ ȱ Ec o l o g i c a l ȱȱ ȱ Se r v i c e s ȱȱ fo r ȱȱ Pl a n n i n g , ȱȱ Lt d . ; ȱ Ro b i n s o n , ȱ Me r r i t t ȱ&ȱDe v r i e s , ȱ Lt d . ȱan d ȱSm i t h , ȱHo f f m a n ȱAs s o c i a t e s , ȱLt d . ȱ ȱ ȣȱ ȱ ȱ US ȱDe p a r t m e n t ȱof ȱAg r i c u l t u r e ȱin ȱco o p e r a t i o n ȱwi t h ȱCo r n e l l ȱUn i v e r s i t y ȱAg r i c u l t u r a l ȱEx p e r i m e n t ȱȱ St a t i o n . ȱȱ Va r i o u s ȱye a r s . ȱȱSo i l ȱȱ Su r v e y ȱof ȱȱ (v a r i o u s ȱna m e s ) ȱȱCo u n t y , ȱȱ Ne w ȱYo r k . ȱUS D A . ȱ ȱ In t e r n e t ȱAc c e s s : ȱ ȣȱ ȱ ȱ ȱ Ex a m p l e s ȱof ȱim p l e m e n t s : ȱȱ ȱVȬRi p p e r s . ȱȱ Ac c e s s ȱby ȱȱ in t e r n e t ȱse a r c h ȱof ȱJo h n ȱDe e r e ȱAg ȱȬ Ne w ȱEq u i p m e n t ȱȱ ȱ fo r ȱȱ 91 5 ȱȱ(l a r g e r Ȭfr a m e ȱmo d e l ) ȱȱVȬ Ri p p e ;ȱȱ an d , ȱȱ ȱ fo r ȱ91 3 ȱȱ (s m a l l e r Ȭfr a m e ȱmo d e l ) ȱVȬRi p p e r .ȱȱ De e p , ȱan g l e d Ȭle g ȱsu b s o i l e r . ȱȱ Ac c e s s ȱȱ by ȱȱ in t e r n e t ȱ se a r c h ȱȱ of : ȱBig h a m ȱȱ Br o t h e r s ȱSh e a r ȱBo l t ȱȱ Pa r a t i l l ȬSu b s o i l e r . ȱ ht t p : / / s a l e s m a n u a l . d e e r e . c o m / s a l e s / s a l e s m an u a l / e n _ N A / p r i m a r y _ t i l l a g e / 2 0 0 8 / f e a t u r e / ri p p e r s / 9 1 5 v _ p a t t e r n _ f r a m e . h t m l ? s b u = a g& l i n k = p r o d c a t La s t ȱvi s i t e d ȱMa r c h ȱ08 . ȱ ȱ ȣȱ So i l s ȱ da t a ȱ of ȱ US D A ȱ Na t u r a l ȱ Re s o u r c e s ȱ Co n s e r v a t i o n ȱ Se r v i c e . ȱ NR C S ȱ We b ȱ So i l ȱ Su r v e y . ȱȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ht t p : / / w e b s o i l s u r v e y . n r c s . u s d a . g o v / a p p / ȱȱ ȱ an d ȱ ȱUS D A ȬNR C S ȱȱ Of f i c i a l ȱȱ So i l ȱȱ Se r i e s ȱDe s c r i p t i o n s ; ȱVi e w ȱ by ȱ Na m e . ȱht t p : / / o r t h o . f t w . n r c s . u s d a . g o v / c g i Ȭbi n / o s d / o s d n a m e . c g i ȱ.ȱLa s t ȱvi s i t e d ȱJa n . ȱ08 . ȱ ȱ ȣȱ ȱ So i l ȱȱ pe n e t r o m e t e r ȱȱ in f o r m a t i o n . ȱȱ Ac c e s s ȱȱ by ȱȱ ȱ in t e r n e t ȱȱ se a r c h e s ȱȱ of : ȱȱ ȱ Di a g n o s i n g ȱSo i l ȱCo m p a c t i o n ȱȱ ȱ us i n g ȱȱ aȱ Pe n e t r o m e t e r ȱ(s o i l ȱco m p a c t i o n ȱte s t e r ) , ȱPS U ȱEx t e n s i o n ; ȱȱ as ȱȱ we l l ȱȱ as ȱDi c k e y Ȭjo h n ȱSo i l ȱCo m p a c t i o n ȱTe s t e r .ȱ ht t p : / / w w w . d i c k e y - j o h n p r o d u c t s . c o m / p d f / S o i l C o m p a c t i o n T e s t . p d f a n d ht t p : / / c r o p s o i l . p s u . e d u / E x t e n s i o n / F a c t s / u c 1 7 8 p d f La s t ȱ vi s i t e d ȱSe p t . ȱ07 ȱ   Appendix i: Labella certifying professionals letter       February 21, 2025 RE: LaBella Certifying Professionals for NYSDEC SPDES GP-0-25-001 To Whom it May Concern: In accordance with the NYSDEC SPDES General Permit GP-0-25-001, Part VII.J.2, Walter Kubow, PE, a New York State Qualified Professional employed by LaBella Associates, is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), Notice of Intents (NOIs) and Notice of Terminations (NOTs). Respectfully submitted, LaBella Associates Timothy Webber Walter Kubow, PE Vice President, Civil Division Director Senior Civil Engineer       Appendix j: Nysdec spdes general permit gp-0-25-001            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 Job Number:2224112 Date:9/26/2023 Falling Head No. 5 Test Depth: 1.0' Test 1 Test 2 Test 3 Test 4 Test 5 Test 6 Start Time 9:21:00 AM 10:22:00 AM 11:25:00 AM End Time 10:21:00 AM 11:22:00 AM 12:25:00 PM Run Time (min)60 60 60 Start Depth (in.)24 24 24 End Depth (in.)22.5 22.5 22.5 Total Fall (in.)1.5 1.5 1.5 Rate (in/hr)1.5 1.5 1.5 Design Rate (in/hr)1.5 Falling Head No. 6 Test Depth: 1.0' Test 1 Test 2 Test 3 Test 4 Test 5 Test 6 Start Time 9:06:00 AM 10:07:00 AM 11:08:00 AM End Time 10:06:00 AM 11:07:00 AM 12:08:00 PM Run Time (min)60 60 60 Start Depth (in.)24 24 24 End Depth (in.)22.75 22.75 22.75 Total Fall (in.)1.25 1.25 1.25 Rate (in/hr)1.25 1.25 1.25 Design Rate (in/hr)1.25 Falling Head No. 7 Test Depth: 2.5' Test 1 Test 2 Test 3 Test 4 Test 5 Test 6 Start Time 8:58:00 AM 10:01:00 AM 11:03:00 AM 12:03:00 PM End Time 9:58:00 AM 11:01:00 AM 12:03:00 PM 1:03:00 PM Run Time (min)60 60 60 60 Start Depth (in.)24 24 24 24 End Depth (in.)5 8 8 8 Total Fall (in.)19 16 16 16 Rate (in/hr)19 16 16 16 Design Rate (in/hr)16 Falling Head No. 8 Test Depth: 1.0' Test 1 Test 2 Test 3 Test 4 Test 5 Test 6 Start Time 8:45:00 AM 9:46:00 AM 10:48:00 AM 11:50:00 AM End Time 9:45:00 AM 10:46:00 AM 11:48:00 AM 12:50:00 PM Run Time (min)60 60 60 60 Start Depth (in.)24 24 24 24 End Depth (in.)10.5 11.5 11.5 11.5 Total Fall (in.)13.5 12.5 12.5 12.5 Rate (in/hr)13.5 12.5 12.5 12.5 Design Rate (in/hr)12.5 Falling Head No. 9 Test Depth: 1.0' Test 1 Test 2 Test 3 Test 4 Test 5 Test 6 Start Time 8:38:00 AM 9:40:00 AM 10:42:00 AM 11:44:00 AM End Time 9:40:00 AM 10:40:00 AM 11:42:00 AM 12:44:00 PM Run Time (min)60 60 60 60 Start Depth (in.)28 28 28 28 End Depth (in.)18 18.5 18.5 18.5 Total Fall (in.)10 9.5 9.5 9.5 Rate (in/hr)10.0 9.5 9.5 Design Rate (in/hr)9.5 Liberty at Saratoga Falling Head Results