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HomeMy WebLinkAbout20240348 1 Kaydeross West Site Plan SWPPP WARNING: The alteration of this material in any way, unless under the direction of a comparable professional, i.e. a Professional Engineer, is a violation of the New York State Education Law and/or Regulations and is a Class ‘A’ misdemeanor. 80 Wolf Road | Suite 600, Albany, NY 12205 | 518.453.9431 | gpinet.com PROJECT TITLE • City, New York STORMWATER POLLUTION PREVENTION PLAN For 1 KAYDEROSS REDEVELOPMENT 1 Kaydeross Ave W. Saratoga Springs New York Owner/Developer: 1 Kaydeross Avenue West LLC 1700 Shawsheen Street 2nd Floor Tewksbury, MA 01876 Engineers Report April 26, 2024 Engineering | Design | Planning | Construction Management 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | I I PREPARER OF THE SWPPP “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person(s) 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 false statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the Penal Law.” Name: Ryan Trunko, P.E. Title: Project Engineer License No.: 093733 Date: 4/29/2024 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | I I I T A B L E O F C O N T E N T S 1.0 EXECUTIVE SUMMARY .............................................................................. 1 1.1 Project Description ........................................................................... 1 1.2 Stormwater Pollution Controls .............................................................. 2 1.3 Conclusion ...................................................................................... 3 2.0 SWPPP IMPLEMENTATION RESPONSIBILITIES.................................................... 4 2.1 Definitions ...................................................................................... 4 2.2 Owners or Operator’s & Contractor’s Responsibilities ................................... 5 2.3 Operator’s Qualified Professional Responsibilities ....................................... 7 2.4 Contractor's Responsibilities ................................................................. 9 SWPPP Participants .............................................................................. 11 3.0 SITE CHARACTERISTICS .......................................................................... 12 3.1 Land Use & Topography .................................................................... 12 3.2 Soils & Groundwater ........................................................................ 12 3.3 Watershed Designation ..................................................................... 13 3.4 Receiving Water Bodies .................................................................... 13 3.5 Aquifer Designation ......................................................................... 13 3.6 Wetlands...................................................................................... 13 3.7 Flood Plains .................................................................................. 14 3.8 Historic Places ............................................................................... 14 3.9 Rainfall Data ................................................................................. 14 4.0 CONSTRUCTION SEQUENCE ..................................................................... 15 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ............................................... 16 5.1 Temporary Erosion & Sediment Control Measures ...................................... 16 5.2 Permanent Erosion & Sediment Control Measures ..................................... 17 5.3 Other Pollutant Controls ................................................................... 19 5.4 Construction Housekeeping Practices .................................................... 20 5.5 Winter Shutdown Plan ...................................................................... 21 5.6 Winter Stabilization Requirements ....................................................... 22 6.0 POST-CONSTRUCTION STORMWATER CONTROL ............................................. 23 6.1 Stormwater Control Practices ............................................................. 24 6.2 Stormwater Quality Analysis ............................................................... 24 6.3 Stormwater Quantity Analysis ............................................................. 26 7.0 INSPECTION & MAINTENANCE RESPONSIBILITIES ............................................. 30 7.1 Inspection & Maintenance Requirements ................................................ 30 7.2 Reporting Requirements ................................................................... 32 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | I V LIST OF TABLES Table 1: Soil Data ........................................................................................ 12 Table 2: Rainfall Data ................................................................................... 14 Table 3: Soil Restoration Requirements .............................................................. 18 Table 4: Summary of WQ Practices ................................................................... 26 Table 5: Design Events .................................................................................. 28 Table 6: Summary of Pre- and Post-Development Peak Discharge Rates ........................ 30 APPENDICES Appendix A: ........................................... NYSDEC SPDES General Permit GP-0-20-001 Appendix B: ............................................. Authorized Permit, Notice of Intent (NOI) Appendix C: ...................................... Contractor’s Certification Form (Sample Form) Appendix D:....................................................... Inspection Report (Sample Form) Appendix E: .......... Record of Stabilization and Construction Activity Dates (Sample Form) Appendix F: .......................................... Notice of Termination (NOT) (Sample Form) Appendix G: .................................................... Geotechnical Data and Information Appendix H: .................................. Historical, Cultural, and Environmental Resources Appendix I: ...................................................................................... Figures Figure 1: ....................................................................... Site Location Map Appendix J: ............................. Pre-Development Drainage and HydroCAD Calculations Appendix K: ............................ Post-Development Drainage and HydroCAD Calculations Appendix L: ........................................................ WQv and NYSDEC GI Worksheets Appendix M: ..................................... Post-Construction Inspections and Maintenance 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 1.0 EXECUTIVE SUMMARY This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for construction activities associated with 1 Kaydeross Redevelopment hereafter called “the project”. The “project site” is located on the northeast corner of the intersection of Kaydeross Ave W. and South Broadway (US 9), located at 1 Kaydeross Ave West in the city of Saratoga Springs, Saratoga County, New York. This SWPPP includes 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. Implementation of this SWPPP must be initiated at the start of construction. This SWPPP has been developed in accordance with the “New York State Department of Environmental Conservation (NYSDEC) State Pollution Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity” General Permit Number GP-0-20-001, effective January 29, 2020 through January 28, 2025. This SWPPP and the accompanying plan sets entitled “1 Kaydeross Redevelopment” have been submitted as a set to identify and detail storm water management, pollution prevention, and erosion and sediment control measures required for the project during and following construction. All engineering drawings are considered integral to the SWPPP and thus this SWPPP is only considered complete with their inclusion. This report considers the impacts associated with the intended development with the purpose of: Maintaining existing drainage patterns as much as possible while continuing the conveyance of upland watershed runoff; Controlling increases in the rate of stormwater runoff resulting from the proposed redevelopment, so as not to adversely alter downstream conditions; and, Mitigating potential stormwater quality impacts and preventing soil erosion and sedimentation resulting from stormwater runoff generated both during and after construction. 1.1 Project Description 1 Kaydeross Redevelopment proposes the redevelopment of the existing PJ’s BBQSA restaurant site to include a marijuana dispensary with the continuation of other commercial ventures including the BBQ operation. The existing site consists of several structures, a paved and a gravel parking area, and grassy areas. The project proposes to remove all but one of the buildings, to modify the parking area, and install an additional building. In addition, new lighting, stormwater collection and management practices, and new landscaping will be installed. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 The proposed project is located at 1 Kaydeross Ave W. in the city of Saratoga Springs (hereinafter referred to as the “project site”). The project site encompasses ±3.03 acres of land located on the tax parcel with SBL 191.-2-26, with the access drive and stormwater management facility to be located on the parcel to the north and east with SBL 191.-2-49. A location map of the site has been provided in Appendix I, as Figure 1. This project is located within the City of Saratoga Springs regulated, traditional land use control Municipal Separate Stormwater Sewer System (MS4). The project will need to be reviewed and approved by the MS4 prior to submission to NYSDEC. This type of project is included in Table 2 of appendix B of GP-0-20-001. Therefore, this SWPPP includes post-construction stormwater management practices as well as erosion and sediment controls. Project construction activities will consist primarily of the demolition of some of the existing structures, redevelopment of parking areas, new buildings, site grading, new concrete walkways, installation of site lighting, and the installation of a stormwater drainage and management systems. Construction phase pollutant sources anticipated at the site are disturbed (exposed) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building construction materials. Without adequate control, there is the potential for each type of pollutant to be transported by stormwater. 1.2 Stormwater Pollution Controls The proposed measures outlined herein have been designed to provide water quality controls by treating any runoff prior to its discharge off site. These measures have been designed and evaluated in accordance with the following standards and guidelines: New York State Stormwater Management Design Manual (January 2015). New York State Standards and Specifications for Erosion and Sediment Control (November 2016). The project proposes the use of a bioretention area to filter and detain the water quality volume produced from the proposed redevelopment area. The majority of the site’s drainage patterns will remain unchanged with the exception of a portion of the new and redeveloped impervious surface which will be captured and discharged to a hydrodynamic separator and bioretention area. Pre- and post-development surface runoff rates have been evaluated for the 1-, 10-, and 100- year 24-hour storm events. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the project site will not be increased; therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 3 The proposed stormwater collection system consisting of pipes and on-site stormwater management facilities will adequately collect, treat, and convey the stormwater. Stormwater quality will be enhanced through the implementation of the proposed stormwater management facilities, erosion and sediment control measures and maintenance practices outlined herein. The required Water Quality Volume will be treated through the use of runoff reduction techniques and standard techniques. 1.3 Conclusion This SWPPP has been prepared in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control and NYS Stormwater Management Design Manual. As such, GP-0-20-001 coverage will be effective five (5) business days from the date the NYSDEC receives the completed NOI. It is our opinion that the proposed development will not adversely impact adjacent or downstream properties if the stormwater management facilities are properly constructed and maintained in accordance with the requirements outlined herein. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 4 2.0 SWPPP IMPLEMENTATION RESPONSIBILITIES A summary of the responsibilities and obligations of all parties involved with compliance with the NYSDEC SPDES General Permit, GP-0-20-001 conditions are outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-20-001 presented in Appendix A. 2.1 Definitions 1. General SPDES Permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750- 1.21 authorizing a category of discharges. 2. Owner or Operator - means the person, persons, or legal entity which owns or leases the property on which the construction activity is occurring; and/or an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications. There may be occasions during the course of a project in which there are multiple Operators, all of which will need to file and maintain the appropriate SWPPP documents and plans, including without limitation, the Notice of Intent (NOI) and Notice of Termination (NOT). 3. Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that an individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 5 4. Qualified Professional – means a person that is knowledgeable in the principals and practices of Stormwater management and treatment, such as a licensed Professional Engineer or Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction Stormwater management practice component must have an understanding of the principals of hydrology, water quality management practice design, water quality control design, and, in many cases, the principals of hydraulics in order to prepare a SWPPP that conforms to the Department’s technical standard. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. 5. Trained Contractor – means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principals 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. 2.2 Owners or Operator’s & Contractor’s Responsibilities 1. Have the SWPPP preparer sign the “SWPPP Preparer Certification” statement on the NOI prior to submitting the form to the Department. 2. Submit the signed NOI along with any required attachments to the following: (The Contractor will assist the Owner or Operator to submit the NOI to ensure coverage is in place prior to commencement of construction) A. Signed NOI to: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 3. Pay the required annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The annual fee is calculated as $100.00 per acre disturbed plus $600.00 per future impervious acre. 4. Retain the services of a “Qualified Professional”, as defined under Section 2.1, to provide the services outlined in Section 2.3 “Operator’s Engineer's Responsibilities”. 5. Retain the services of an independent certified materials testing and inspection firm to perform regular tests, inspections, and certifications of the construction materials used 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 6 in the construction of all post-construction stormwater management practices. 6. Prior to the commencement of construction activity, retain a qualified inspector who will assist to Owner or Operator to identify the contractor(s) and subcontractor(s) that will be responsible for implementing the erosion and sediment control measures and stormwater management practices described in this SWPPP. Have each of these contractors and subcontractors identify at least one “Trained Contractor”, as defined under Section 2.1 that will be responsible for the implementation of the SWPPP. Ensure that the Contractor has at least one “Trained Contractor” on site on a daily basis when soil disturbance activities are being performed. 7. Schedule a pre-construction meeting which shall include the Operator’s Qualified Professional, Contractor, and their sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 8. Require the Contractor to fully implement the SWPPP prepared for the site by the Operator’s Professional 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 Notice of Termination (NOT) has been submitted. 9. Forward a copy of the NOI Acknowledgement Letter received from the regulatory agency to the Operator’s Engineer for project records, and to the Contractor for display at the job site. 10. Maintain a copy of the General Permit (GP-0-20-001), NOI, NOI Acknowledgement Letter, SWPPP, inspection reports, Spill Prevention, Countermeasures, and Cleanup (“SPCC”) Plan, inspection records, and other required records on the job site so that they may be made available to the regulatory agencies. The Contractor and Qualified Inspector will assist the Owner or Operator with creating a binder to maintain required records. 11. Post at the site, in a publicly accessible location, a copy of the General Permit (GP-0- 20-001), a signed copy of the NOI, the NOI Acknowledgement Letter, and on a monthly basis a summary of the site inspection activities. 12. The Contractor will prepare a written summary of projects status with respect to compliance with the general permit at a minimum frequency of every three months during which coverage under the permit exists. The summary is to address the status of achieving the overall goal of the SWPPP. The summary shall be maintained at the site in a publicly accessible location. 13. Prior to submitting a Notice of Termination, take the proper steps to ensure that the long-term operation and maintenance of the post-construction stormwater management practices will be performed. See GP-0-20-001 Part V for details. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 7 14. The Contractor on behalf of the Owner or Operator will obtain Owner or Operator’s signature and then Submit a Notice of Termination (NOT) form (see Appendix F) within 48 hours of receipt of the Operator’s Professional’s certification of final site stabilization to the following: NOTICE OF TERMINATION NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 15. Request and receive all SWPPP records from the Operator’s Professional and archive those records for a minimum of five years after the NOT is filed. 16. Require the implementation of the Post-Construction Inspections and Maintenance procedures outlined in Appendix M. 2.3 Operator’s Qualified Professional Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with all federal, state, and local regulatory requirements. 2. If requested, assist the Owner or Operator with submitting the SWPPP to the appropriate regulated MS4 for review and acceptance. 3. Prepare the Notice of Intent (NOI) form (see Appendix B), sign the “SWPPP Preparer Certification” section of the NOI, and forward to the Owner or Operator for signature. 4. Assist as requested, the Owner or Operator and Contractor in providing copies of the SWPPP to the municipality having jurisdiction once all signatures and attachments are complete. 5. Participate at pre-construction meeting with the Operator, Contractor, and their sub- contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. Enter Contractor’s information in Section 2.5 “SWPPP Participants” once a Contractor is selected by the Owner or Operator. 7. Coordinate with the Owner and Operator to retain a construction phase Qualified Professional to complete 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 Operator and appropriate contractor (or subcontractor) within one business day of the completion of the inspection, with any deficiencies identified. A sample inspection form is provided in Appendix D. Note that more than one Operator’s Qualified Professional may exist for the project. Any 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 8 individual or firm retained by the Owner or Operator to provide inspection will also be the Operator’s Qualified Professional during the duration of construction. A. The Owner or Operators construction phase Qualified Professional shall review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports and inspections and maintenance logs. B. Maintain the construction Site Log Book throughout the duration of construction. C. 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. D. Review material testing and inspection reports prepared by an independent testing and inspection firm operating under the direction of a licensed Professional Engineer. E. Assist the Owner or Operator to hire a NYS Licensed Professional Land Surveyor to complete a topographic survey of completed post-construction stormwater management facilities completed and perform evaluations of the completed stormwater management systems to determine whether the facilities will function as designed. F. 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, completion of the 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. G. Assist the Owner or Operator with completing and filing of the Notice of Termination (NOT). Sign the NOT Certifications VI (Final Stabilization) and VII (Post-construction Stormwater Management Practices) and forward the NOT to the Owner/Operator for signature of Certification VIII (Owner or Operator Certification). H. Ensure the transfer the SWPPP documents, along with all NOI's, permit certificates, NOT's, construction Site Log Book, and written records required by the General Permit to the Operator for archiving. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 9 2.4 Contractor's Responsibilities 1. Send all notifications required by SPDES General Permit Number GP-0-20-001 via certified mail with return receipt. Copies of mailing receipts shall be kept on record at the project site with the SWPPP and shall be considered part of the contract documents. 2. Sign the SWPPP Contractor's Certification Form contained within Appendix C and forward to the Operator’s construction phase Qualified Professional for inclusion in the Site Log Book. 3. Identify at least one Trained Individual that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Individual is on site on a daily basis when soil disturbance activities are being performed. 4. Provide the names and addresses of all subcontractors working on the project site. Require all subcontractors who will be involved with the major construction activities that will result in soil disturbance to identify at least one Trained Individual that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Contractor’s Certification Form and forward to the Operator’s construction phase Qualified Professional for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 5. Prepare a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5.4. This plan shall be provided to the Operator’s construction phase Qualified Professional for inclusion in the Site Log Book. 6. Participate in pre-construction meeting which shall include the Operator, Operator’s construction phase Engineer, and all sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 7. 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 and Operator’s design Qualified Professional so that the SWPPP can be modified accordingly. 8. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 9. Conduct daily 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. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 0 10. Maintain a record of the dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated, until such time as the NOT is filed. A log for keeping such records is provided in Appendix E. 11. Provide monthly training sessions for all entities and subcontractors involved with installing, applying, performing, maintaining and inspecting measures outlined within this SWPPP. 12. Begin implementing corrective actions within one day of receipt of notification by the Qualified Inspector that deficiencies exist with the erosion and sedimentation control measures employed at the site. Corrective actions shall be completed within a reasonable time frame. 13. Comply with all site posting requirements identified herein and on the construction plans. 14. Maintain the site Log Book with all required documentation identified in the previous sections. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 1 SWPPP Participants 1. Design Engineer: Mr. Ryan Trunko, P.E. GPI/Greenman-Pedersen, Inc. 80 Wolf Rd, Suite 600 Albany, NY 12205 Phone: 518.453.9431 2. Construction Qualified1: Name and Title: Professional Company Name: Mailing Address: Phone: Fax: 3. Operator: Matt LaLone 1 Kaydeross Ave West LLC 1700 Shawsheen St., 2nd Floor Tewksbury, MA 01876 4. Contractor2: Name and Title: Company Name: Mailing Address: Phone: Fax: 1 Construction Phase Engineer information to be entered once selected and if different from design engineer. 2 Contractor’s information to be entered once the Contractor has been selected. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 2 3.0 SITE CHARACTERISTICS 3.1 Land Use & Topography The proposed project site encompasses approximately ±2.9-acres over two tax parcels (191- 2-26 and 191-2-49), with ±1.89 acres of soil disturbance, and is located within the city of Saratoga Springs. The land currently consists of several buildings, including PJ’s Bar-B-QSA, associated parking areas and grassy fields. Within the nearby vicinity of the project site are woods, residential properties, and a motel. The project site is to be redesigned to maintain PJ’s BBQ and replace the other two structures with a new building, expand onsite parking, and improve landscaping. The site also includes electrical and utility features, some of which will need to be extended or improved for the proposed work. Existing grades for the project site and surrounding area generally slope from the northwest to the south/southeast. A drainage ditch is present along the western property line, along the eastern side of US 9, which flows south to the culvert under Kaydeross Ave W. In addition, a catch basin is located at the northeast corner of the project site and discharges, via a 12” pipe, to a ditch located at the southeast corner. This ditch flows to the east along the northern side of Kaydeross Ave W. Ultimately all site runoff discharges into Kaydeross Creek. 3.2 Soils & Groundwater The United States Department of Agriculture (USDA) Soil Conservation Service (SCS) Soil Survey for Westchester County was reviewed and identified surficial soil conditions for the study area. The SCS identified the presence of one series of soil types, “BmB”. Soil survey maps are provided in Appendix G. The SCS defines the map unit “BmB – Bernardston silt loam” as a moderately well drained soil formed from loamy, acid, dense till derived mainly from phyllite, shale, slate, and schist. Table 1: Soil Data Map Symbol & Description Hydrologic Soil Group Permeability (inches/hour) Depth to Water Table (feet) Depth to Bedrock (feet) BmB – Bernardston silt loam C/D 0.26 1.5-2 2-3 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 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 3 sands or gravelly sands. These soils have a moderate rate of water transmission.  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 C Soils: Soils having a low infiltration rate when thoroughly wet and consisting chiefly of soils with a layer that impedes downward movement of water and soils with moderately fine-to-fine texture. These soils have a low 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. Type D soils were used in modeling to accurately reflect the saturated soil conditions during a storm event. 3.3 Watershed Designation The project site is not located in a restricted watershed identified in appendix C of GP-0-20- 001. 3.4 Receiving Water Bodies Existing stormwater runoff within the project site flows south to a drainage ditch along US 9 or to the drainage ditch along Kaydeross Avenue W. Both ditches ultimately discharge to Kaydeross Creek, located off site. The site does not discharge into waters classified in the Section 303(d) list of impaired waters found in appendix E of GP-0-20-001. 3.5 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). 3.6 Wetlands There are no federal or state mapped wetlands located within the project site based on the National Wetlands Inventory mapper and the NYSDEC Environmental Resource mapper. However, the site is located within the state wetland check zone. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 4 3.7 Flood Plains According to the National Flood Insurance Program Flood Insurance Rate Map (FIRM) (Panel 287 of 426 for Westchester County, New York) the project site lies within Zones X – an area determined to reside outside of the 500-year floodplain. 3.8 Historic Places The project location was reviewed on to the New York State Office of Parks, Recreation and Historic Preservation (NYSOPRHP) Division for Historic Preservation website. The site is located within an archeologically sensitive zone. The NYSOPRHP was contacted to determine if any properties, including archeological and/or historic resources will be impacted by the project. A response has not been received date. The NYSOPRHP response letter will be included within Appendix H once received. 3.9 Rainfall Data Rainfall data utilized in the modeling and analysis were obtained from NOAA’s National Weather Service. Rainfall data averaged from the closest rainfall stations to the project site for various 24-hour storm events is presented in Table 2: Table 2: Rainfall Data Storm Event Return Period 24-Hour Rainfall (inches) 90% Rainfall 1.1 1-year 2.27 10-year 3.78 25-year 4.48 100-year 5.56 These values were used to evaluate the stormwater runoff characteristics and hydraulic analysis of the closed drainage systems and stormwater management practices. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 5 4.0 CONSTRUCTION SEQUENCE This project’s total disturbance area does not encompass more than five acres of land. Therefore, written approval from NYSDEC allowing the disturbance of more than five acres of land at any one time is not required. 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 identify 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 and Operator’s Quality Professional 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 seen 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. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 6 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment transport off-site, and after construction, to control the quality and quantity of stormwater runoff from the developed site. Erosion control measures, designed to minimize soil loss, and sediment control measures, intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties, have been developed in accordance with the following documents: NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-20-001 (effective January 29, 2020 through January 28, 2025) New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction sequence for implementing the erosion and sediment control measures. The SWPPP and accompanying plans 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 as much as possible. 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 shall be planned to minimize the area and duration of soil disruption. 4. Permanent traffic corridors shall be established and “routes of convenience” shall be avoided. 5.1 Temporary Erosion & 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 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on the site. Dust control must be provided by the general Contractor to a degree that is acceptable 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 7 to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.2 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 areas away from storm drainage, water bodies and/or courses, and will be properly protected from erosion by a surrounding silt fence barrier. 5.1.3 Sediment Control Barrier Prior to the initiation of and during construction activities, a sediment control barrier (i.e.: silt fence, compost filter sock, etc.) will be established along the down slope perimeter of areas to be disturbed as a result of the construction which lie up gradient of watercourses or adjacent properties. 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 barriers. To facilitate effectiveness of the barriers, daily inspections and inspections immediately after significant storm events will be performed by site personnel. Maintenance of the barrier will be performed as needed. 5.1.4 Temporary Seeding Areas undergoing clearing or grading and any areas disturbed by construction activities where work is delayed, suspended, or incomplete and will not be re-disturbed for 21 days or more shall be stabilized with temporary vegetative cover within 14 days after construction activity in that portion of the site has ceased. 5.1.5 Sediment Barrier Inlet Protection Typical Sediment Control Barriers will be placed around both existing catch basins and proposed catch basins once they have been installed, to keep sediment from entering the catch basins and storm sewer system. During construction, sediment barriers shall be replaced as necessary to ensure proper function of the structure. 5.1.6 Erosion Control Blanket Erosion control blankets shall be installed on all slopes exceeding 3:1. Turf Reinforcement Mats shall be used within the stormwater swales. Erosion control blankets provide temporary erosion protection, rapid vegetative establishment, and long-term erosion resistance to shear stresses associated with high runoff flow velocities associated with steep slopes. 5.2 Permanent Erosion & Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 8 5.2.1 Soil Restoration Soil Restoration is a required practice applied across areas of a development site where soils have been disturbed and will be vegetated in order to recover the original properties and porosity of the soil. Healthy soil is vital to a sustainable environment and landscape. The contractor shall implement soil restoration practices in accordance with Table 5.3 of the NYSDEC Stormwater Management Design Manual, included as Table 3 below. Table 3: Soil Restoration Requirements Type of Soil Disturbance Soil Restoration Requirement Comments/Examples No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is stripped only- no change in grade HSG A&B HSG C&D Protect area from any ongoing construction activities Apply 6 inches of topsoil Aerate* and apply 6 inches of topsoil Areas of cut or fill HSG A&B HSG C&D Aerate* and apply 6 inches of topsoil Apply full Soil Restoration** Heavy traffic areas on site (especially in a zone 5-25-feet around buildings but not within a 5-foot perimeter around foundation walls) Apply full Soil Restoration** (de- compaction and compost enhancement) Areas where Runoff Reduction and/or infiltration practice are applied Restoration not required, but may be applied to enhance the reduction specified for appropriate practices Keep construction equipment from crossing these areas. To protect newly installed practice from any ongoing construction activities construct a single-phase operation fence area Redevelopment projects Soil Restoration is required on redevelopment projects in areas where existing impervious area will be converted to pervious area *Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil, a roller with many spike making indentations in the soil, or prongs which function like a mini-subsoiler. **Per “Deep Ripping and De-compaction, DEC 2008” 5.2.2 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. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 1 9 All areas at final grade must be seeded and mulched within 14 days after completion of the major construction activity. All seeded areas should be protected with mulch. Final site stabilization is achieved when all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. 5.2.3 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 depth, velocity, and energy of water, such that the flow will not erode the receiving watercourse or water body. 5.3 Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: 5.3.1 Solid & Liquid Waste Disposal No solid or liquid waste materials, including building materials, shall be discharged from the site with stormwater. All solid waste, including disposable materials incidental to any construction activities, must be collected and placed in containers. The containers shall be emptied periodically by a licensed trash disposal service and hauled away from the site. Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed of so that it will not flow from the site or enter groundwater, even if this requires removal, treatment, and disposal of soil. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 5.3.2 Sanitary Facilities Temporary sanitary facilities will be provided by the Contractor throughout the construction phase. They must be utilized by all construction personnel and will be serviced by a licensed commercial Contractor. These facilities must comply with state and local sanitary or septic system regulations. 5.3.3 Water Source Non-stormwater components of site discharge must be clean water. Water used for construction, which discharges from the site, must originate from a public water supply or private well approved by the Health Department. Water used for construction that does not originate from an approved public supply must not discharge from the site; such water can be 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 0 retained in ponds until it infiltrates and/or evaporates. 5.4 Construction Housekeeping Practices During the construction phase, the general Contractor will implement the following measures: 5.4.1 Material Stockpiles Material resulting from the clearing and grubbing operation will be stockpiled up slope from adequate sedimentation controls. 5.4.2 Equipment Cleaning & Maintenance The general Contractor will designate areas for equipment cleaning, maintenance, and repair. The general Contractor and subcontractors will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.4.3 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 5.4.4 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed for the site by the Contractor. The plan shall detail the steps needed to be followed in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Material Safety Data Sheets (MSDS) for all materials to be stored on- site. All workers on-site will be required to be trained on safe handling and spill prevention procedures for all materials used during construction. Regular tailgate safety meetings shall be held and all workers that are expected on the site during the week shall be required to attend. 5.4.5 Concrete Wash Areas Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in specifically designated diked and impervious washout areas which have been prepared to prevent contact between the concrete wash and storm water. Waste generated from concrete wash water shall not be allowed to flow into drainage ways, inlets, receiving waters or highway right of ways, or any location other than the designated Concrete Wash Areas. Proper signage designating the “Concrete Wash Areas” shall be placed near the facility. Concrete Wash Areas shall be located at minimum 100 linear feet from drainage ways, inlets and surface waters. The hardened residue from the Concrete Wash Areas will be disposed of in the same manner as other non-hazardous construction waste materials. Maintenance of the wash area is to include removal of hardened concrete. Facility shall have sufficient volume to contain all the concrete waste resulting from washout and a minimum freeboard of 12 inches. Facility shall 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 1 not be filled beyond 95% capacity and shall be cleaned out once 75% full unless a new facility is constructed. The Contractor will be responsible for seeing that these procedures are followed. Saw-cut Portland Cement Concrete (PCC) slurry shall not be allowed to enter storm drains or watercourses. Saw-cut residue should not be left on the surface of pavement or be allowed to flow over and off pavement. The Project may require the use of multiple concrete wash areas. All concrete wash areas will be located in an area where the likelihood of the area contributing to storm water discharges is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to stormwater discharges. 5.4.6 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that minimizes the impacts of the construction materials effecting stormwater quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. 5.5 Winter Shutdown Plan The contractor shall implement the following procedures in order to stabilize the site against erosion during a period of winter shutdown. In areas where vegetation has not been established when the winter shutdown is to be implemented, the contractor shall implement one or more of the following devices. Jute/Coconut fiber blankets Geotextile Hay/straw or mulch Alternate method to be approved by the Design and Municipal Engineer The project site needs to be fully stabilized by November 15th or winter stabilization requirements must be implemented. Inspections shall proceed as outlined in the inspection section of this document. Inspections shall also be conducted after significant snowmelt has been documented. If damage has been documented during the inspection, the contractor shall provide repairs prior to the next scheduled inspection. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 2 5.6 Winter Stabilization Requirements Any construction activities with ongoing land disturbance and exposure, or project sites that have not been fully stabilized for winter shutdown, require additional erosion and sediment control measures during the winter season. Per New York State Standards and Specifications for Erosion and Sediment Control, the “winter season” is defined as the period from November 15th to the following April 1st. During this time, the standard inspection schedule shall continue as outlined in the inspection section of this document. The winter stabilization measures described in the following sections are included as part of the construction documents. 5.6.1 Snow Management The contractor shall designate areas with adequate storage capacity for snow and control of melt water that does not affect ongoing construction activities. Drainage structures must be kept open and free of snow and ice dams. All debris, ice dams or debris from plowing operations that restrict the flow of runoff shall be removed. 5.6.2 Construction Access The stabilized construction access shall be maintained and kept free from debris and snow. All construction access points shall be enlarged and stabilized to provide for snow management and stockpiling. The intent is to maintain the existing travel width and not restrict construction access. Stone paths shall be used to stabilize access perimeters of buildings under construction and areas where construction vehicle traffic is anticipated. The stone paths shall be a minimum 10’ wide or wider to accommodate equipment. 5.6.3 Sediment Control Barrier/Silt Fence Sediment barriers must be installed at all appropriate perimeter and sensitive locations before the ground freezes. A minimum 25-foot buffer shall be maintained from all perimeter controls such as silt fence. Mark silt fence with tall stakes (min. 5’ exposed) that are visible above the snow pack. Edges of disturbed areas that drain to a waterbody within 100 feet will have 2 rows of silt fence, spaced 5 feet apart, installed on the contour. Sediment barrier must be installed at least 15’ from the toe of the soil stockpile to prevent soil migration. 5.6.4 Soil Stabilization In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures should be initiated by the end of the next business day and completed within three days. Mulch used for stabilization shall be applied at double the standard rate. Rolled erosion control blankets/turf reinforcement mat must be used on all slopes 3 horizontal to 1 vertical or steeper and within the stormwater swales. Soil stockpiles must be protected by the use of vegetation establishment, anchored straw mulch, rolled stabilization matting, or other durable covering. To ensure adequate stabilization of disturbed soil in advance of a melt event, areas of disturbed soil shall be stabilized at the end of the workday unless work will resume within 24 hours in the same area and no precipitation is forecasted or the work is in an area that collects and retains runoff. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 3 6.0 POST-CONSTRUCTION STORMWATER CONTROL The goals of this Stormwater Management Plan are to minimize the impact to the quality of runoff exiting the site. The NYS Stormwater Management 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. The proposed storm water management system has been designed to meet the New York State Stormwater Management Design Manual (NYSSMDM) August 2015 edition. This version of the NYSSDM requires runoff reduction volume as well as encouraging green infrastructure techniques. Planners and designers must address a six-step approach to site planning and SMP selection. The following is the six-step process and applicable design considerations for this project. 1. Site Planning to preserve natural features and reduce impervious cover. The site has been designed to minimize the impervious cover to the maximum extent practical. Impervious areas were limited to the minimum requirements needed for the proposed building and parking; banked parking spaces are shown in an effort to conserve green space. The GI Planning Worksheet has been completed and can be found in Appendix L. 2. Calculation of the Water Quality Volume (WQv) for the site The water quality volume for the applicable areas of work has been calculated using NYSSMDM Chapter 9 redevelopment criteria. Redevelopment criteria states that new impervious areas are required to treat 100% of the WQv and redeveloped impervious areas are required to treat 25% of the WQv. The required WQv amount was calculated in a piecewise equation and included in Appendix L. 3. Incorporation of green infrastructure techniques and standard SMP’s with Runoff Reduction Volume (RRv) Capacity. According to the NYSSMDM, Green Infrastructure techniques are required for all new impervious areas. The project design explored many different options for handling the stormwater onsite. The project proposes to use a bioretention area with underdrains to treat redeveloped and new impervious areas. 4. Calculation of the minimum (RRv) for the site The minimum runoff reduction volume for the site has been calculated for the new impervious area and can be found in Appendix L of this report. 5. Apply Standard Stormwater Management Practices to address remaining Water 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 4 Quality Volume This project proposes to handle the required WQv using runoff reduction techniques and standard stormwater management practices with runoff reduction capability. 6. Apply volume and peak rate controls practices if still needed to meet requirements The project is not subject to requirements to control for volume and peak rate discharges due to redevelopment activities resulting in no change to hydrology that increases the discharge rate from the project site. 6.1 Stormwater Control Practices Stormwater runoff from the proposed construction will be collected and conveyed to the control system(s) described herein through a combined open and closed storm sewer network. The closed storm sewer network portion of the system, consisting of catch basins and high- density polyethylene piping (HDPE), has been designed to convey the 10-year storm event. The stormwater quantity and quality control systems described in the following sections have been incorporated into the stormwater management plan for this project. Design and sizing of the stormwater management practices can be found in Appendix L. None of the stormwater management facilities to be constructed as part of this project meet the NYSDEC criteria that define a dam. Therefore, they have no dam classification. 6.1.1 Bioretention (F-5) Bioretention areas are stormwater filtering systems that capture and temporarily store the WQv before passing it through a filter bed of soil. Filtered runoff will partially be exfiltrated into the soil or returned to the conveyance system. Pre-treatment will be provided by a hydrodynamic separator to trap coarse elements before they enter the stormwater facility. The pretreatment unit proposed for this site is a Cascade Separator Unit 3 by Contech or approved equal. The bioretention area has been designed to pond 0.5-ft before discharging via a standpipe. The bioretention area (F-5) was developed according to the criteria set forth in Section 6.4 “Stormwater Filtering Systems” of the NYS Stormwater Management Design Manual. The bioretention area was sized using the available NYSDEC Green Infrastructure Worksheets, which can be found in Appendix L. 6.2 Stormwater Quality Analysis 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 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 5 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. 6.2.1 NYSDEC Requirements The NYS Stormwater Management 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 NYS SMDM defines the Water Quality Volume as follows: WQv = ( )( )( )[ ] 12 ARPV Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I), minimum Rv = 0.2 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. 6.2.2 Methodology The bioretention area has been sized to accommodate the Water Quality Volume, as per the performance criteria presented in Chapter 9 of the NYS SMDM. The Chapter 9 redevelopment criteria requires treatment of 100% of the WQv for the new impervious area proposed. The project will use a runoff reduction technique and standard stormwater management practices with runoff reduction volume capacity to handle the WQv. Since runoff reduction techniques are not required for redevelopment portions of a project, the Minimum Runoff Reduction Volume (RRv) was calculated for all new impervious areas. Design computations for the initial Water Quality Volume (WQv) required and the Minimum Runoff Reduction Volume (RRv) required are presented in Appendix L. 6.2.3 Performance Summary Table 4 summarizes the Water Quality Volume requirements, WQv provided, and runoff reduction volume provided by each practice. The WQv was calculated using a piecewise equation to treat 100% of new impervious and 25% of redeveloped impervious area. This calculation can be found in Appendix L and is used in the GI Worksheets. The bioretention area was sized to meet RRv and WQv requirements for the project’s disturbed area. The required WQv calculated for project site was calculated to be 2,075-CF. The minimum RRv was calculated to be 131-CF. The bioretention practice has been designed to provide 845-CF 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 6 of RRv and an additional 1,258-CF of WQv. The sum of the volume of the reduced and treated is 2,102-CF; therefore, the project meets the requirements. Based on the design criteria, the project should not have a significant adverse impact on the quality of the receiving waterbody. Table 4: Summary of WQ Practices 6.3 Stormwater Quantity Analysis 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. 6.3.1 NYSDEC Requirements The NYS Stormwater Management 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 Design 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 design 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 design point, the post-development 100-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. When redevelopment criteria is used to design the project, NYSDEC requires that the hydrology and hydraulic analysis for the project site shows that the post construction 1-year SWM Practice Number SWM Practice Type NYS DEC Design Variant Tributary Drainage Area (acres) Tributary Impervious Area (acres) WQv Required (CF) Provided RRv (CF) Provided WQv (CF) 1 Bioretention F-5 0.81 0.54 2,075 845 1,258 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 7 24 hour discharge rate and velocity are less than or equal to the post-construction 1-year 24 hour discharge rate and velocity. Providing detention of the 1-year storm is not required. In addition, NYSDEC waives the requirements for the Channel Protection, Overbank Flood Control and Extreme Flood Control if the overall runoff volume leaving the site is equal to or less than existing conditions. Subsequently this project is not subject to these requirements. 6.3.2 Methodology In order to demonstrate that detention storage requirements are being met, the NYS Stormwater Management Design Manual requires that a hydrologic and hydraulic analysis of the pre- and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. For this analysis, the watershed and drainage system were broken down into a network consisting of three types of components as described below: A. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. B. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. C. 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 J and Appendix K. 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 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 8 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 facilities were designed and evaluated in accordance with the NYS Stormwater Management Design Manual and local regulatory requirements. The hydrologic and hydraulic analysis considered the SCS, Type II 24-hour storm events identified in Table 5. Table 5: Design Events Facility 24-hour Storm Event Storm Sewer 10- year Stormwater Management Systems 1-year 10-year 100-year 6.3.3 Description of Design Points The project site and study area consist of the ±3.03-acres. 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 a Design Point (DP) in order to compare the effects resulting from stormwater management facilities proposed as part of the project. Descriptions of each of the selected design points are provided below. Design Point 1: Existing drainage ditch along US 9. Design Point 2: Existing drainage ditch along Kaydeross Ave W. 6.3.4 Pre-development Watershed Conditions The pre-development project site contains several buildings, a gravel parking area, an asphalt parking area, a grassed and small wooded area. 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 J. Summaries of the subcatchments are as follows: Subcatchment DA-1 is comprised of the western portion of the site which is gently sloped from north to south. This drainage area includes PJ’s BBQ, the gravel parking area, grassed areas, and a portion of the asphalt parking lot. Runoff captured by the drainage ditch flows along US 9 and discharges to the culvert under Kaydeross Ave W., Design Point 1. Subcatchment DA-2 is comprised of the eastern portion of the site which is gently sloped from north to south. This drainage area includes a structure, gravel trailer storage, grassed 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 2 9 area, wooded areas, and a portion of the asphalt parking lot. Runoff is captured by the drainage ditch that begins at the southeast corner of the site and flows along the northern side of Kaydeross Ave W., Design Point 2. The results of the computer modeling used to analyze the overall watersheds under pre- development conditions are presented in Appendix J. A summary of the pre-development watershed runoff rates at each design point is presented in Table 6. 6.3.5 Post-development Watershed Conditions The proposed project will redevelop the majority of the site. Alternations will consist primarily of the demolition of some of the existing structures, redevelopment of parking areas, new building, site grading, new concrete walkways, installation of site lighting, and the installation of a stormwater drainage and management system. The contributing post-development watershed areas contains three (3) subcatchments to analyze the storm system. Existing drainage patterns were altered as minimally as possible, and the post-development project maintains the same design points. Overall, the post- development project meets the required WQv criteria using a bioretention area to treat new impervious and redeveloped areas. The Post-Development Watershed Delineation Map has been provided in Appendix K. A description of each subcatchment is as follows: Subcatchment DA-1 This drainage area includes PJ’s BBQ, grass areas, and a portion of the redeveloped asphalt parking lot. Runoff will be captured by the existing drainage ditch that flows along the eastern side of US 9 and discharges to the culvert under Kaydeross Ave W., Design Point 1. Subcatchment DA-2a is comprised of the northern portion of the site which is sloped from north to south. This drainage area includes the newly installed driveway and parking area, the new building, and some grassed area. Runoff will be captured by the proposed stormsewer system, pretreated within the hydrodynamic separator, and treated within the bioretention area before discharging to the existing drainage ditch that begins at the southeast corner of the site and flows along the northern side of Kaydeross Ave W., Design Point 2. Subcatchment DA-2b is comprised of the southeastern portion of the site, which is gently sloped from north to south, and includes the undisturbed northeast corner of the site which bypasses the bioretention area. This drainage area includes a portion of the grassed area, wooded areas, and a portion of the redeveloped asphalt parking lot. Runoff sheetflows to the southeast corner of the site or is captured by the existing catch basin at the northeastern corner of the site and discharges to the southeast corner of the site and drainage ditch which then flows along the northern side of Kaydeross Ave W., Design Point 2. The results of the computer modeling used to analyze the overall watershed under post- development conditions are presented in Appendix K. A summary of the post-development 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 3 0 watershed runoff rates at each design point is presented in Table 6. 6.3.6 Performance Summary A comparison of the pre- and post-development watershed conditions was performed for all design points and storm events evaluated herein. This comparison demonstrates that the peak rate of runoff will not be increased, and pre-development rates will be maintained. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre-development and post- development watersheds are presented in Appendix J and Appendix K, respectively. Table 6 summarizes the results of this analysis. Table 6: Summary of Pre- and Post-Development Peak Discharge Rates Pre- vs. Post-Development Discharge Rate (cfs) Design Point (DP) 1-year 24-hour storm event 10-year 24-hour storm event 100-year 24-hour storm event Pre Post Pre Post Pre Post 1 1.55 1.09 3.02 2.24 4.75 3.61 2 2.48 1.53 5.79 5.42 9.93 8.98 7.0 INSPECTION & MAINTENANCE RESPONSIBILITIES 7.1 Inspection & Maintenance Requirements 7.1.1 Pre-Construction Inspection & Certification Prior to the commencement of construction, the Owner and Operator’s 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 Owner and Operator’s Qualified Professional once the erosion and sediment control measures have been installed. 7.1.2 Construction Phase Inspections & Maintenance A Qualified Inspector, as defined in appendix A of the General Permit GP-0-20-001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of at least once every seven calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 3 1 these inspections, the qualified inspector 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. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off- site sediment tracking. A stabilized construction entrance will be constructed where vehicles enter and exit. This entrance 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, 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 business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor (or subcontractor) of any corrective actions that need to be taken. The contractor (or subcontractor) shall begin implementing corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 3 2 In addition to the inspections performed by the Owner and Operator’s 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.) 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. 7.1.3 Temporary Suspension of Construction Activities For constructions 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 inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the MS4 Coordinator. 7.1.4 Partial Project Completion For constructions 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 Qualified Inspector inspections can stop. Prior to the shutdown, the Owner/Operator shall notify the MS4 Coordinator. If soil disturbance activities have not resumed within two (2) years from the date of shutdown, a Notice of Termination (NOT) form shall be properly completed and submitted to the NYSDEC. 7.1.5 Post-Construction Inspections & Maintenance Inspections and maintenance shall be performed in accordance with Appendix M, when all disturbed areas are stabilized, and all stormwater management systems are in place and operable. 7.2 Reporting Requirements 7.2.1 Inspection & Maintenance Reports Inspection/maintenance reports shall be prepared prior to and during construction in accordance with the schedule outlined herein and in the SPDES General Permit GP-0-20-001 1 Kaydeross Redevelopment> Saratoga Springs, New York SWPPP April 2024 GPI# ALB-2300120.00 p a g e | 3 3 Part IV.C.2. The reports shall be prepared to identify and document the maintenance of the erosion and sediment control measures. A sample inspection form is provided in Appendix D. Specifically, each inspection shall record the following information: 1. Date and time of inspection. 2. Name and title of person(s) performing inspection. 3. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection. 4. A description of the condition of the runoff at all points of discharge (including conveyance systems and overland flow) from the construction site. This shall include identification of any discharges of sediment from the construction site. 5. Identification of all erosion and sediment control practices that need repair or maintenance. 6. Identification of all erosion and sediment control practices that were not installed properly or are not functioning as designed and need to be reinstalled or repaired. 7. Description and sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized (temporary and/or final) since the last inspection. 8. 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. 9. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s). 7.2.2 Site Log Book The Owner and Operator’s construction phase Qualified Professional, on behalf of the Owner and operator, shall retain a copy of the SWPPP required by NYSDEC SPDES General Permit GP-0-20-001 at the construction-site from the date of initiation of construction activities to the date of final stabilization. During construction, the Owner and Operator’s construction phase Qualified Professional shall maintain a record of all SWPPP inspection reports at the site in the Site Log Book. The Site Log Book shall be maintained on-site and made available to the permitting authority. 7.2.3 Post Construction Records & Archiving Following construction, the Owner and Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of all data used to complete the NOI to be covered by this permit, for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the Department, in its sole discretion, at any time upon written notification. Record shall be maintained of all post construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix M. APPENDIX A: NYSDEC SPDES General Permit GP-0-15-002 APPENDIX B: Notice of Intent (NOI) MS4 Acceptance Form Owner Operator Certification NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15. City/State/Zip: 16. Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form -continued V. Certification Statement -MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC -MS4 SWPPP Acceptance Form -January 2015) Page 2 of 2 Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP-0-20-001) Project/Site Name: ________________________________________________________ eNOI Submission Number: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name M.I. Last Name ___________________________________________________________ Signature ________________________________ Date SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-0 01) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 APPENDIX C: Contractor’s Certification Form (Sample Form) Greenman-Pedersen, Inc. 80 Wolf Road, Suite 600 Albany, NY 12205 p 518-453-9431 An Equal Opportunity Employer Stormwater Pollution Prevention Plan Contractor or Subcontractor Certification Statement 2023 Bond – 1 Kaydeross Redevelopment 1 Kaydeross Ave W, Saratoga Springs, New York Each Contractor and Subcontractor that will be responsible for installing, constructing, repairing, inspecting and/or maintaining the erosion and sediment control practices and post -construction stormwater management control practices included in the SWPPP is required to complete and sign this Certification Statement before commencing any construction activity at the site. The completed Certification Statement(s) shall be maintained at the construction site. Contracting Firm Information Name: _______________________________________________________________________________________ Address: _______________________________________________________________________________________ _______________________________________________________________________________________ Telephone & Fax: _______________________________________________________________________________________ Contractor’s Responsibilities Regarding SWPPP Implementation _____________________________________________________________________________________________________________ _____________________________________________________________________________________________________________ Trained Individual(s) Responsible for SWPPP Implementation1 (Provide name, title, and date of last training) _____________________________________________________________________________________________________________ _____________________________________________________________________________________________________________ Contractor or Subcontractor Certification2 I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharges from construction a ctivities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information i s a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: __________________________________________________________________________________________________ Title/Position: __________________________________________________________________________________________________ Signature: __________________________________________ Date: _________________________________ 1 A Trained Individual means an employee from a contracting (construction) firm that has received four (4) hours of training, which has been endorsed by the NYSDEC, from a Soil and Water Conservation District, CPESC, Inc. or other NYSDEC endorsed entity, in proper erosion and sediment control principles no later than two (2) years from the date GP-0-20-001 was issued. After receiving initial training, the Trained Individual shall receive four (4) hours of training every three (3) years. This individual will be responsible for implementation of the SWPPP. 2 Signatory Requirements: a. For a corporation, this form shall be signed by (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principle business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. b. For a partnership or sole proprietorship, this form shall be signed by a general partner or the proprietor, respectively. c. For a municipality, State, Federal, or other public agency, this form shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. Regional Administrators of EPA). APPENDIX D: Inspection Report (Sample Form) Greenman-Pedersen, Inc. 80 Wolf Road, Suite 600 Albany, NY 12205 p 518-453-9431 An Equal Opportunity Employer Stormwater Pollution Prevention Plan Inspection Report 2023 Bond – 1 Kaydeross Redevelopment 1 Kaydeross Ave W, Saratoga Springs, New York A Qualified Inspector1 shall prepare an inspection report subsequent to each and every inspection, as required in Part IV.C of the SPDES General Permit GP-0-20-001. All sections of this report are to be completed. 1. Inspection Information Inspection number: ___________________________________________ Date and Time of Inspection: ___________________________________________ Weather Conditions: ___________________________________________ Soil Conditions (e.g. dry, wet, saturated): ___________________________________________ 2. Qualified Inspector Information Printed Name: ________________________________________________________________ Title / Position: ________________________________________________________________ Signature: ______________________________ Date: _______________________ 3. On the included site plan, provide a sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized (temporary and/or final) since the last inspection. Provide additional descriptions below if necessary. 1 A Qualified Inspector means a person that is knowledgeable in the principles and practices of erosion and sediment control, s uch as licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), licensed Landscape Architec t, or other Department endorsed individual(s). It also means someone working under the direct supervision of the licensed Professional Engineer or licensed Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that an individual performing a site inspection has received four (4) hours o f training, endorsed by the Department, from a Soil and Water Conservation District, CPESC, Inc. or other Department endorsed entity in proper erosion and sediment control principles no later than two (2) years from the date GP-0-15-002 was issued. After receiving the initial training, an individual working under the direct supervision of the licensed Professional Engineer or licensed Landscape Architect shall receive four (4) hours of training every three (3) years. Note: Inspections of any post -construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Page 2 4. In the following table, provide a description of the condition of the runoff at all points of discharge from the construction site, including conveyance systems (pipes, culverts, ditches, etc.) and overland flow. Identify any discharges of sediment from the construction site. Use additional sheets if necessary. Description of Discharge Point Condition of Runoff Sediment Discharge Noted yes / no Estimated Quantity: yes / no Estimated Quantity: yes / no Estimated Quantity: yes / no Estimated Quantity: 5. For all discharge points where sediment discharge has been noted in the above table, provide detailed corrective actions that are required. Use additional sheets if necessary. Page 3 6. In the following table, provide checkmarks in the appropriate columns to indicate the condition of all erosion and sediment control practices at the site. Erosion & Sediment Control Practice Not Applicable Functioning as designed Needs repair/maintenance Not installed properly Stabilized construction entrance Temporary parking areas Construction vehicle wash areas Silt fence Temporary swales and berms Stone check dams Slope protection measures Dewatering operations Sediment traps Inlet protection measures Soil stockpiles Dust control measures Other: Other: 7. For all erosion and sediment control practices identified in the above table as “needs repair or maintenance” or “not installed properly”, provide detailed corrective actions that are required. Use additional sheets if necessary. Page 4 8. In the following table, indicate the current phase of construction of all post - construction stormwater management practices and identify all construction that is not in conformance with the SWPPP and technical standards. SWM Practice Current Phase of Construction Items not in conformance with the SWPPP 9. For all post-construction stormwater management practices which are identified in the above table as including “items not in conformance with the SWPPP”, provide detailed corrective action(s) that are required to correct the deficiencies. Use additional sheet s if necessary. APPENDIX E: Record of Stabilization and Construction Activity Dates (Sample Form) Greenman-Pedersen, Inc. 80 Wolf Road, Suite 600 Albany, NY 12205 p 518-453-9431 An Equal Opportunity Employer Site Stabilization & Construction Activities Dates 2023 Bond – 1 Kaydeross Redevelopment 1 Kaydeross Ave W, Saratoga Springs, New York Note: This form shall be completed by the Contractor and shall remain as part of the Stormwater Pollution Prevention Plan that is to remain at the project site for the duration of construction. A record of dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated shall be maintained until final site stabilization is achieved and the Notice of Termination is filed. MAJOR GRADING ACTIVITIES: Page ___of___ Description of Activity: ________________________________________________________________________________________ Contractor:_____________________________________________________________________________________________________ Location:_______________________________________________________________________________________________________ Start Date: _________________________________________ Finish Date: ______________________________________________ Description of Activity: ________________________________________________________________________________________ Contractor:_____________________________________________________________________________________________________ Location:_______________________________________________________________________________________________________ Start Date: _________________________________________ Finish Date: ______________________________________________ Description of Activity: ________________________________________________________________________________________ Contractor:_____________________________________________________________________________________________________ Location:_______________________________________________________________________________________________________ Start Date: _________________________________________ Finish Date: ______________________________________________ Description of Activity: ________________________________________________________________________________________ Contractor:_____________________________________________________________________________________________________ Location:_______________________________________________________________________________________________________ Start Date: _________________________________________ Finish Date: ______________________________________________ Description of Activity: ________________________________________________________________________________________ Contractor:_____________________________________________________________________________________________________ Location:_______________________________________________________________________________________________________ Start Date: _________________________________________ Finish Date: ______________________________________________ Description of Activity: ________________________________________________________________________________________ Contractor:_____________________________________________________________________________________________________ Location:_______________________________________________________________________________________________________ Start Date: _________________________________________ Finish Date: ______________________________________________ APPENDIX F: Notice of Termination (NOT) (Sample Form) Page 1 of 3 New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person: 4a.Telephone: 5. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. G All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. G Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. G Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? G yes G no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed? G yes G no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? G yes G no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): G Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. G Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). G For post-construction stormwater management practices that are privately owned, the deed of record has been modified to include a deed covenant that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. G For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, college, university), or government agency or authority, policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? G yes G no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 3 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2010) APPENDIX G: Geotechnical Data and Information United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Saratoga County, New York Natural Resources Conservation Service December 21, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Saratoga County, New York............................................................................13 BmB—Bernardston silt loam, 3 to 8 percent slopes....................................13 PwB—Pittstown silt loam, 3 to 8 percent slopes.........................................14 RhA—Rhinebeck silt loam, 0 to 3 percent slopes.......................................15 References............................................................................................................17 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4766190476621047662304766250476627047662904766310476633047661904766210476623047662504766270476629047663104766330598470 598490 598510 598530 598550 598570 598590 598610 598630 598650 598670 598690 598470 598490 598510 598530 598550 598570 598590 598610 598630 598650 598670 598690 43° 2' 35'' N 73° 47' 28'' W43° 2' 35'' N73° 47' 17'' W43° 2' 30'' N 73° 47' 28'' W43° 2' 30'' N 73° 47' 17'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,100 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 23, Sep 6, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BmB Bernardston silt loam, 3 to 8 percent slopes 3.5 92.4% PwB Pittstown silt loam, 3 to 8 percent slopes 0.0 0.3% RhA Rhinebeck silt loam, 0 to 3 percent slopes 0.3 7.3% Totals for Area of Interest 3.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Custom Soil Resource Report 11 landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Saratoga County, New York BmB—Bernardston silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9w8y Elevation: 0 to 1,000 feet Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Bernardston and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bernardston Setting Landform:Till plains, hills, drumlinoid ridges Landform position (two-dimensional):Summit Landform position (three-dimensional):Crest Down-slope shape:Convex Across-slope shape:Convex Parent material:Loamy, acid, dense till derived mainly from phyllite, shale, slate, and schist Typical profile H1 - 0 to 10 inches: silt loam H2 - 10 to 26 inches: channery loam H3 - 26 to 72 inches: channery silt loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:20 to 30 inches to densic material Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 18 to 24 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C/D Ecological site: F144AY007CT - Well Drained Dense Till Uplands Hydric soil rating: No Minor Components Pittstown Percent of map unit:10 percent Hydric soil rating: No Custom Soil Resource Report 13 Manlius Percent of map unit:5 percent Hydric soil rating: No PwB—Pittstown silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9wcc Elevation: 200 to 520 feet Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Pittstown and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Pittstown Setting Landform:Till plains, hills, drumlinoid ridges Landform position (two-dimensional):Summit Landform position (three-dimensional):Crest Down-slope shape:Concave Across-slope shape:Convex Parent material:Loamy till Typical profile H1 - 0 to 11 inches: silt loam H2 - 11 to 23 inches: gravelly loam H3 - 23 to 72 inches: gravelly loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:15 to 30 inches to densic material Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.57 in/hr) Depth to water table:About 18 to 30 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C/D Ecological site: F144AY037MA - Moist Dense Till Uplands Custom Soil Resource Report 14 Hydric soil rating: No Minor Components Bernardston Percent of map unit:10 percent Hydric soil rating: No Manlius Percent of map unit:10 percent Hydric soil rating: No RhA—Rhinebeck silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9wcf Elevation: 80 to 1,000 feet Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: Prime farmland if drained Map Unit Composition Rhinebeck and similar soils:70 percent Minor components:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Rhinebeck Setting Landform:Lake plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Parent material:Clayey and silty glaciolacustrine deposits Typical profile H1 - 0 to 11 inches: silt loam H2 - 11 to 37 inches: silty clay H3 - 37 to 72 inches: silty clay loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 6 to 18 inches Frequency of flooding:None Frequency of ponding:None Custom Soil Resource Report 15 Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Ecological site: F144AY018NY - Moist Lake Plain Hydric soil rating: No Minor Components Hornell Percent of map unit:10 percent Hydric soil rating: No Madalin Percent of map unit:10 percent Landform:Depressions Hydric soil rating: Yes Hudson Percent of map unit:10 percent Hydric soil rating: No Custom Soil Resource Report 16 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 17 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 18 APPENDIX H: Historical, Cultural, and Environmental Resources Engineering | Design | Planning | Construction Management Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 p 518-453-9431 An Equal Opportunity Employer HISTORICAL, CULTURAL, AND ENVIRONMENTAL RESOURCES SUMMARY 1 Kaydeross Redevelopment– 1 Kaydeross Ave W 1. USGS Web Soil Survey (http://websoilsurvey.sc.egov.usda.gov/app/homepage.htm) a. HSG Classifications i. BmB, PwB, and RhA are ‘C/D’ 2. National Wetlands Inventory (https://www.fws.gov/wetlands/data/mapper.html) a. Conclusion: no national wetlands are present on the site. Page 2 3. NYSDEC’s Stormwater Interactive Map (http://www.dec.ny.gov/gis/stormwater/) a. Conclusion: i. No impaired bodies of water located at the site ii. Not in a regulated MS4 iii. No water bodies on 303D list (https://www.dec.ny.gov/docs/water_pdf/section303d2018.pdf ) 4. FEMA Flood Maps (https://msc.fema.gov/portal) i. Conclusion: The site lies within zones X (less than 0.2% annual flood chance) Page 3 5. Sole Source, Primary, and Principal Aquifers (https://ny.water.usgs.gov/maps/aquifer/) a. Conclusion: No aquifers located at the site 6. NYSDEC’s Environmental Resource Mapper (http://www.dec.ny.gov/gis/erm/) a. Conclusion: The site is located within the wetland checkzone Page 4 7. Cultural Resources Information System (http://cris.parks.ny.gov/) a. Conclusion: The site is located within an archaeological buffer area 8. NYSDEC’s Environmental Resource Navigator (http://www.dec.ny.gov/gis/facilities) a. Conclusion: i. No sites posing an environmental concern are located in the vicinity of the project site. APPENDIX I: Figures GREENMAN-PEDERSEN, INC. CONSULTING ENGINEERS 1 KAYDEROSS REDEVELOPMENT LOCATION MAP 1 KAYDEROSS AVE WEST SARATOGA SPRINGS, NEW YORK PROJECT LOCATION APPENDIX J: Pre-Development Drainage and HydroCAD Calculations Pre-Development DA-1 West DA-2 East Routing Diagram for 1 Kaydeross Prepared by Greenman-Pedersen, Inc, Printed 4/11/2024 HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 2HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.850 80 >75% Grass cover, Good, HSG D (DA-1, DA-2) 1.050 98 Paved parking, HSG D (DA-1, DA-2) 0.140 77 Woods, Good, HSG D (DA-2) 3.040 86 TOTAL AREA 1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 3HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.040 HSG D DA-1, DA-2 0.000 Other 3.040 TOTAL AREA 1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 4HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 1.850 0.000 1.850 >75% Grass cover, Good DA-1, DA-2 0.000 0.000 0.000 1.050 0.000 1.050 Paved parking DA-1, DA-2 0.000 0.000 0.000 0.140 0.000 0.140 Woods, Good DA-2 0.000 0.000 0.000 3.040 0.000 3.040 TOTAL AREA Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 5HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: West Runoff = 1.55 cfs @ 12.08 hrs, Volume= 0.096 af, Depth> 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.27" Area (ac) CN Description 0.520 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D 0.890 91 Weighted Average 0.370 41.57% Pervious Area 0.520 58.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0800 0.12 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.2 91 0.0057 1.22 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 1.0 104 0.0033 1.69 1.33 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 16.0 295 Total Subcatchment DA-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)10Type II 24-hr 1-yr Rainfall=2.27" Runoff Area=0.890 ac Runoff Volume=0.096 af Runoff Depth>1.30" Flow Length=295' Tc=16.0 min CN=91 1.55 cfs Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 6HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: East Runoff = 2.48 cfs @ 12.09 hrs, Volume= 0.153 af, Depth> 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.27" Area (ac) CN Description 0.530 98 Paved parking, HSG D 0.140 77 Woods, Good, HSG D 1.480 80 >75% Grass cover, Good, HSG D 2.150 84 Weighted Average 1.620 75.35% Pervious Area 0.530 24.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0700 0.11 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.6 260 0.0300 2.79 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 16.2 360 Total Subcatchment DA-2: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)210Type II 24-hr 1-yr Rainfall=2.27" Runoff Area=2.150 ac Runoff Volume=0.153 af Runoff Depth>0.85" Flow Length=360' Tc=16.2 min CN=84 2.48 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 7HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: West Runoff = 3.02 cfs @ 12.08 hrs, Volume= 0.195 af, Depth> 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.78" Area (ac) CN Description 0.520 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D 0.890 91 Weighted Average 0.370 41.57% Pervious Area 0.520 58.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0800 0.12 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.2 91 0.0057 1.22 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 1.0 104 0.0033 1.69 1.33 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 16.0 295 Total Subcatchment DA-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)3210Type II 24-hr 10-yr Rainfall=3.78" Runoff Area=0.890 ac Runoff Volume=0.195 af Runoff Depth>2.62" Flow Length=295' Tc=16.0 min CN=91 3.02 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 8HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: East Runoff = 5.79 cfs @ 12.08 hrs, Volume= 0.360 af, Depth> 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.78" Area (ac) CN Description 0.530 98 Paved parking, HSG D 0.140 77 Woods, Good, HSG D 1.480 80 >75% Grass cover, Good, HSG D 2.150 84 Weighted Average 1.620 75.35% Pervious Area 0.530 24.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0700 0.11 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.6 260 0.0300 2.79 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 16.2 360 Total Subcatchment DA-2: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)6543210Type II 24-hr 10-yr Rainfall=3.78" Runoff Area=2.150 ac Runoff Volume=0.360 af Runoff Depth>2.01" Flow Length=360' Tc=16.2 min CN=84 5.79 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 9HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: West Runoff = 3.70 cfs @ 12.08 hrs, Volume= 0.242 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (ac) CN Description 0.520 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D 0.890 91 Weighted Average 0.370 41.57% Pervious Area 0.520 58.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0800 0.12 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.2 91 0.0057 1.22 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 1.0 104 0.0033 1.69 1.33 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 16.0 295 Total Subcatchment DA-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)43210Type II 24-hr 25-yr Rainfall=4.48" Runoff Area=0.890 ac Runoff Volume=0.242 af Runoff Depth>3.26" Flow Length=295' Tc=16.0 min CN=91 3.70 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 10HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: East Runoff = 7.41 cfs @ 12.08 hrs, Volume= 0.465 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (ac) CN Description 0.530 98 Paved parking, HSG D 0.140 77 Woods, Good, HSG D 1.480 80 >75% Grass cover, Good, HSG D 2.150 84 Weighted Average 1.620 75.35% Pervious Area 0.530 24.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0700 0.11 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.6 260 0.0300 2.79 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 16.2 360 Total Subcatchment DA-2: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)876543210Type II 24-hr 25-yr Rainfall=4.48" Runoff Area=2.150 ac Runoff Volume=0.465 af Runoff Depth>2.59" Flow Length=360' Tc=16.2 min CN=84 7.41 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 11HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: West Runoff = 4.75 cfs @ 12.07 hrs, Volume= 0.315 af, Depth> 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.56" Area (ac) CN Description 0.520 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D 0.890 91 Weighted Average 0.370 41.57% Pervious Area 0.520 58.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0800 0.12 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.2 91 0.0057 1.22 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 1.0 104 0.0033 1.69 1.33 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 16.0 295 Total Subcatchment DA-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)543210Type II 24-hr 100-yr Rainfall=5.56" Runoff Area=0.890 ac Runoff Volume=0.315 af Runoff Depth>4.25" Flow Length=295' Tc=16.0 min CN=91 4.75 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc Page 12HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: East Runoff = 9.93 cfs @ 12.08 hrs, Volume= 0.631 af, Depth> 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.56" Area (ac) CN Description 0.530 98 Paved parking, HSG D 0.140 77 Woods, Good, HSG D 1.480 80 >75% Grass cover, Good, HSG D 2.150 84 Weighted Average 1.620 75.35% Pervious Area 0.530 24.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0700 0.11 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.6 260 0.0300 2.79 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 16.2 360 Total Subcatchment DA-2: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)11 109876543210 Type II 24-hr 100-yr Rainfall=5.56" Runoff Area=2.150 ac Runoff Volume=0.631 af Runoff Depth>3.52" Flow Length=360' Tc=16.2 min CN=84 9.93 cfs Table of Contents1 Kaydeross Printed 4/11/2024Prepared by Greenman-Pedersen, Inc HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (selected nodes) 3 Soil Listing (selected nodes) 4 Ground Covers (selected nodes) 1-yr Event 5 Subcat DA-1: West 6 Subcat DA-2: East 10-yr Event 7 Subcat DA-1: West 8 Subcat DA-2: East 25-yr Event 9 Subcat DA-1: West 10 Subcat DA-2: East 100-yr Event 11 Subcat DA-1: West 12 Subcat DA-2: East APPENDIX K: Post-Development Drainage and HydroCAD Calculations Post-Development D-1 West D2A Bioretention D2B East DP-2 EAST B-1 Bioretention Routing Diagram for 1 Kaydeross Prepared by Greenman-Pedersen, Inc, Printed 4/25/2024 HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 2HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.700 80 >75% Grass cover, Good, HSG D (D-1, D2A, D2B) 1.270 98 Paved parking, HSG D (D-1, D2A, D2B) 0.060 77 Woods, Good, HSG D (D2A, D2B) 3.030 87 TOTAL AREA 1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 3HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.030 HSG D D-1, D2A, D2B 0.000 Other 3.030 TOTAL AREA 1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 4HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 1.700 0.000 1.700 >75% Grass cover, Good D-1, D2A, D2B 0.000 0.000 0.000 1.270 0.000 1.270 Paved parking D-1, D2A, D2B 0.000 0.000 0.000 0.060 0.000 0.060 Woods, Good D2A, D2B 0.000 0.000 0.000 3.030 0.000 3.030 TOTAL AREA Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 5HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D-1: West Runoff = 1.09 cfs @ 12.10 hrs, Volume= 0.070 af, Depth> 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.27" Area (ac) CN Description 0.360 98 Paved parking, HSG D * 0.370 80 >75% Grass cover, Good, HSG D 0.730 89 Weighted Average 0.370 50.68% Pervious Area 0.360 49.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.1 100 0.0470 0.10 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 0.1 24 0.1300 5.80 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 0.3 121 0.0500 6.59 5.18 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 17.5 245 Total Subcatchment D-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)10Type II 24-hr 1-yr Rainfall=2.27" Runoff Area=0.730 ac Runoff Volume=0.070 af Runoff Depth>1.16" Flow Length=245' Tc=17.5 min CN=89 1.09 cfs Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 6HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2A: Bioretention Runoff = 2.26 cfs @ 11.93 hrs, Volume= 0.094 af, Depth> 1.38" Routed to Pond B-1 : Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.27" Area (ac) CN Description 0.540 98 Paved parking, HSG D 0.240 80 >75% Grass cover, Good, HSG D 0.040 77 Woods, Good, HSG D 0.820 92 Weighted Average 0.280 34.15% Pervious Area 0.540 65.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 45 0.0760 1.82 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.65" 2.6 324 0.0050 2.08 1.64 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 3.0 369 Total Subcatchment D2A: Bioretention Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)210Type II 24-hr 1-yr Rainfall=2.27" Runoff Area=0.820 ac Runoff Volume=0.094 af Runoff Depth>1.38" Flow Length=369' Tc=3.0 min CN=92 2.26 cfs Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 7HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2B: East Runoff = 1.53 cfs @ 12.13 hrs, Volume= 0.105 af, Depth> 0.85" Routed to Reach DP-2 : EAST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.27" Area (ac) CN Description 0.370 98 Paved parking, HSG D 0.020 77 Woods, Good, HSG D 1.090 80 >75% Grass cover, Good, HSG D 1.480 84 Weighted Average 1.110 75.00% Pervious Area 0.370 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.7 306 0.0350 3.01 Shallow Concentrated Flow, Shallow Conc Flow Unpaved Kv= 16.1 fps 19.5 406 Total Subcatchment D2B: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)10Type II 24-hr 1-yr Rainfall=2.27" Runoff Area=1.480 ac Runoff Volume=0.105 af Runoff Depth>0.85" Flow Length=406' Tc=19.5 min CN=84 1.53 cfs Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 8HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: EAST Inflow Area = 2.300 ac, 39.57% Impervious, Inflow Depth > 0.71" for 1-yr event Inflow = 1.53 cfs @ 12.13 hrs, Volume= 0.136 af Outflow = 1.53 cfs @ 12.13 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Reach DP-2: EAST Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)10Inflow Area=2.300 ac 1.53 cfs 1.53 cfs Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 9HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Pond B-1: Bioretention Inflow Area = 0.820 ac, 65.85% Impervious, Inflow Depth > 1.38" for 1-yr event Inflow = 2.26 cfs @ 11.93 hrs, Volume= 0.094 af Outflow = 0.11 cfs @ 12.89 hrs, Volume= 0.031 af, Atten= 95%, Lag= 57.5 min Primary = 0.11 cfs @ 12.89 hrs, Volume= 0.031 af Routed to Reach DP-2 : EAST Routing by Stor-Ind method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 262.55' @ 12.89 hrs Surf.Area= 1,903 sf Storage= 2,826 cf Plug-Flow detention time= 239.1 min calculated for 0.031 af (33% of inflow) Center-of-Mass det. time= 147.5 min ( 915.3 - 767.8 ) Volume Invert Avail.Storage Storage Description #1 259.50' 6,157 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 259.50 644 0 0 261.50 644 1,288 1,288 262.00 1,610 564 1,852 263.00 2,138 1,874 3,726 264.00 2,725 2,432 6,157 Device Routing Invert Outlet Devices #1 Primary 259.44'12.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 259.44' / 259.34' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 262.50'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.11 cfs @ 12.89 hrs HW=262.55' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 6.12 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.11 cfs @ 0.77 fps) Type II 24-hr 1-yr Rainfall=2.27"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 10HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Pond B-1: Bioretention Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)210Inflow Area=0.820 ac Peak Elev=262.55' Storage=2,826 cf 2.26 cfs 0.11 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 11HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D-1: West Runoff = 2.24 cfs @ 12.09 hrs, Volume= 0.148 af, Depth> 2.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.78" Area (ac) CN Description 0.360 98 Paved parking, HSG D * 0.370 80 >75% Grass cover, Good, HSG D 0.730 89 Weighted Average 0.370 50.68% Pervious Area 0.360 49.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.1 100 0.0470 0.10 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 0.1 24 0.1300 5.80 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 0.3 121 0.0500 6.59 5.18 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 17.5 245 Total Subcatchment D-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)210Type II 24-hr 10-yr Rainfall=3.78" Runoff Area=0.730 ac Runoff Volume=0.148 af Runoff Depth>2.44" Flow Length=245' Tc=17.5 min CN=89 2.24 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 12HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2A: Bioretention Runoff = 4.25 cfs @ 11.93 hrs, Volume= 0.187 af, Depth> 2.73" Routed to Pond B-1 : Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.78" Area (ac) CN Description 0.540 98 Paved parking, HSG D 0.240 80 >75% Grass cover, Good, HSG D 0.040 77 Woods, Good, HSG D 0.820 92 Weighted Average 0.280 34.15% Pervious Area 0.540 65.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 45 0.0760 1.82 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.65" 2.6 324 0.0050 2.08 1.64 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 3.0 369 Total Subcatchment D2A: Bioretention Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)43210Type II 24-hr 10-yr Rainfall=3.78" Runoff Area=0.820 ac Runoff Volume=0.187 af Runoff Depth>2.73" Flow Length=369' Tc=3.0 min CN=92 4.25 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 13HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2B: East Runoff = 3.62 cfs @ 12.12 hrs, Volume= 0.248 af, Depth> 2.01" Routed to Reach DP-2 : EAST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.78" Area (ac) CN Description 0.370 98 Paved parking, HSG D 0.020 77 Woods, Good, HSG D 1.090 80 >75% Grass cover, Good, HSG D 1.480 84 Weighted Average 1.110 75.00% Pervious Area 0.370 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.7 306 0.0350 3.01 Shallow Concentrated Flow, Shallow Conc Flow Unpaved Kv= 16.1 fps 19.5 406 Total Subcatchment D2B: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)43210Type II 24-hr 10-yr Rainfall=3.78" Runoff Area=1.480 ac Runoff Volume=0.248 af Runoff Depth>2.01" Flow Length=406' Tc=19.5 min CN=84 3.62 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 14HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: EAST Inflow Area = 2.300 ac, 39.57% Impervious, Inflow Depth > 1.93" for 10-yr event Inflow = 5.42 cfs @ 12.10 hrs, Volume= 0.371 af Outflow = 5.42 cfs @ 12.10 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Reach DP-2: EAST Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)6543210Inflow Area=2.300 ac 5.42 cfs 5.42 cfs Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 15HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Pond B-1: Bioretention Inflow Area = 0.820 ac, 65.85% Impervious, Inflow Depth > 2.73" for 10-yr event Inflow = 4.25 cfs @ 11.93 hrs, Volume= 0.187 af Outflow = 2.06 cfs @ 12.02 hrs, Volume= 0.123 af, Atten= 52%, Lag= 5.1 min Primary = 2.06 cfs @ 12.02 hrs, Volume= 0.123 af Routed to Reach DP-2 : EAST Routing by Stor-Ind method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 263.11' @ 12.02 hrs Surf.Area= 2,205 sf Storage= 3,974 cf Plug-Flow detention time= 128.2 min calculated for 0.123 af (66% of inflow) Center-of-Mass det. time= 60.4 min ( 812.1 - 751.7 ) Volume Invert Avail.Storage Storage Description #1 259.50' 6,157 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 259.50 644 0 0 261.50 644 1,288 1,288 262.00 1,610 564 1,852 263.00 2,138 1,874 3,726 264.00 2,725 2,432 6,157 Device Routing Invert Outlet Devices #1 Primary 259.44'12.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 259.44' / 259.34' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 262.50'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.03 cfs @ 12.02 hrs HW=263.10' (Free Discharge) 1=Culvert (Passes 2.03 cfs of 6.72 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.03 cfs @ 3.73 fps) Type II 24-hr 10-yr Rainfall=3.78"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 16HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Pond B-1: Bioretention Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)43210Inflow Area=0.820 ac Peak Elev=263.11' Storage=3,974 cf 4.25 cfs 2.06 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 17HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D-1: West Runoff = 2.78 cfs @ 12.09 hrs, Volume= 0.186 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (ac) CN Description 0.360 98 Paved parking, HSG D * 0.370 80 >75% Grass cover, Good, HSG D 0.730 89 Weighted Average 0.370 50.68% Pervious Area 0.360 49.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.1 100 0.0470 0.10 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 0.1 24 0.1300 5.80 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 0.3 121 0.0500 6.59 5.18 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 17.5 245 Total Subcatchment D-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)3210Type II 24-hr 25-yr Rainfall=4.48" Runoff Area=0.730 ac Runoff Volume=0.186 af Runoff Depth>3.06" Flow Length=245' Tc=17.5 min CN=89 2.78 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 18HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2A: Bioretention Runoff = 5.16 cfs @ 11.93 hrs, Volume= 0.230 af, Depth> 3.37" Routed to Pond B-1 : Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (ac) CN Description 0.540 98 Paved parking, HSG D 0.240 80 >75% Grass cover, Good, HSG D 0.040 77 Woods, Good, HSG D 0.820 92 Weighted Average 0.280 34.15% Pervious Area 0.540 65.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 45 0.0760 1.82 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.65" 2.6 324 0.0050 2.08 1.64 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 3.0 369 Total Subcatchment D2A: Bioretention Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)543210Type II 24-hr 25-yr Rainfall=4.48" Runoff Area=0.820 ac Runoff Volume=0.230 af Runoff Depth>3.37" Flow Length=369' Tc=3.0 min CN=92 5.16 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 19HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2B: East Runoff = 4.64 cfs @ 12.12 hrs, Volume= 0.320 af, Depth> 2.59" Routed to Reach DP-2 : EAST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (ac) CN Description 0.370 98 Paved parking, HSG D 0.020 77 Woods, Good, HSG D 1.090 80 >75% Grass cover, Good, HSG D 1.480 84 Weighted Average 1.110 75.00% Pervious Area 0.370 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.7 306 0.0350 3.01 Shallow Concentrated Flow, Shallow Conc Flow Unpaved Kv= 16.1 fps 19.5 406 Total Subcatchment D2B: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)543210Type II 24-hr 25-yr Rainfall=4.48" Runoff Area=1.480 ac Runoff Volume=0.320 af Runoff Depth>2.59" Flow Length=406' Tc=19.5 min CN=84 4.64 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 20HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: EAST Inflow Area = 2.300 ac, 39.57% Impervious, Inflow Depth > 2.54" for 25-yr event Inflow = 6.87 cfs @ 12.10 hrs, Volume= 0.486 af Outflow = 6.87 cfs @ 12.10 hrs, Volume= 0.486 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Reach DP-2: EAST Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)76543210Inflow Area=2.300 ac 6.87 cfs 6.87 cfs Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 21HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Pond B-1: Bioretention Inflow Area = 0.820 ac, 65.85% Impervious, Inflow Depth > 3.37" for 25-yr event Inflow = 5.16 cfs @ 11.93 hrs, Volume= 0.230 af Outflow = 2.48 cfs @ 12.02 hrs, Volume= 0.167 af, Atten= 52%, Lag= 5.1 min Primary = 2.48 cfs @ 12.02 hrs, Volume= 0.167 af Routed to Reach DP-2 : EAST Routing by Stor-Ind method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 263.39' @ 12.02 hrs Surf.Area= 2,370 sf Storage= 4,615 cf Plug-Flow detention time= 118.6 min calculated for 0.167 af (72% of inflow) Center-of-Mass det. time= 55.2 min ( 801.8 - 746.6 ) Volume Invert Avail.Storage Storage Description #1 259.50' 6,157 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 259.50 644 0 0 261.50 644 1,288 1,288 262.00 1,610 564 1,852 263.00 2,138 1,874 3,726 264.00 2,725 2,432 6,157 Device Routing Invert Outlet Devices #1 Primary 259.44'12.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 259.44' / 259.34' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 262.50'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.46 cfs @ 12.02 hrs HW=263.38' (Free Discharge) 1=Culvert (Passes 2.46 cfs of 7.01 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.46 cfs @ 4.51 fps) Type II 24-hr 25-yr Rainfall=4.48"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 22HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Pond B-1: Bioretention Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)543210Inflow Area=0.820 ac Peak Elev=263.39' Storage=4,615 cf 5.16 cfs 2.48 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 23HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D-1: West Runoff = 3.61 cfs @ 12.09 hrs, Volume= 0.245 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.56" Area (ac) CN Description 0.360 98 Paved parking, HSG D * 0.370 80 >75% Grass cover, Good, HSG D 0.730 89 Weighted Average 0.370 50.68% Pervious Area 0.360 49.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.1 100 0.0470 0.10 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 0.1 24 0.1300 5.80 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 0.3 121 0.0500 6.59 5.18 Pipe Channel, Pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 17.5 245 Total Subcatchment D-1: West Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)43210Type II 24-hr 100-yr Rainfall=5.56" Runoff Area=0.730 ac Runoff Volume=0.245 af Runoff Depth>4.04" Flow Length=245' Tc=17.5 min CN=89 3.61 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 24HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2A: Bioretention Runoff = 6.56 cfs @ 11.93 hrs, Volume= 0.299 af, Depth> 4.37" Routed to Pond B-1 : Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.56" Area (ac) CN Description 0.540 98 Paved parking, HSG D 0.240 80 >75% Grass cover, Good, HSG D 0.040 77 Woods, Good, HSG D 0.820 92 Weighted Average 0.280 34.15% Pervious Area 0.540 65.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 45 0.0760 1.82 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.65" 2.6 324 0.0050 2.08 1.64 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 3.0 369 Total Subcatchment D2A: Bioretention Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)76543210Type II 24-hr 100-yr Rainfall=5.56" Runoff Area=0.820 ac Runoff Volume=0.299 af Runoff Depth>4.37" Flow Length=369' Tc=3.0 min CN=92 6.56 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 25HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D2B: East Runoff = 6.23 cfs @ 12.12 hrs, Volume= 0.434 af, Depth> 3.52" Routed to Reach DP-2 : EAST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.56" Area (ac) CN Description 0.370 98 Paved parking, HSG D 0.020 77 Woods, Good, HSG D 1.090 80 >75% Grass cover, Good, HSG D 1.480 84 Weighted Average 1.110 75.00% Pervious Area 0.370 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 8.9 50 0.0600 0.09 Sheet Flow, Sheet Flow Grass: Bermuda n= 0.410 P2= 2.65" 1.7 306 0.0350 3.01 Shallow Concentrated Flow, Shallow Conc Flow Unpaved Kv= 16.1 fps 19.5 406 Total Subcatchment D2B: East Runoff Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)6543210Type II 24-hr 100-yr Rainfall=5.56" Runoff Area=1.480 ac Runoff Volume=0.434 af Runoff Depth>3.52" Flow Length=406' Tc=19.5 min CN=84 6.23 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 26HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: EAST Inflow Area = 2.300 ac, 39.57% Impervious, Inflow Depth > 3.49" for 100-yr event Inflow = 8.98 cfs @ 12.11 hrs, Volume= 0.669 af Outflow = 8.98 cfs @ 12.11 hrs, Volume= 0.669 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Reach DP-2: EAST Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)109876543210 Inflow Area=2.300 ac 8.98 cfs 8.98 cfs Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 27HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Summary for Pond B-1: Bioretention Inflow Area = 0.820 ac, 65.85% Impervious, Inflow Depth > 4.37" for 100-yr event Inflow = 6.56 cfs @ 11.93 hrs, Volume= 0.299 af Outflow = 2.97 cfs @ 12.02 hrs, Volume= 0.235 af, Atten= 55%, Lag= 5.3 min Primary = 2.97 cfs @ 12.02 hrs, Volume= 0.235 af Routed to Reach DP-2 : EAST Routing by Stor-Ind method, Time Span= 3.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 263.78' @ 12.02 hrs Surf.Area= 2,595 sf Storage= 5,566 cf Plug-Flow detention time= 108.9 min calculated for 0.234 af (78% of inflow) Center-of-Mass det. time= 52.6 min ( 793.0 - 740.5 ) Volume Invert Avail.Storage Storage Description #1 259.50' 6,157 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 259.50 644 0 0 261.50 644 1,288 1,288 262.00 1,610 564 1,852 263.00 2,138 1,874 3,726 264.00 2,725 2,432 6,157 Device Routing Invert Outlet Devices #1 Primary 259.44'12.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 259.44' / 259.34' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 262.50'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.94 cfs @ 12.02 hrs HW=263.76' (Free Discharge) 1=Culvert (Passes 2.94 cfs of 7.39 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.94 cfs @ 5.40 fps) Type II 24-hr 100-yr Rainfall=5.56"1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc Page 28HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC Pond B-1: Bioretention Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543Flow (cfs)76543210Inflow Area=0.820 ac Peak Elev=263.78' Storage=5,566 cf 6.56 cfs 2.97 cfs Table of Contents1 Kaydeross Printed 4/25/2024Prepared by Greenman-Pedersen, Inc HydroCAD® 10.20-4a s/n 04560 © 2023 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (selected nodes) 3 Soil Listing (selected nodes) 4 Ground Covers (selected nodes) 1-yr Event 5 Subcat D-1: West 6 Subcat D2A: Bioretention 7 Subcat D2B: East 8 Reach DP-2: EAST 9 Pond B-1: Bioretention 10-yr Event 11 Subcat D-1: West 12 Subcat D2A: Bioretention 13 Subcat D2B: East 14 Reach DP-2: EAST 15 Pond B-1: Bioretention 25-yr Event 17 Subcat D-1: West 18 Subcat D2A: Bioretention 19 Subcat D2B: East 20 Reach DP-2: EAST 21 Pond B-1: Bioretention 100-yr Event 23 Subcat D-1: West 24 Subcat D2A: Bioretention 25 Subcat D2B: East 26 Reach DP-2: EAST 27 Pond B-1: Bioretention APPENDIX L: WQv and NYSDEC GI Worksheets Project:Date:Calc'd by:Chk'd by:T=1.26R=1.05N =0.4725P = 1.1in.IC=Percent Impervious Cover (N/T)25Rv = 0.275(0.2 Min.)A =1.89ac.E. Donner4/2/24KayderossCFProposed Total Impervious Area =Existing Impervious Area =WQv Impervious Area (T- R+(0.25*R) )=Calculations for Determining Water Quality Volume for (Redevelopment):90% Rainfall Event =0.05 + 0.009(IC) =WQv(i) =Total Disturbed Area for design area =2075ac. - ft. =0.048 Calculations for Determining Minimum Runoff Reduction Volume:Project:Date:Calc'd by:Chk'd by:P = 1.1in.Rv* =0.275Ai =(S)(Aic) =0.118125Aic =0.4725ac.S =S =Weighted S0.0000Kaydeross4/2/24E. Donner0.25000.00000.00000.000090% Rainfall Event =Total area of WQv impervious cover =Hydrologic Soil Group Specific Reduction FactorSoil Group % of Total Reduction Factor0.200.250.300.400.55DC/DCBA0.0%100.0%0.0%0.0%0.0%0.2500RRv =0.003 ac. - ft. = 131 CF Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 No Design Point:1P= 1.10 inch Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious%Rv WQv (ft3)Description 1 0.81 0.54 67% 0.65 2,102 Bioretention 2 2.22 0.73 33% 0.35 3,0673456789 10 Subtotal (1-30)3.03 1.27 42% 0.43 5,169 Subtotal 1 Total 3.03 1.27 42% 0.43 5,169 Initial WQv 0.12 af Total Contributing Area Contributing Impervious Area (Acre) (Acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (Acres) Impervious Area (Acres) Percent Impervious%Runoff Coefficient Rv WQv (ft3)3.03 1.27 42% 0.43 5,169 0.00 0.00 3.03 1.27 42% 0.43 5,169 0.00 3.03 1.27 42% 0.43 5,169 0.12 af0 0.00 af Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per Tree Planting Filter Strips Total Manually enter P, Total Area and Impervious Cover. NotesTechnique minimum 10,000 sfConservation of Natural Areas WQv reduced by Area Reduction techniques Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Bioretention Worksheet Af WQv df hf tf Design Point:1Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious%Rv WQv (ft3)Precipitation (in)Description 1 0.81 0.54 0.67 0.65 2102.31 1.10 Bioretention 0.00 67% 0.65 2,1020 ft3D 0.25 in/hour Yes Units Notes ft3 df ft 2.5-4 ft k ft/day hf ft 6 inches max. tf days Af ft2 176 ft 10 ft 1760 ft2 2112 ft3 845 845 ft3 1,258 ft30 ft3 OK Water Quality Volume (ft3) Depth of the Soil Medium (feet) The hydraulic conductivity [ft/day], can be varied depending on the properties of the soil media. Some reported conductivity values are: Sand - 3.5 ft/day (City of Austin 1988); Peat - 2.0 ft/day (Galli 1990); Leaf Compost - 8.7 ft/day (Claytor and Schueler, 1996); Bioretention Soil (0.5 ft/day (Claytor & Schueler, 1996) Average height of water above the planter bedThe Design Time to Filter the Treatment Volume Through the Filter Media (days) k Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops Okay Soil Infiltration Rate Using Underdrains? Soil Group Okay (For use on HSG C or D Soils with underdrains) Soil Information Sizing √Check to be sure Area provided ≥ Af RRv RRv applied Volume Treated Enter Site Data For Drainage Area to be Treated by Practice Calculate the Minimum Filter Area Enter the portion of the WQv that is not reduced for all practices routed to this practice. WQv Enter Filter Time 2,102 2.5 0.5 0.5 Required Filter Area Af=WQv*(df)/[k*(hf+df)(tf)] This is the portion of the WQv that is not reduced in the practice. This is 40% of the storage provided or WQv whichever is less. Determine Runoff Reduction Required Surface Area (ft2) Filter Width Filter Length Volume Directed This volume is directed another practice 1752 Value Enter Average Height of Ponding Enter Hydraulic Conductivity Enter Depth of Soil Media Filter Area Determine Actual Bio-Retention Area2 Actual Volume Provided Is the Bioretention contributing flow to another practice?Select Practice Runoff Reduction Techiques/Standard SMPs Total Contributing Area Total Contributing Impervious Area WQv Reduced (RRv) WQv Treated (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter Strips RR-2 0.00 0.00 Tree Planting/Tree Pit RR-3 0.00 0.00 Disconnection of Rooftop Runoff RR-4 0.00 Vegetated Swale RR-5 0.00 0.00 0 Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 Rain Barrel/Cistern RR-8 0.00 0.00 0 Porous Pavement RR-9 0.00 0.00 0 Green Roof (Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench I-1 0.00 0.00 0 0 Infiltration Basin I-2 0.00 0.00 0 0 Dry Well I-3 0.00 0.00 0 0 Underground Infiltration System I-4 Bioretention & Infiltration Bioretention F-5 0.81 0.54 845 1258 Dry swale O-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter (F-1) F-1 Underground Sand filter (F-2) F-2 Perimeter Sand Filter (F-3) F-3 Organic Filter (F-4 F-4 Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (O-2) O-2→0.00 0.00 0→0.00 0.00 0→0.81 0.54 845 1258→0.00 0.00 0 → 0.81 0.54 845 1,258 Impervious Cover √ error Total Area √ error Totals by Volume Reduction Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( Area + Volume + all SMPs) Runoff Reduction Volume and Treated volumesStandard SMPs w/RRv CapacityStandard SMPs Area/Volume ReductionTotals by Area Reduction STORMWATER PRE-TREATMENT CHAMBER WORKSHEETGreenman-Pedersen, Inc. 1 SECTION (_____) STORM WATER TREATMENT DEVICE 1.0 GENERAL 1.1 This item shall govern the furnishing and installation of the Cascade Separator™ by Contech Engineered Solutions LLC, complete and operable as shown and as specified herein, in accordance with the requirements of the plans and contract documents. 1.2 The Contractor shall furnish all labor, equipment and materials necessary to install the storm water treatment device(s) (SWTD) and appurtenances specified in the Drawings and these specifications. 1.3 The manufacturer of the SWTD shall be one that is regularly engaged in the engineering design and production of systems deployed for the treatment of storm water runoff for at least five (5) years and which have a history of successful production, acceptable to the Engineer. In accordance with the Drawings, the SWTD(s) shall be a Cascade Separator™ device manufactured by: Contech Engineered Solutions LLC 9100 Centre Pointe Drive West Chester, OH, 45069 Tel: 1 800 338 1122 1.4 Related Sections 1.4.1 Section 02240: Dewatering 1.4.2 Section 02260: Excavation Support and Protection 1.4.3 Section 02315: Excavation and Fill 1.4.4 Section 02340: Soil Stabilization 1.5 All components shall be subject to inspection by the engineer at the place of manufacture and/or installation. All components are subject to being rejected or identified for repair if the quality of materials and manufacturing do not comply with the requirements of this specification. Components which have been identified as defective may be subject for repair where final acceptance of the component is contingent on the discretion of the Engineer. 1.6 The manufacturer shall guarantee the SWTD components against all manufacturer originated defects in materials or workmanship for a period of twelve (12) months from the date the components are delivered to the owner for installation. The manufacturer shall upon its determination repair, correct or replace any manufacturer originated defects advised in writing to the manufacturer within the referenced warranty period. The use of SWTD components shall be limited to the application for which it was specifically designed. 1.7 The SWTD manufacturer shall submit to the Engineer of Record a “Manufacturer’s Performance Certification” certifying that each SWTD is capable of achieving the specified removal efficiencies listed in these specifications. The certification shall be supported by independent third-party research 2 1.8 No product substitutions shall be accepted unless submitted 10 days prior to project bid date, or as directed by the Engineer of Record. Submissions for substitutions require review and approval by the Engineer of Record, for hydraulic performance, impact to project designs, equivalent treatment performance, and any required project plan and report (hydrology/hydraulic, water quality, stormwater pollution) modifications that would be required by the approving jurisdictions/agencies. Contractor to coordinate with the Engineer of Record any applicable modifications to the project estimates of cost, bonding amount determinations, plan check fees for changes to approved documents, and/or any other regulatory requirements resulting from the product substitution. 2.0 MATERIALS 2.1 Housing unit of stormwater treatment device shall be constructed of pre-cast or cast-in-place concrete, no exceptions. Precast concrete components shall conform to applicable sections of ASTM C 478, ASTM C 857 and ASTM C 858 and the following: 2.1.1 Concrete shall achieve a minimum 28-day compressive strength of 4,000 pounds per square-inch (psi); 2.1.2 Unless otherwise noted, the precast concrete sections shall be designed to withstand lateral earth and AASHTO H-20 traffic loads; 2.1.3 Cement shall be Type III Portland Cement conforming to ASTM C 150; 2.1.4 Aggregates shall conform to ASTM C 33; 2.1.5 Reinforcing steel shall be deformed billet-steel bars, welded steel wire or deformed welded steel wire conforming to ASTM A 615, A 185, or A 497. 2.1.6 Joints shall be sealed with preformed joint sealing compound conforming to ASTM C 990. 2.1.7 Shipping of components shall not be initiated until a minimum compressive strength of 4,000 psi is attained or five (5) calendar days after fabrication has expired, whichever occurs first. 2.2 Internal Components and appurtenances shall conform to the following: 2.2.1 Hardware shall be manufactured of Type 316 stainless steel conforming to ASTM A 320 2.2.2 Support brackets shall be manufactured of 5052 aluminum 2.2.3 Fiberglass components shall conform to applicable sections of ASTM D-4097 2.2.4 Polypropylene copolymer components shall conform to a tensile strength of 3,600 psi (ASTM D-638), and Izod impact value of “no break” (ASTM D-256). 2.2.5 Access system(s) conform to the following: Manhole castings shall be designed to withstand AASHTO H-20 loadings and manufactured of cast-iron conforming to ASTM A 48 Class 30. 3.0 PERFORMANCE 3.1 The SWTD shall be sized to achieve an 80 percent average annual reduction in the total suspended solid load with the OK-110 particle distribution having particles ranging from 53 microns to 212 microns with a d50 of around 110 microns unless otherwise stated. 3.2 The SWTD shall be designed with a sump chamber for the storage of captured sediments and other negatively buoyant pollutants in between maintenance cycles. The minimum storage capacity provided by the sump chamber shall be in accordance with the volume listed in Table 3 1. The boundaries of the sump chamber shall be limited to that which do not degrade the SWTD’s treatment efficiency as captured pollutants accumulate. In order to not restrict the Owner’s ability to maintain the SWTD, the minimum dimension providing access from the ground surface to the sump chamber shall be 16 inches in diameter. 3.3 The SWTD shall be designed to capture and retain Total Petroleum Hydrocarbons generated by wet-weather flow and dry-weather gross spills and have a capacity listed in Table 1 of the required unit. 3.4 The SWTD shall convey the flow from the peak storm event of the drainage network, in accordance with required hydraulic upstream conditions as defined by the Engineer. If a substitute SWTD is proposed, supporting documentation shall be submitted that demonstrates equal or better upstream hydraulic conditions compared to that specified herein. This documentation shall be signed and sealed by a Professional Engineer registered in the State of the work. All costs associated with preparing and certifying this documentation shall be born solely by the Contractor. 4.0 EXECUTION 4.1 The contractor shall exercise care in the storage and handling of the SWTD components prior to and during installation. Any repair or replacement costs associated with events occurring after delivery is accepted and unloading has commenced shall be borne by the contractor. 4.2 The SWTD shall be installed in accordance with the manufacturer’s recommendations and related sections of the contract documents. The manufacturer shall provide the contractor installation instructions and offer on-site guidance during the important stages of the installation as identified by the manufacturer at no additional expense. A minimum of 72 hours notice shall be provided to the manufacturer prior to their performance of the services included under this subsection. 4.3 The contractor shall fill all voids associated with lifting provisions provided by the manufacturer. These voids shall be filled with non-shrinking grout providing a finished surface consistent with adjacent surfaces. The contractor shall trim all protruding lifting provisions flush with the adjacent concrete surface in a manner, which leaves no sharp points or edges. 4.4 The contractor shall removal all loose material and pooling water from the SWTD prior to the transfer of operational responsibility to the Owner. TABLE 1: Storm Water Treatment Device Storage Capacities Cascade Model Minimum Sump Storage Capacity (yd3) Minimum Oil Storage Capacity (gal) CS-3 0.41 59.0 CS-4 0.70 141.0 CS-5 1.09 269.3 CS-6 1.57 475.9 CS-8 2.79 1128.0 CS-10 4.36 2203.2 CS-12 6.28 3807.1 1 May 18, 2020 Derek M. Berg Director – Stormwater Regulatory Management - East Contech Engineered Solutions LLC 71 US Route 1, Suite F Scarborough, ME 04074 Re: MTD Lab Certification Cascade Separator™ On-line Installation TSS Removal Rate 50% Dear Mr. Berg: This revised certification letter supersedes the Department’s prior certification dated October 1, 2019. This revision was completed to reflect Contech’s enhanced fabrication capability to manufacture a smaller-size unit of its the Cascade Separator™ Manufactured Treatment Device (MTD), while still meeting the scaling methodology as agreed upon by the manufacturers’ working group on September 19, 2016. Based on this modification, Table A-1 of the New Jersey Corporation for Advanced Technology (NJCAT) Verification report located at http://www.njcat.org/uploads/newDocs/NJCATTechnologyVerificationFinal.pdf has been revised to specify this smaller unit and associated maximum treatment flow rate. Table 1 below has been revised to reflect this same updated model size and flow rate. The Stormwater Management rules under N.J.A.C. 7:8-5.5(b) and 5.7(c) allow the use of manufactured treatment devices (MTDs) for compliance with the design and performance standards at N.J.A.C. 7:8-5 if the pollutant removal rates have been verified by the New Jersey Corporation for Advanced Technology (NJCAT) and have been certified by the New Jersey Department of Environmental Protection (NJDEP). Contech Engineered Solutions, LLC (Contech) has requested an MTD Laboratory Certification for the Cascade Separator™ stormwater treatment system. The project falls under the “Procedure for Obtaining Verification of a Stormwater Manufactured Treatment Device from New Jersey Corporation for Advance Technology” dated January 25, DEPARTMENT OF ENVIRONMENTAL PROTECTION PHILIP D. MURPHY CATHERINE R. MCCABE Governor Commissioner SHEILA Y. OLIVER Lt. Governor New Jersey is an Equal Opportunity Employer Printed on Recycled Paper and Recyclable Bureau of Nonpoint Pollution Control Division of Water Quality 401-02B Post Office Box 420 Trenton, New Jersey 08625-0420 609-633-7021 Fax: 609-777-0432 http://www.state.nj.us/dep/dwq/bnpc_home.htm 2 2013. The applicable protocol is the “New Jersey Laboratory Testing Protocol to Assess Total Suspended Solids Removal by a Hydrodynamic Sedimentation Manufactured Treatment Device” dated January 25, 2013. NJCAT verification documents submitted to the NJDEP indicate that the requirements of the aforementioned protocol have been met or exceeded. The NJCAT letter also included a recommended certification TSS removal rate and the required maintenance plan. The NJCAT Verification Report with the Verification Appendix (dated September 2019) for this device is published online at http://www.njcat.org/verification-process/technology-verification- database.html. The NJDEP certifies the use of the Cascade Separator™ stormwater treatment system at a TSS removal rate of 50% when designed, operated , and maintained in accordance with the information provided in the Verification Appendix and the following conditions: 1. The maximum treatment flow rate (MTFR) for the manufactured treatment device (MTD) is calculated using the New Jersey Water Quality Design Storm (1.25 inches in 2 hrs) in N.J.A.C. 7:8-5.5. 2. The Cascade Separator™ shall be installed using the same configuration reviewed by NJCAT and shall be sized in accordance with the criteria specified in item 6 below. 3. This Cascade Separator™ cannot be used in series with another MTD or a media filter (such as a sand filter) to achieve an enhanced removal rate for total suspended solids (TSS) removal under N.J.A.C. 7:8-5.5. 4. Additional design criteria for MTDs can be found in Chapter 9.6 of the New Jersey Stormwater Best Management Practices (NJ Stormwater BMP) Manual, which can be found online at www.njstormwater.org. 5. The maintenance plan for a site using this device shall incorporate, at a minimum, the maintenance requirements for the Cascade Separator™. A copy of the maintenance plan is attached to this certification. However, it is recommended to review the maintenance website at https://www.conteches.com/Portals/0/Documents/Maintenance%20Guides/Cascade- Maintenance%20Guide.pdf?ver=2018-11-05-093254-300. for any changes to the maintenance requirements. 6. Sizing Requirement: The example below demonstrates the sizing procedure for the Cascade Separator™: Example: A 0.25-acre impervious site is to be treated to 50% TSS removal using a Cascade Separator™. The impervious site runoff (Q) based on the New Jersey Water Quality Design Storm was determined to be 0.79 cfs. Maximum Treatment Flow Rate (MTFR) Evaluation: The site runoff (Q) was based on the following: 3 time of concentration = 10 minutes i = 3.2 in/hr (page 5-8, Fig. 5-3 of the NJ Stormwater BMP Manual) c = 0.99 (runoff coefficient for impervious) Q = ciA = 0.99 x 3.2 x 0.25 = 0.79 cfs Given the site runoff is 0.79 cfs and based on Table A-1 below, the Cascade Separator™ Model CS-3 with an MTFR of 1.02 cfs would be the smallest model approved that could be used for this site to remove 50% of the TSS from the impervious area without exceeding the MTFR. The sizing table corresponding to the available system models is noted below. Additional specifications regarding each model can be found in the Verification Appendix under Table A-1. Table A-1 Cascade Separator™ Models and Associated MTFRs Model Manhole Diameter (ft) MTFR (cfs) 50% Maximum Sediment Storage Area Volume (ft3) CS-3 3 1.02 5.3 CS-4 4 1.80 9.4 CS-5 5 2.81 14.7 CS-6 6 4.05 21.2 CS-8 8 7.20 37.7 CS-10 10 11.3 58.9 CS-12 12 16.2 84.8 A detailed maintenance plan is mandatory for any project with a stormwater BMP subject to the Stormwater Management rules under N.J.A.C. 7:8. The plan must include all of the items identified in the Maintenance requirements section of the Stormwater Management rules under N.J.A.C. 7:8- 5.8. Such items include, but are not limited to, the list of inspection and maintenance equipment and tools, specific corrective and preventative maintenance tasks, indication of problems in the system, and training of maintenance personnel. Additional information can be found in Chapter 8: Maintenance and Retrofit of Stormwater Management Measures. If you have any questions regarding the above information, please contact Brian Salvo of my office at (609) 633-7021. Sincerely, Gabriel Mahon, Chief Bureau of Nonpoint Pollution Control 4 Attachment: Maintenance Plan cc: Chron File Richard Magee, NJCAT Jim Murphy, NJDEP-BNPC Vince Mazzei, NJDEP-DLUR Brian Salvo, NJDEP-BNPC APPENDIX M: Post-Construction Inspections and Maintenance WARNING: The alteration of this material in any way, unless under the direction of a comparable professional, i.e. a Professional Engineer, is a violation of the New York State Education Law and/or Regulations and is a Class ‘A’ misdemeanor. 80 Wolf Road | Suite 600, Albany, NY 12205 | 518.453.9431 | gpinet.com PROJECT TITLE • City, New York OPERATION AND MAINTENANCE GUIDE For 1 KAYDEROSS REDEVELOPMENT 1 Kaydeross Ave W. Saratoga Springs New York Owner/Developer: 1 Kaydeross Avenue West LLC 1700 Shawsheen Street, 2nd Floor Tewksbury, MA 01876 April 26, 2024 Engineering | Design | Planning | Construction Management ______________________________________________________________________________________________________________________________________________________________ Page 1 T A B L E O F C O N T E N T S 1. SITE COVER AND SOIL RESTORATION .............................................................................................. 4 2. BIORETENTION ........................................................................................................................................ 6 A P P E N D I C E S Appendix I: ......................... “Maintenance Hiearchy” SMP Maintenance Guide, Section 1.2 Appendix II: ..................................... “Bioretention” SMP Maintenance Guide, Section 2.7 Appendix III: ................................................................. Record of Maintenance Log ______________________________________________________________________________________________________________________________________________________________ Page 2 POST CONSTRUCTION INSPECTIONS AND MAINTENANCE PURPOSE: According to the Stormwater Pollutant Discharge Elimination System General Permit 0-20- 001, as well as NYSDEC regulations, Stormwater Pollution Prevention Plans must include ongoing operations and maintenance of all sto rmwater management facilities and techniques. The NYSDEC requires a maintenance outline in order to ensure continuous and effective operation of the erosion and sediment control practices. The following manual describes the maintenance and operational tasks that will be required for the storm water management components for SUNY Purchase – Synthetic Turf Field to maintain the operational functionality with the design goals of these practices. MAINTENANCE RESPONSIBILITY: The stormwater management system for the project consists of various infrastructure practices that includes: porous pavement, dry swale, and a closed storm sewer system. SUNY Purchase will be responsible for the long-term operation and maintenance of the post- construction stormwater management practices. Access to the stormwater management facilities onsite can be given by site management. The stormwater practices are located within the softball field. Below is an inspection summary schedule for the practices on site. See each practice’s section for a detailed description of inspection and maintenance measures. Appendix I of this document describes the three (3) level system of inspectors the NYSDEC has implemented. SUNY Purchase’s personnel will be responsible for Level 1 inspection requirements. The section also includes a schedule of inspections and outlines when it is required to perform a more intensive inspection. A record of maintenance activities should be recorded on the form included in Appendix IV. ______________________________________________________________________________________________________________________________________________________________ Page 3 INSPECTION/MAINTENANCE SUMMARY TABLE: PRACTICE TASK INTERVAL PERSONEL Site Cover and Soil Restoration Site Inspection After heavy rainfall events. Continually. Maintenance Manager Mow Lawn Three times per year minimum. Maintenance Personnel Pavement Sweeping Two times per year. Maintenance Personnel Inspect Catch Basins Two times per year. After spring thaw and in the fall. Maintenance Personnel Debris, Trash and Litter Control Continually. Maintenance Personnel Landscaping Weekly or as needed for plantings. Maintenance Personnel Porous Pavement Inspection Every six months. Maintenance Manager Debris, Trash and Litter Control One time per year minimum. Maintenance Personnel Bioretention Area (Dry Swale) Practice Inspection Every six months. Maintenance Personnel Debris, Trash and Litter Control Two times per year minimum. Maintenance Personnel Mowing Minimum of four times per year. Maintenance Personnel Mulch Replenishment Annually in spring or as required Maintenance Personnel ______________________________________________________________________________________________________________________________________________________________ Page 4 1. SITE COVER AND SOIL RESTORATION 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 maj or (i.e., intense storms, thunder storms, cloud burst, etc.) 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. Areas of soil restoration should be inspected periodically, and Soil restoration areas should be inspected after all storm events that produce more than a half inch (0.5”) of rainfall for the first six (6) months for cleared, eroded or damaged areas. Items to check for include (but are not limited to): i. Areas that are bare or eroded. ii. Dry areas or areas where soil stabilization is not established. iii. Areas of heavy vehicular/foot traffic. iv. Areas with any weeds/undesirable vegetation. 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. Landscaping The vegetation within the areas of soil restoration should be inspected and watered every three (3) days for the first month and o ne-half inch (0.5”) of water every week for the remainder of the first year after construction. Watering schedules may be adjusted to accommodate rain events. Grass height shall not be greater than 6” in height and any non-conforming vegetative growth should be removed upon ______________________________________________________________________________________________________________________________________________________________ Page 5 discovery. Areas of soil restoration shall be fertilized as required and during the first fall season following construction to ensure soil stabilization. Any areas that show erosion should be replenished upon discovery and reseeded/sod ded to reestablish stabilization. Bare areas should be reseeded and inspected for anything detrimental to the establishment of vegetation. d. Debris, Trash and Litter Control Debris, trash, and litter should be removed from the areas of soil restoration immediately upon discovery. There should be no dumping of landscaping waste within areas of restored soil. e. Structural Repair or Replacement Components of the system which require repair or replacement should be addressed immediately following identification. f. Catch Basins Catch basins should be inspected for cleaning on a biannual basis, after spring thaw and fall. Debris and litter should be removed from catch basin grates during mowing and sweeping. 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 dr ains shall be in accordance with local, state, and federal guidelines. g. Winter Maintenance To prevent impacts to storm water management facilities, the following winter maintenance limitations, restrictions, or requirements are recommended: i. Remove snow and ice from inlet structures, basin inlet and outlet structures and away from culvert end sections. ii. Snow removed from paved areas should not be piled at inlets/outlets of the storm water management basin. iii. Use of deicing materials should be limited to sand and “environmentally friendly” chemical products. Use of salt mixtures should be kept to a minimum. iv. Sand used for deicing should be clean, course material free of fines, silt, and clay. v. Materials used for deicing should be removed during the early spring by sweeping and/ or vacuuming. ______________________________________________________________________________________________________________________________________________________________ Page 6 2. BIORETENTION a. Inspection Bioretention area and the pea-gravel diaphragms should be inspected periodically for the first few months after construction and then on a monthly basis. On an annual basis the Bioretention areas should be inspected for all items included on the attached “Bioretention Operation, Maintenance and Management Inspection Checklist” in Appendix II. Bioretention areas and the pea-gravel diaphragms should be inspected after all major storm events. Items to check for include (but are not limited to): i. Accumulation of sediments or litter within sedimentation area over 6 inches. ii. Accumulation of sediments or litter within bioretention area over 1 inch. iii. Evidence of erosion of mulch. iv. Area dewaters between storms. iii Evidence of embankment erosion or blockage of overflow channel. b. Debris, Trash and Litter Control Debris, trash, and litter should be removed from th e bioretention areas and pea- gravel diaphragms immediately upon discovery. There should be no dumping of yard waste within the bioretention area or on the pea-gravel diaphragm. Inlets should be cleaned immediately upon discovery of trash and debris. c. Landscaping The vegetation within the bioretention areas should be inspected monthly. Grass shall not be greater than 6” in height and plants should be taller than the embankment top. The bioretention area shall be fertilized per the specifications and receive no placement of inappropriate plants. There should be no vegetation w ithin the pea- gravel diaphragm. d. Mulching The mulch within the bioretention areas should be inspected monthly. Areas of washed away mulch should be replenished upon discovery. Inlets sha ll be cleaned of any accumulated mulch. New shredded hardwood mulch should be added annually to a total depth of 3 inches to rejuvenate the planting bed. If filtering capacity of the filter diminishes substantially the top few inches of discolored material shall be removed and shall be replaced with fresh material. APPENDIX I: “Maintenance Hierarchy” SMP Maintenance Guide, Section 1.2 Maintenance Guidance 4 1.2. Maintenance Hierarchy SMPs require inspections and maintenance to identify small problems before they become more serious and expensive to repair. For example, removing a small amount of sediment from a filtering medium or permeable pavement surface is much less expensive than replacing a surface that has already become clogged. However, it can be cost prohibitive for most communities or SMP owners to hire highly trained staff or contractors to inspect these practices or to carry out the actual maintenance tasks. This can be especially true with the advent of “micro-scale” Green Infrastructure practices, which may be distributed across many individual public and private properties, and where the absolute number of SMPs within a municipality may exceed local government inspection and maintenance capabilities. Many SMP maintenance problems start out as fairly small, easily rectified issues as long as they are detected early enough through an inspection. For these issues, property owners or managers can likely take care of the issue in an expedient and cost-effective manner. However, at some point, property owners or managers will encounter an issue where diagnosing the problem and knowing the appropriate remedy will exceed their technical capabilities. At this point, an individual with training in SMP inspection, operation and maintenance, such as a municipal inspector or landscape contractor, may have to be called in for assistance. Similarly, some problems escalate to the point where a Qualified Professional (i.e. professional engineer or landscape architect) is needed to bring the SMP back to a good functioning condition. The Qualified Professional may need to bring in other experts to assess problems with the SMP. For instance, they may call in a horticulturalist to assess problems with the planting plan. Acknowledging this step-wise approach to SMP inspection and maintenance, the SMP Maintenance Hierarchy concept was developed. The concept uses a combination of skill levels (Figure 1.1) as explained in more detail below. Level 1: Property Owners and Managers, Interns, etc. This category includes property owners, property managers, or HOA representatives, for privately owned SMPs. For municipally owned SMPS, this could include municipal maintenance staff or interns, and volunteers. These individuals would typically have no or only very limited training in stormwater maintenance and inspection but can use available guidance to quickly identify and rectify common and simple issues with SMP performance. This level completes routine inspections and maintenance activities. For most SMPs, the majority of inspection and maintenance activities can be conducted at this skill level, thus Level 1 forms the base of the Maintenance Hierarchy pyramid. Many well-functioning SMPs can be adequately maintained for long periods of time using Level 1 capabilities. Although many issues can be addressed at Level 1, these inspectors and maintainers need a relief valve when the SMP problems become harder to diagnose and/or the remedies require a higher level of resources and expertise. Such issues are referred to in this chapter as “kick-outs to Level 2.” For instance, an SMP may have a minor amount of sediment that has accumulated at inlets or on the practice bottom. A Level 1 person may be able to take care of this with a flat shovel and wheel barrow. However, a Level 2 inspection would be triggered if the sediment is deep, widespread, keeps recurring, and/or requires more sophisticated equipment to remove. Level 2: Trained Municipal Staff This level of inspection and maintenance is conducted primarily by municipal employees or landscape contractors who have completed training on SMP, inspection, operation and maintenance. Level 2 inspections can take place in response to two circumstances: 1. As part of an ongoing, routine municipal inspection program whereby SMPs are visited on a rotating basis at a frequency established by the local program, or Figure 1.1 The SMP Maintenance Hierarchy Pyramid Maintenance Guidance 5 2. In response to a “kick-out” from a Level 1 inspector based on a specific problem or problems. Circumstance #2 obviously will require coordination and communication between the Level 1 and Level 2 inspectors, with documentation and background provided by the Level 1 inspector. This is an essential part of making the hierarchy approach successful. In the example above, the Level 2 inspector can better diagnose the sources of the sediment, whether the sediment is affecting performance of the SMP, and the specific tasks needed to remove the sediment and abate the source. As with kick-outs from Level 1 to Level 2, the same can exist from Level 2 to Level 3. It may be that the Level 2 inspector encounters a problem where a Qualified Professional is needed to re-design certain components of the SMP, and a qualified contractor is needed to undertake a more serious repair. This is when Level 3 is activated. Level 3: Qualified Professionals Qualified professionals include professional engineers and landscape architects, who can revisit design issues associated with chronic or serious problems. For repair and maintenance of the SMPs at this level, individuals with specific skills and certifications, such as a certified plumber who has experience working with rainwater harvesting practices or a horticulturalist with knowledge on proper plantings may need to be called in by the Qualified Professional. Level 3 inspection or maintenance is triggered in response to specific problems identified during a Level 2 inspection. Continuing with the example above, the Level 2 inspector identifies that the sediment is accumulating in the SMP because of the lack of pre-treatment or that the practice is not sized properly for its drainage area. The Level 2 inspector at this point should consult a Qualified Professional (Level 3) who can go back to the original or as-built plan and develop workable solutions. Table 1.2 further describes how maintenance and inspection activities differ among the three levels of the SMP Maintenance Hierarchy. Table 1.2 Maintenance/Inspection Hierarchy Levels Level 1: Owners and Untrained Staff Level 2: Trained Municipal Staff Level 3: Qualified Professionals Qualifications/ Training of Inspectors No special training, but person is provided educational materials On-the-job training and/or short workshops Define adequate training or provide examples Professional License such as a PE or RLA Frequency of Inspection At least annually Routine as determined by the local program OR as kick-out from Level 1 inspection Only as needed from Level 2 inspection Inspection Guidance Checklists are included for each practice group in Section 2 of this chapter and in Appendix A. Guidance for the inspection is included in Section 3, and checklists are included in Appendix B. Section 4 includes guidance for diagnosing typical problems. Typical Maintenance Activities Routine mowing. Trash removal. Plant care and upkeep. Mulching as needed. Removal of small amounts of sediment from pretreatment areas of the practice. Removal of larger amounts of sediment. Structural damage repair. Minor regrading and scarification of soil surface to restore permeability. Redesign an improperly functioning practice. Includes re- grading of the contributing drainage area, replacing soil media and plantings (new planting plan), or modifying conveyance structures. Triggers for Inspection or Maintenance by this Level Regular inspection (no trigger) Level 1 Inspection Sheets (Section 2) describe triggers that warrant a Level 2 Inspection. Level 2 Inspection Guidance (Section 3) describes triggers that warrant a Level 3 Inspection. APPENDIX II: “Bioretention” SMP Maintenance Guide, Section 2.7 Maintenance Guidance 23 2.7. Bioretention Areas of Bioretention Key areas to inspect for Bioretention include the following:  BR 1. Drainage Area  BR 2. Inlets  BR 3. Bioretention Ponding Area  BR 4. Vegetation  BR 5. Outlets Note: The category of Bioretention includes:  Bioretention cells – areas of soil, mulch, and vegetation that treat runoff  Dry swales – long, linear bioretention cells, sometimes with check dams along a mildly sloping swale  Rain gardens – usually small-scale bioretention practices on residential or small commercial properties  Stormwater planters – usually in more urban settings, with soil and plants in a concrete box that receives roof runoff or perhaps other water from the site  Tree pits – also a more urban practice where the bioretention is confined within some sort of box (e.g., concrete) and places along road curbs or other areas to treat runoff For the purposes of this chapter, the term “Bioretention cell” will be used to generally describe these practices. Figure 2.7.1. Key Areas for Level 1 Inspection of Bioretention Maintenance Guidance 24 Bioretention Level 1 Inspection The Level 1 Inspection focuses on the Drainage Area (BR1), Inlets (BR2), Bioretention Ponding Area (BR3), Vegetation (BR4), and Outlets (BR5). This inspection should be conducted on a regular basis, with an early spring inspection to ensure that the practice has survived the winter, particularly if there has been a significant amount of snow. An inspection during the growing season or in the early fall is also recommended to check on the health of vegetation. BR 1. Drainage Area Description: The drainage area sends runoff to and is uphill from the Bioretention cell. When it rains, water runs off and flows to the Bioretention cell and ponds within the cell temporarily (usually for no more than 48 hours). Sometimes, the runoff will contain dirt, grit, grass clippings, oil, or other substances that SHOULD NOT be directed to the Bioretention area. Instruction: Look for areas that are uphill from the Bioretention cell. Consult Table 2.7.1 below. Table 2.7.1 BR Drainage Area Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and mulch 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:  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: Maintenance Guidance 25 BR 2. Inlets Description: The inlets to a Bioretention cell are where water flows into the cell. Depending on the design, water can flow in through:  Curb cuts or openings in a parking lot or roadway  Pipes or ditches that carry water into the Bioretention cell from the drainage area  Flow directly over the land surface (known as “sheetflow”), sometimes across a strip of rock or stone Figure 2.7.2 Bioretention Cell Inlets CSN, 2013 Maintenance Guidance 26 Instruction: Stand in the Bioretention cell itself and look for all the places where water flows in. Often there will be multiple points of inflow to the practice. Consult Table 2.7.2 below for possible problems. Table 2.7.2 BR Inlets Problem (Check if Present) Follow-Up Actions  Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell.  Dispose of all material properly where it will not re-enter the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.  Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Bioretention cell.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets, and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Maintenance Guidance 27 BR 3. Bioretention Ponding Area Description: The ponding area fills up with water during a rainstorm. If you picture the Bioretention cell as a bathtub, there is the bottom (usually flat surface), side slopes (areas that slope down to the bottom from the surrounding ground), and berms or structures that control the depth to which water ponds. Instruction: Examine the entire Bioretention surface and side slopes. Consult the table below for possible problems. Table 2.7.3 BR Ponding Area Problem (Check if Present) Follow-Up Actions  Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.  Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms.  Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface.  Other:  Minor areas of sediment, grit, trash, or other debris are accumulating on the bottom.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell.  If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible.  Remove trash, vegetative debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2- inches deep and covers 25% or more of the Bioretention surface.  Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding; see BR-4, Vegetation. Maintenance Guidance 28  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain areas.  Source: Stormwater Maintenance, LLC.  Try filling the eroded areas with clean topsoil or sand, and cover with mulch.  If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas.  If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area.  Other:  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the Bioretention cell.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  The bottom of the Bioretention cell is not flat, and the water pools at one end, along an edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that Bioretention surface is intended to be flat. Check during or immediately after a rainstorm.  If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface.  Check the surface with a string and bubble level to get the surface as flat as possible.  Other:  Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half of the Bioretention surface area, and there seem to be elevation differences of more than a couple of inches across the surface.  Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly.  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. Maintenance Guidance 29 BR 4. Vegetation Description: The health of vegetation within the Bioretention cell is perhaps the most critical maintenance item for the property owner or responsible party. Many Bioretention cells become overgrown, and “desirable” vegetation becomes choked out by weeds and invasive plants. It is important to know what the Bioretention cell is supposed to look like and what plants seem to be thriving or doing poorly. Periodic maintenance of vegetation will prevent larger problems that are more difficult and costly to manage. Instruction: Examine all Bioretention cell vegetation. Consult the table below for possible problems. Table 2.7.4 BR Vegetation Problem (Check if Present) Follow-Up Actions  Vegetation requires regular maintenance—pulling weeds, removing dead and diseased plants, replacing mulch around plants, adding plants to fill in areas that are not well vegetated, etc.  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole Bioretention cell, bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging.  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated.  The original plants are likely not suited for the actual conditions within the Bioretention cell. If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist. Maintenance Guidance 30 BR 5. Outlets Description: Outlets are where water leaves the Bioretention cell when there is too much ponded water. There are various ways that outlets are configured. They can be a yard drain type of structure in the Bioretention cell itself or a rock weir where water flows during large storms. Many Bioretention practices have an underdrain, which is like a French drain, that helps the Bioretention cell drain properly after storms. The underdrain pipe may “daylight” (come to the ground surface) at some point downhill from the Bioretention cell. Instruction: Examine outlets that release water out of the Bioretention cell. Consult the table below for possible problems. Table 2.7.5 BR Outlets Problem (Check if Present) Follow-Up Actions  Erosion at outlet  Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms.  Other:  Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.  Outlet obstructed with mulch, sediment, debris, trash, etc.  Remove the debris and dispose of it where it cannot re-enter the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools.   APPENDIX III: Record of Maintenance Log 1 KAYDEROSS REDEVELOPMENT– 1 KAYDEROSS AVE W RECORD OF MAINTENANCE LOG Greenman-Pedersen, Inc. 80 Wolf Road, Suite 600 Albany, NY 12205 p 518-453-9431 An Equal Opportunity Employer DATE: PRACTICE: CHECKED BY: ADDITIONAL NOTES: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 M a n y T a l e n t s O n e F i r m gpinet.com