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Home My WebLink About20230233 Station Lane Site Plan SWPPP FADEN – WEST AVE SITE PLAN CITY OF SARATOGA SPRINGS SARATOGA COUNTY, NEW YORK STORMWATER POLLUTION PREVENTION PLAN April 7, 2023 Revised: December 21, 2023 Second Revision: October 18, 2024 Prepared For: West Station, LLC 2 Moore Avenue Saratoga Springs, NY 12866 Prepared By: 2452 State Route 9, Suite 301 Malta, New York 12020 Page 1 of 49 Table of Contents 1.0 Executive Summary .......................................................................................................................... 3 1.1 Responsibilities of the Participants ............................................................................................... 3 1.2 Participant Contact Information .................................................................................................... 9 2.0 Site Description ................................................................................................................................. 9 2.1 Location ........................................................................................................................................ 9 2.2 Topography ................................................................................................................................... 9 2.3 Soils and Groundwater .................................................................................................................. 9 2.4 Land Cover .................................................................................................................................. 10 2.5 Wetlands ..................................................................................................................................... 10 2.6 Surface Waters ............................................................................................................................ 10 2.7 Rainfall Data ............................................................................................................................... 10 2.8 Existing Land Use ....................................................................................................................... 10 3.0 Project Description .......................................................................................................................... 11 4.0 Methodology ................................................................................................................................... 11 5.0 NYSDEC Green Infrastructure Six Step Approach ........................................................................ 11 5.1 Site Planning ............................................................................................................................... 12 5.2 Determine the Water Quality Volume and Minimum Reduction Volume. ................................ 15 5.3 Runoff Reduction by Applying Green Infrastructure Techniques and Standard SMPs with RRv Capacity ...................................................................................................................................... 16 5.4 Standard Stormwater Management Practices to Treat Water quality Volume not Addressed by Green Infrastructure Techniques ................................................................................................. 20 6.0 Hydrologic and Hydraulic Analysis ................................................................................................ 20 6.1 Existing Pre-Development Conditions ........................................................................................ 20 6.2 Proposed Post-Development Watershed Conditions .................................................................. 21 6.3 Proposed Water Quantity and Quality Controls .......................................................................... 22 7.0 Permanent Stormwater Management System Features ................................................................... 25 7.1 Conveyance Piping ..................................................................................................................... 25 7.2 Stormwater Management System ............................................................................................... 25 8.0 Stormwater Erosion and Sediment Controls ................................................................................... 26 8.1 Erosion and Sediment Controls................................................................................................... 26 8.2 Other Pollutant Controls .............................................................................................................. 27 8.3 Best Management Practices ........................................................................................................ 28 9.0 Construction Sequence Scheduling ................................................................................................. 30 10.0 Implementing the SWPPP ............................................................................................................... 31 10.1 Employee Training .................................................................................................................. 31 10.2 Site Inspections ....................................................................................................................... 31 10.3 Maintenance ............................................................................................................................ 33 10.4 Progress Reports and Summaries ............................................................................................ 33 10.5 Certification ............................................................................................................................ 33 10.6 NYSDEC Winter Site Stabilization/Site Inspections for Construction Sites Under SPDES General Permit for Stormwater (GP-0-20-001) ...................................................................... 34 11.0 Conclusion ...................................................................................................................................... 35 Page 2 of 49 APPENDICIES Appendix A: Owner & Contractor Certification Forms Appendix B: Site Location/Drainage Area/Drainage Pattern Maps Appendix C: Pre-Development and Post-Development Run-off Calculations Appendix D: Calculations- Storm Management, Green Infrastructure, Pipe Sizing Appendix E: Grading/Drainage/Sediment, Erosion Control Plan, and Landscaping Plan Appendix F: NYSDEC SPDES General Permit GP-0-20-001 Appendix G: Construction Phase Inspection Report (Sample Form) Appendix H: Post Construction Maintenance Inspection Checklist (Sample Form) Operation and Maintenance Procedure Appendix I: MS4 Acceptance Form Appendix J: Notice of Intent (NOI) Appendix K: Notice of Termination (NOT) Appendix L: Deep Ripping and Decompaction Appendix M: SPDES General Permit Eligibility Documentation Page 3 of 49 1.0 EXECUTIVE SUMMARY This Water Quality and Quantity Plan and Stormwater Pollution Prevention Plan (SWPPP) has been prepared pursuant to the Environmental Protection Agency’s (EPA) and the New York State Department of Environmental Conservation’s (NYSDEC) Phase II Storm Water Regulations. All responsible parties as defined below are responsible for executing the SWPPP and for complying with the requirements set forth in the EPA’s National Pollution Discharge Elimination System (NPDES) General Permit, the NYSDEC’s State Pollution Discharge Elimination System (SPDES) General Permit GP-0-20-001, and any local governing agencies having jurisdiction with regard to erosion and sediment control. This SWPPP has been prepared in accordance with Stormwater Management Planning techniques and Green Infrastructure Practices required by the New York State Stormwater Management Design Manual (Design Manual). These planning techniques and practices emphasize a holistic approach to resource protection, water quality treatment, flow volume control, maintenance cost reduction, and the dynamics of stormwater science. According to the Design Manual, the green infrastructure approach for stormwater management reduces a site’s impact on the aquatic ecosystem through the use of site planning techniques, runoff reduction techniques, and certain standard stormwater management practices. The purpose of the Water Quality and Quantity Plan and the SWPPP described herein is to provide for the detention of high intensity storms (up to the 100-year storm) and the passive water quality treatment of low intensity storms. These controls and treatments will be achieved using appropriate temporary and permanent features such as; drainage ditches, conveyance channels, conveyance piping, green infrastructure, and subsurface stormwater management storage galleries. The goal is to limit the post- development storm water discharge rate to that of the pre-development flows and prevent discharge of pollutants into receiving waters. This SWPPP has been prepared in accordance with the most current effluent limitations applicable to discharges from construction activities. The stormwater discharges outlined in this report will achieve, at a minimum, the effluent limitations outlined in Part I.B.1 (a)-(f) of NYSDEC’s SPDES GP-0-20-001. Additionally, this Plan outlines methods that Owners and Contractors can use to adjust construction practices in a way that will retain surface water quality and prevent sediment laden runoff from entering wetlands, streams, rivers, lakes and then ultimately to estuaries or other sensitive environments. This plan describes methods for stormwater management and runoff management during the construction phase and summarizes responsible stormwater pollution prevention practices that can be phased into everyday activities post construction. 1.1 RESPONSIBILITIES OF THE PARTICIPANTS All responsible parties shall comply with the measures set forth in this SWPPP and in accordance with the NYSDEC General Permit. The following outlines the responsibilities of all participants: Owner/Operator/Permittee The following is a summary of the Owner’s responsibilities: 1. Satisfy the requirements of the State Environmental Quality Review Act when SEQR is applicable and where required, all necessary Department permits subject to the Uniform Procedures Act (UPA). Page 4 of 49 2. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the address below in order to be authorized to discharge under this permit. The NOI form shall be one which is associated with this permit, signed in accordance with Part VII.H. of GP-0-20-001. 3. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person, and then submit that form along with the NOI to the address referenced under “Notice of Intent (NOI) Submittal”. 4. Read and understand the Notice of Intent (NOI) and the SWPPP to make sure they are in accordance with the requirements of the General Permit. Certify the NOI and the SWPPP by signing the Owner/Operator Certification statement contained in the NOI. 5. The owner shall have the SWPPP preparer sign the “SWPPP Preparer Certification” contained in the NOI. The NOI should then be submitted to: NYSDEC “Notice of Intent” Bureau of Water Permits 625 Broadway Albany, New York 12233-3505 Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the NYSDEC online NOI. 6. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. 7. Ensure the provisions of the SWPPP are implemented from the commencement of construction activity until final stabilization and the Notice of Termination (NOT) has been submitted to the NYSDEC. 8. Identify the contractor(s) and/or subcontractors(s) involved with construction activity that disturbs site soils prior to commencement of construction. Require all contractor(s) and/or subcontractor(s) fully implement the SWPPP and adhere to requirements set forth in the General Permit by having them sign the “contractor certification” in Appendix A. Each of these contractors and subcontractors shall have at least one trained individual from their company that will be responsible for implementation of the SWPPP and be on site when soil disturbing activities are occurring. 9. Maintain a copy of the General Permit (GP-0-20-001), NOI, NOI Acknowledgement Letter, SWPPP, MS4 SWPPP Acceptance form, Contractor Certification(s), and inspection reports for the duration of construction activity until a NOT is filed with the NYSDEC. These documents should be kept in a secure location on site accessible during normal working hours. Page 5 of 49 10. Obtain the services of a qualified inspector to conduct regular on-site inspections for general compliance with the SWPPP and the SPDES General permit at least once every seven (7) calendar days. 11. Obtain prior written authorization from the NYSDEC or MS4 if construction activity will disturb greater than five (5) acres of soil at any one time. A copy of this authorization should be kept on site. For as long as there is greater than five acres of soil disturbance, inspections shall be conducted twice every seven days with a minimum of two days separation. When soil disturbance has been temporarily or permanently suspended in these areas, stabilization measures shall be applied within seven days. A phasing plan defining maximum disturbance and required cuts and fills shall be developed as well as any additional site-specific practices needed to protect water quality. 12. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the MS4 prior to commencing construction of the post-construction stormwater management practice. 13. Upon project completion and when the site has reached final stabilization, the Owner shall have the qualified inspector perform a final site assessment. If the project has been properly stabilized and has met all requirements, the qualified inspector shall sign the “Qualified Inspector Certification” of the NOT. The owner shall certify the NOT by signing the certification contained in the NOT. The NOT should then be submitted to: NYSDEC “Notice of Termination” Bureau of Water Permits 625 Broadway Albany, New York 12233-3505 14. Retain all site records and documentation including project plans and reports, the SWPPP, SWPPP inspection reports and all records of data used to complete the NOI for a minimum of five (5) years from the date the site reached final stabilization. 15. It is the responsibility of the owner or operator to provide documentation supporting the determination of permit eligibility with regard to Park I.D.10 (Historic Places). At a minimum, the supporting documentation shall include: information on whether the stormwater discharge or construction activities would have an effect on a property that is listed or eligible for listing on the State or National Register of Historic Places, results of historic places screening determinations conducted, a description of measures necessary to avoid or minimize adverse impacts on places listed or eligible for listing, or where effects may occur, any written agreements that the owner or operator has made with the OPRHP or other governmental agency to mitigate those effects, or local land use approvals evidencing the same. 16. It is the responsibility of the owner or operator to provide documentation supporting the determination of permit eligibility with regard to construction activities that may adversely affect an endangered or threatened species unless the owner or (Part I.F.4) 10 operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non-jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; Page 6 of 49 Notice to Purchaser and Developers This SWPPP provides guidance to comply with the New York State Pollutant Discharge Elimination System (SPDES) for stormwater discharges associated with construction activities (GP-0-20-001). The Notice of Intent (NOI) submitted to New York State to obtain permit coverage identifies the owner/operator of the land who is responsible for compliance with the General Permit and the project SWPPP. If a separate party (herein referred to as the Purchaser) purchases land from the permitted owner/operator, and disturbs soil as part of the residential subdivision, the owner/operator has the obligation to ensure that the Purchaser’s construction complies with the General Permit and the project SWPPP. Any amendments made to this SWPPP due to alteration of the scope of the project, or needed amendments due to compliance with a New York State revision to the General Permit are also the responsibility of the owner/operator. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or (Part II.F.3) 18 operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Owner’s Engineer The following is a summary of the Engineer’s responsibilities: 1. Prepare this SWPPP using good Engineering practices, best management practices, and in compliance with NYSDEC Stormwater Regulations under General Permit (GP-0-20-001) and the “New York Standards and Specifications for Erosion and Sediment Control”. 2. Prepare the NOI for the Owner to submit to the NYSDEC. The SWPPP preparer shall sign the “SWPPP Preparer Certification” contained in the NOI. 3. Update the SWPPP each time there is a significant modification to the design or construction which may have a significant effect on the potential for discharge of pollutants into receiving waters. Contractors and Sub Contractors The following is a summary of responsibilities for Contractors and/or subcontractors involved with construction activities that disturb soils on site: 1. Certify that the SWPPP has been read and understood by signing the Contractor Certification statement contained in Appendix A of this report. Page 7 of 49 2. In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 3. Fully implement the SWPPP and the requirements set forth in the SPDES General Permit. 4. Conduct inspections on a regular basis of the erosion and sedimentation controls installed at the site. Responsible for installing, constructing, repairing, inspecting, and maintaining the erosion and sediment control practices. Each of these contractors and subcontractors shall have at least one trained individual from their company that will be responsible for implementation of the SWPPP and be on site when soil disturbing activities are occurring. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbances are being performed. Site Inspector The owner or operator shall have a qualified inspector conduct site inspections in conformance with the general permit. The following is a summary of the Site Inspector’s responsibilities: 1. Inspections should be completed only by a “qualified inspector”. Definition of qualified inspector is: A qualified inspector means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. 2. Conduct on-site inspections at least once every seven (7) calendar days for general compliance with the SWPPP and the NYSDEC SPDES General Permit. Inspection reports will be provided to the Owner and all contractors and subcontractors involved with earth disturbing activities within one business day of the field inspection. The inspector shall sign the certifying statements contained at the end of the inspection reports. See section 9.2 of this SWPPP for further detail concerning inspections as well as winter shutdown inspection requirements. The inspection reports shall include and/or address the following: Page 8 of 49  The date and time of the inspection  Name and title of person(s) performing inspection;  Description of the weather and soil conditions at the time of the inspection;  Description of the condition of the runoff at all points of discharge from the construction site;  Description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site;  Identification of all erosion and sediment control practices that need repair or maintenance;  Identification of all erosion and sediment control practices that were not installed properly or are not functioning as designed and require reinstallation or replacement.  Description and sketch of disturbed areas and areas which have been stabilized;  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.  Corrective actions 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 practices;  Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. Review the SWPPP logbook on a periodic basis to ensure compliance and update as necessary. 5. When construction is complete, provide the Owner with a final site assessment verifying that the site has undergone final stabilization and met all requirements of the SWPPP and the General Permit. When the site has undergone final stabilization, prepare the NOT and sign the “Final Page 9 of 49 Stabilization” and “Post-Construction Stormwater Management Practice” certification statement. The NOT must then be mailed to the Owner to sign and submit to the NYSDEC. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall also have the MS4 sign the “MS4 Acceptance” statement on the NOT. The owner or operator shall have the principal executive officer, ranking elected official, or duly authorized representative from the regulated, traditional land use control MS4, sign the “MS4 Acceptance” statement. The MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of the general permit. The MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s). 1.2 PARTICIPANT CONTACT INFORMATION Owner/Operator Engineering Firm Contractor’s & Sub Contractors West Station, LLC 2 Moore Avenue Saratoga Springs, NY 12866 Lansing Engineering, P.C. 2452 State Route 9, Suite 301 Malta, New York 12020 (518) 899-5243 TBD 2.0 SITE DESCRIPTION This section briefly describes existing and proposed hydrologic and hydraulic conditions at and around the project site as they relate to surface water management planning considerations. Subsequent sections contain a description of the manner in which site runoff will be managed to minimize effects on areas adjacent to the site. 2.1 LOCATION The project site is located on the northwest corner of the intersection of Station Lane with West Avenue in the City of Saratoga Springs. The site encompasses approximately 2.00 acres and is zoned NC Neighborhood Center District. The site has tax map identification number of 165.-2-76.2. 2.2 TOPOGRAPHY Based on topographic survey information, the site topography generally slopes from the northern side towards the south and from the eastern side towards the west. There is a raised area in the western central portion of the site and low areas in the southern central portion and along the western boundary of the site. 2.3 SOILS AND GROUNDWATER According to maps from the Natural Resources Conservation Service (NRCS) of Saratoga County, the onsite soils are classified as follows.  Deerfield loamy fine sand (DeA, DeB) (DeA-nearly level; DeB-undulating): This very deep, moderately well drained soil formed in glaciofluvial deposits. It is on terraces, deltas, and outwash plains. This soil is moderately well drained and runoff is negligible to low. (Hydrologic Soil Type A) Page 10 of 49  Wareham loamy sand (Wa): This very deep, poorly and somewhat poorly drained sandy soil was formed in outwash on plains, deltas, and terraces. The permeability is rapid throughout. (Hydrologic Soil Type A/D)  Windsor loamy sand (WnB) (3%-8% slopes): This very deep, excessively drained soil was formed in sandy outwash or eolian deposits. It is excessively drained and surface runoff is negligible to medium. (Hydrologic Soil Type A) Onsite soil tests were conducted September 30, 2016 and May 27, 2020. The tests included deep hole soil determinations. A summary of the deep hole tests is provided on sheet COV-1 of the plan set as well as the existing conditions plan in Appendix B of this report. The onsite soil tests showed the presence of silt throughout and a lack of permeability. As such the soils have been modeled as Hydrologic Soil Type C within this SWPPP. 2.4 LAND COVER The existing cover consists of wooded areas. The surrounding land use is commercial and multifamily residential. 2.5 WETLANDS There are DEC wetlands along the western boundary of the site. 2.6 SURFACE WATERS There are surface waters located within the DEC wetland area along the western boundary of the site. 2.7 RAINFALL DATA Rainfall data utilized in the modeling and the analysis was obtained from A Joint venture between the Northeast Regional Climate Center (NRCC) and the Natural Resources Conservation Service (NRCS) and can be found at the website: precip@cornell.edu. The data used is specific to this project and various 24- hour storm events are presented below. 24-Hour Storm Event 24-hour rainfall 1 year 2.24 10 year 3.72 25 year 4.55 100 year 6.20 Data for the 90% average annual stormwater runoff volume (P) was obtained from Figure 4.1 of the “New York State Stormwater Management Design Manual” and is equal to one inch (1.15”). 2.8 EXISTING LAND USE The parcel currently consists of a predominately forested area with a small area of grass along the eastern end of the northern boundary. Page 11 of 49 3.0 PROJECT DESCRIPTION The applicant proposes the construction of one 4-story building with a 22,955± sf footprint. The building will provide 60 indoor parking spaces at the basement level. The first floor will consist of 8,330± sf of retail space, a 2,100± sf restaurant, and 10 apartments. The 2nd-4th floors are comprised of sixty-one (61) apartment units. The L-shaped building will front along West Avenue and Station Lane. Additional outdoor parking will be provided behind the building. An outdoor eating area is proposed near the intersection of West Avenue and Station Lane. Stormwater from the impermeable surfaces, which includes paved driveway and parking areas, the building roof, and sidewalks, will be directed towards green infrastructure practices as well as a closed stormwater system and further to one of two subsurface detention systems to the greatest extent possible. The stormwater from the subsurface systems will then discharge towards the western property boundary and the NYSDEC wetlands at the western edge of the lot. The project design will ensure that the soils, wetlands, and groundwater table will be protected. Stormwater management areas will be constructed to treat and control stormwater runoff. The systems have been sized to ensure that adequate storage capacity exists to properly treat and store runoff associated with the 1, 10, 25, and 100-year design storm events. 4.0 METHODOLOGY This SWPPP utilizes several Stormwater Management Planning techniques and Green Infrastructure Practices. This approach to stormwater management emphasizes a holistic approach to resource protection, water quality treatment, flow volume control, maintenance cost reduction, and the dynamics of stormwater science. The primary goal is to reduce a site’s impact on the aquatic ecosystem through the use of site planning techniques, runoff reduction techniques, and certain standard stormwater management practices. 5.0 NYSDEC GREEN INFRASTRUCTURE SIX STEP APPROACH According to the New York State Stormwater Design Manual, the term green infrastructure includes a wide array of practices at multiple scales to manage and treat stormwater, maintain and restore natural hydrology and ecological function by infiltration, evapotransporation, capture and reuse of stormwater, and establishment of natural vegetative features. On the local scale, green infrastructure consists of site and neighborhood specific practices and runoff reduction techniques. When implemented throughout a development and watershed, green infrastructure can: reduce runoff volume, peak flow, and flow duration, slow down the flow to increase the time of concentration, improve groundwater recharge, protect downstream water resources, including wetlands, reduce downstream flooding and property damage, reduce incidence of combined sewer overflow, provide water quality improvements/reduced treatment costs, reduce thermal pollution, and improve wildlife habitat. The methodology for implementing green infrastructure techniques as well as designing the stormwater management and erosion and sedimentation control structures for this project is summarized as follows: The Six Step Process for Stormwater Site Planning and Practice Selection 1.0 Planning the site in accordance with local laws and ordinances to preserve natural resources, utilize site hydrology and reduce impervious cover. 2.0 Initial calculation of the water quality volume for the site. Page 12 of 49 3.0 Incorporation of green infrastructure techniques and standard stormwater management practices (SMPs) with Runoff Reduction Volume (RRv) capacity to reduce 100% of the WQv calculated in step 2. If this is not possible, an explanation as to why the green infrastructure techniques were not feasible and specific site limitations will be provided. 4.0 Determine the minimum Runoff Reduction Volume (RRv) required. 5.0 Use of standard SMPs, where applicable, to treat the portion of water quality volume not addressed by green infrastructure techniques and standard SMPs with RRv capacity, 6.0 Design of volume and peak rate control practices where required. 6.1 Evaluate the hydrologic condition of the tributary area using the USDA-SCS Technical Release No. 20 (June 1986) Methods. 6.2 Determine peak flows from each watershed, for various storm events, using the HydroCAD computer program. 6.3 Determine the water quality volume, channel protection volume, overbank flood protection volume and extreme storm flood protection volume for each drainage area that requires mitigation. Design the stormwater systems for each drainage area with structures that store and discharge the previously mentioned volumes at the required rates. 6.4 Perform stormwater system routings for the stormwater management using the HydroCAD computer program if necessary. Examine and compare the output for peak elevations and peak outflows for both pre and post-development conditions. 6.5 Design the stormwater system, in accordance with the "New York State Stormwater Management Design Manual", January 2015, prepared by the Maryland’s Center for Watershed Protection for the New York State Department of Environmental Conservation. 6.6 Design the erosion and sedimentation control structures and prepare engineering calculations for the design of channels and conveyance piping in accordance with the "New York Standards and Specifications for Erosion and Sediment Control. 5.1 SITE PLANNING The first step in developing a comprehensive stormwater management plan using green infrastructure is to avoid or minimize land disturbance by preserving natural resources and utilizing the hydrology of the site. An existing conditions map was prepared identifying the natural resource areas and drainage patterns prior to designing the site layout. The map includes but is not limited to: wetlands (state and federally regulated), waterways (major, perennial, intermittent, or springs), buffer areas (stream, wetland and forest), floodplains, forest, critical areas, topography, soils (hydrologic soil group, highly erodible soils, etc.), and significant geologic features including bedrock. This map is shown in Appendix B and addressed in the Erosion and Sediment Control Plan. Page 13 of 49 Preservation of Natural Features Utilizing the Natural Resource Areas and Drainage Pattern Map, a strategy for protecting and enhancing natural resources was created. This strategy involves preserving natural features prior to site layout, utilizing natural features to preserve the natural hydrology, maintaining natural drainage design points, maximizing retention of forest cover and undisturbed soils, avoiding erodible soils on steep slopes and limiting mass grading of sites. Preservation of natural features includes techniques to foster the identification and preservation of natural areas that can be used in the protection of water, habitat and vegetative resources. The following planning practices to protect natural features have been considered and where possible, applied to the proposed development. Preservation of Undisturbed Areas: Preservation of undisturbed areas has been included within this project as a total of 0.55 acres will be included within a permanent conservation area. Preservation of Buffers: Preservation of buffers have been included and are incorporated into the preservation of the existing Adjacent Area along the western property boundary. Reduction of Clearing and Grading: Clearing shall be limited to only what is necessary for the construction of the buildings, parking lots and required stormwater management features. A limit of disturbance will be established based on the maximum disturbance zone for all development activities that considers equipment needs and construction techniques. Locating Development in Less Sensitive Areas: Sensitive resource areas on the parcel are limited to the wooded areas. No critical habitats have been identified on the site. Careful attention has been made to design the project to disturb the least amount of sensitive natural resources as possible. Clearing will be limited to the areas only needed to construct the project. These planning techniques strive to create the least impact to sensitive natural resources and aid in preserving the natural hydrology of the site. Open Space Design: Clustering, conservation design or open space design is not applicable to this project due to the scale of this project. However, by implementing other planning techniques to preserve natural features, several of the benefits of this approach have already been achieved. These include reducing overall limits of disturbance to preserve forested land. Additionally, open space areas for passive, active and buffering purposes have implemented into the parcel to the greatest extent possible. Soil Restoration: Soil restoration will be completed in areas that require extensive grading and will be performed during the construction phase of the project. According to the New York State Stormwater Design Manual, 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. Soil restoration is applied in the cleanup, restoration, and landscaping phase of construction followed by the permanent establishment of an appropriate, deep-rooted groundcover to help maintain the restored soil structure. A simple maintenance agreement will be included identifying where this technique has been applied and will be conserved and who is responsible. Soil restoration includes mechanical decompaction, compost amendment or both. The following table (from the New York State Stormwater Design Manual) describes various soil disturbance activities related to land development, soil types and the requirements for soil restoration for each activity. 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 Page 14 of 49 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” of topsoil Areas of cut or fill HSG A&B HSG C&D Aerate*and apply 6” 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 (decompaction and compost enhancement) Areas where Runoff Reduction and/or infiltration practices 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 spikes making indentations in the soil, or prongs which function like a mini-subsoiler. ** “Please see Deep Ripping and De-compaction, DEC 2008” which is found in Appendix M. *** This project is situated on D type soils (HSG = hydrologic soil group) Soil restoration will help return the soil to its original state prior to development. This planning technique will increase rainwater absorption therefore increasing temporary water storage in the soil, filtering out water pollutants, reducing stormwater runoff through infiltration and evapotranspiration and promoting healthy plant growth with a reduced need for irrigation, pesticides and fertilizers. Reduction of Impervious Cover The next step is to reduce the impacts of the development by reducing the impervious cover. This strategy involves reducing roadways, sidewalks, driveways, cul-de-sacs, building footprints and parking areas. Impervious surfaces can significantly disrupt the natural rhythm of the hydrologic cycle. Since they do not allow stormwater to percolate into the soil, infiltration, evapotranspiration and groundwater recharge is decreased. These surfaces also increase the rate at which runoff and associated pollutants are conveyed to the nearest water body, which can compromise water quality and may result in a higher frequency of flooding and accelerated stream erosion. The following planning practices to reduce impervious cover have been considered and where possible, applied to the proposed development. Roadway Reduction: Roadways for this project have been reduced to the minimum extent possible allowed by the City of Saratoga Springs. Sidewalk Reduction: Sidewalks for this project have been reduced to the minimum extent possible allowed by the American with Disabilities Act and the City of Saratoga Springs. Page 15 of 49 Driveway Reduction: This planning practice was not applicable as no driveways have been proposed for this project. Building Reduction: This practice of reducing the building footprint was utilized to reduce the area of the buildings to the maximum extent possible while still making the project feasible. Parking Reduction: This planning practice was not applicable as the parking requirements have been outlined by the City of Saratoga Springs Zoning Code. However, parking areas were reduced by incorporating parking in the basement level of the building. By protecting natural resources and utilizing the hydrology of the site, every attempt has been made to preserve the natural conditions of the site, minimize runoff and maintain the preconstruction hydrology. Careful consideration has been made to preserve undisturbed areas and buffers, reduce clearing and grading, locate development in less sensitive areas, and restore soils. The proposed project has minimal impervious area for a project of this size. Impervious areas are limited to building, parking, drive aisles, and sidewalks. All reasonable opportunities for preserving natural conditions of the site have been employed by the project to preserve the natural conditions of the site to minimize the runoff and maintain the pre-construction hydrology. 5.2 DETERMINE THE WATER QUALITY VOLUME AND MINIMUM REDUCTION VOLUME The total parcel area is approximately 2.00-acres. The total developed area, which includes portions of the public right-of-way, is 2.44-acres, 1.43-acres of which will be impervious development. The 2.44-acres of developed area consists of 1.39-acres to be disturbed within the parcel area, 0.37-acres will be disturbed within the right-of-way of Station Lane, 0.55-acres includes the wetland area and the associated 100’ adjacent area which will be permanently conserved, and 0.11-acres of area from the adjacent parcel which drains onto the project parcel. Following a review of existing topography and site conditions, two drainage areas and one design point were defined for the subject site and the stormwater management analysis. A detailed description of these design points can be found in section 6.1 & 6.2 of this report. The water quality volume (WQv) and Minimum Reduction Volume for the design points has been calculated as follows: Water Quality Volume: WQv = P x Rv x A 12 Rv = 0.05 +0.009(I); I = percent impervious P (inch) = 90% Rainfall Event A = Site Area WQv = 1.15 x 0.587 x 2.44= 0.137 ac-ft 12 The Water Quality Volume for the project is 0.137 ac-ft or 5,968 cf of stormwater. Minimum RRv required: RRv = (P × Rv × S × A(Total New Impervious Area) )/12 Where: P = 90% rainfall event (inches) Page 16 of 49 Rv = 0.05+0.009(I) where I is 100% impervious S = 0.30 (weighted average of all soils) A = 1.43 acres Minimum RRv required = (1.15 × 0.95 × 0.30 × 1.44) = 0.039 ac-ft 12 Minimum RRv required = 0.039 acre-feet 5.3 RUNOFF REDUCTION BY APPLYING GREEN INFRASTRUCTURE TECHNIQUES AND STANDARD SMPS WITH RRV CAPACITY The Runoff Reduction Volume (RRv) results in a reduction of the total WQv through implementation of green infrastructure techniques. Runoff reduction shall be achieved by infiltration, groundwater recharge, reuse, recycle, evaporation/transpiration of 100 percent of the post development water quality volumes to replicate pre-development hydrology by maintaining pre-construction infiltration, peak runoff flow, discharge volume, as well as minimizing concentrated flow by using runoff control techniques to provide treatment in a distributed manner before runoff reaches the collection system. Green infrastructure techniques shall be employed to reduce the required WQv. Green infrastructure techniques are grouped into two categories. They include:  Practices resulting in a reduction of contributing area, and  Practices resulting in a reduction of contributing volume All of the green infrastructure planning and design options have been evaluated to determine the feasibility of the runoff reduction option for use on the project site. If the option is not feasible for the project site, a description has been provided indicating why the green infrastructure option was not feasible. Implementation of green infrastructure cannot be considered infeasible unless physical constraints, hydraulic conditions, soil testing, existing and proposed slopes (detailed contour), or other existing technical limitations are objectively documented. The following chart (from the NYSDEC design manual) outlines the green infrastructure techniques that are acceptable for runoff reduction that must be evaluated for feasibility for the project. Green Infrastructure Techniques Acceptable for Runoff Reduction Group Practice Description Conservation of natural areas Retain the pre-development hydrologic and water quality characteristics of undisturbed natural areas, stream and wetland buffers by restoring and/or permanently conserving these areas on a site. Sheetflow to riparian buffers or filter strips Undisturbed natural areas such as forested conservation areas and stream buffers or vegetated filter strips and riparian buffers can be used to treat and control stormwater runoff from some areas of a development project. Vegetated open swale The natural drainage paths, or properly designed vegetated channels, can be used instead of constructing underground storm sewers or concrete open channels to increase time of concentration, reduce the peak discharge, and provide infiltration Tree planting/tree box Plant or conserve trees to reduce stormwater runoff, increase nutrient uptake, and provide bank stabilization. Trees can be used Page 17 of 49 Runoff Reduction Techniques for applications such as landscaping, stormwater management practice areas, conservation areas and erosion and sediment control. Disconnection of rooftop runoff Direct runoff from residential rooftop areas and upland overland runoff flow to designated pervious areas to reduce runoff volumes and rates. Stream daylighting for redevelopment projects Stream daylight previously culverted / piped streams to restore natural habitats, better attenuate runoff by increasing the storage size, promoting infiltration, and help reduce pollutant loads. Rain Garden Manage and treat small volumes of stormwater runoff using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. Green roof Capture runoff by a layer of vegetation and soil installed atop a conventional flat or sloped roof. The rooftop vegetation allows evaporation and evapotransporation processes to reduce volume and discharge rate of runoff entering conveyance system. Stormwater planter Small landscaped stormwater treatment devices that can be designed as infiltration or filtering practices. Stormwater planters use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve water quality Rain tank / Cistern Capture and store stormwater runoff to be used for irrigation systems or filtered and reused for non-contact activities Porous Pavement Pervious types of pavements that provide an alternative to conventional paved surfaces, designed to infiltrate rainfall through the surface, thereby reducing stormwater runoff from a site and providing some pollutant uptake in the underlying soils. Runoff Reduction Technique Evaluation The runoff reduction techniques offered in the NYSDEC Stormwater Design Manual have been reviewed to determine the suitability of the site for use. The feasible runoff reduction practices are shown in the project plans. Additionally, a summary of the individual runoff reduction and total runoff reduction volume and the impact it will have on the total WQv is included after the description and evaluation of each practice. Conservation of Natural Areas: Conservation of Natural Areas have been proposed for this project and include approximately 0.55 acres of adjacent area and wetlands that will be permanently conserved. Sheet Flow to Riparian Buffers or Filter Strips: This green infrastructure practice helps treat and control stormwater runoff from developed areas. Providing sheet flow to filter strips will promote groundwater recharge, reduce pollutant loading, increase infiltration and help to maintain pre- and post-hydrologic conditions. Filter strips have not been proposed as the project does not allow for the required minimum filter strip width. Vegetated Swale: According to the New York State Stormwater Design Manual, a vegetative swale is a maintained, turf lined swale specifically designed to convey stormwater at a low velocity, promoting natural treatment and infiltration. Where drainage area, topography, soils, slope and safety issues permit, vegetated swales can be used in the street right-of-way and on developed sites to convey and treat stormwater from roadways and other impervious surfaces. Vegetated swales have not been proposed for this project due to site constraints. Page 18 of 49 Tree Planting / Tree Pit: A combination of new tree planting and conservation of existing trees shall be utilized by the project. This practice helps to reduce stormwater runoff through rainfall interception and evapotranspiration. Other benefits include providing wildlife habitat, promoting shade, creating natural buffers, increasing nutrient uptake, and aiding infiltration. At a minimum, ten (10) new trees will be planted on the project parcel and in the right-of-way and two existing street trees will be retained, for a total of twelve (12) tree plantings. The new tree plantings will be specified through the guidance of the New York State Stormwater Design Manual and will be in accordance with the City of Saratoga Springs Recommended Tree List. New deciduous trees will be at least 2-inch caliper, while existing trees are greater than 4-inch caliper. The new tree planting areas are shown on the plan in Appendix E. Disconnection of Rooftop Runoff: Disconnection of Rooftop Runoff will not be proposed for this project as rooftop runoff will be treated by other green infrastructure and traditional stormwater management techniques. Stream Daylighting: The stream daylighting technique is typically used for retrofit or redevelopment projects and therefore is not applicable to this project. Rain Gardens: According to the New York State Stormwater Design Manual, the rain garden is a stormwater management practice intended to manage and treat small volumes of stormwater runoff from impervious surfaces using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. This practice is most commonly used in residential land use settings and is appropriate for townhomes and single family homes. Rain gardens have not been proposed for this project due to the commercial nature of the development. Green Roofs: Green roofs are not considered to be feasible for the project based upon structural requirements that would be imposed upon the proposed building and due to safety concerns for the future owners / tenants. Also extreme weather and potential heavy snow loads during winter months make this practice undesirable. Stormwater Planters: According to the New York State Stormwater Design Manual, stormwater planters, much like rain gardens, use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve stormwater quality. Stormwater planters have not been proposed for this project as other green infrastructure techniques have been utilized. Rain Barrels and Cisterns: A cistern has been proposed to capture and treat stormwater runoff originating from the developed portion of the site. This runoff will be stored within the proposed Subsurface Detention System #1, below the outlet control device of the system. Approximately 16,310 gallons will be stored below the outlet control device where it will be accessible through an off-line manhole with a pump. The stored runoff will be utilized for lawn and landscaping irrigation purposes and other non- potable uses as determined by the owner. The total landscaped area to be irrigated is approximately 15,400 sq. ft. The landscaped area will require approximately 38,400 gallons of water per month based upon 1” of watering per week. Therefore, the site’s irrigation demands will be supplemented with the City’s water supply. A water use plan will be developed with the project architect as the building design progresses. To minimize the potential for ice damage and to provide sufficient storage for spring snow melt, water should be pumped out of the system prior to the beginning of winter. Porous Pavement: According to the New York State Stormwater Design Manual, porous pavement provides an alternative to conventional paved surfaces. It is designed to infiltrate rainfall directly through the surface, thereby reducing stormwater runoff. In addition, porous pavement provides some pollutant uptake in the underlying soils thus improving the water quality. Porous pavement has not been proposed for this project as other green infrastructure practices are being utilized. Page 19 of 49 Bio-retention infiltration: According to the New York State Stormwater Design Manual, bio-retention is a stormwater management practice intended to manage and treat stormwater runoff from impervious surfaces using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. This practice is most commonly used in residential and commercial land use settings and is appropriate for townhomes, parking lots and commercial buildings. A Bio-retention area has not been proposed for this project as other green infrastructure practices are being utilized. The required WQv that shall be treated for the project is calculated in Section 5.2 and is approximately 0.135 ac-ft or 5,844 cf of stormwater for the project. The required minimum runoff reduction requirements have been calculated in Section 5.2 and is approximately 0.039 ac-ft. The proposed runoff reduction volumes utilizing green infrastructure techniques have been calculated and are shown in Appendix D at the end of this report. A summary of the calculation results are as follows: The original WQv= 0.137 ac-ft The minimum required RRv = 0.039 ac-ft Area Reduction Practices Conservation of natural areas= 0.55 ac Riparian buffers / filter strips = 0.00 ac Tree Planting/tree preservation= 0.09 ac Total Area Reduction= 0.64 ac Runoff Reduction volume= 0.005 ac-ft Rooftop Disconnection Runoff Reduction volume= 0.00 ac-ft Volume Reduction Practices Porous Pavement= 0.00 ac Runoff Reduction volume= 0.000 ac-ft Source Control Treatment Practices Standard Practices Infiltration N/A Green Infrastructure Practices Vegetated Swales N/A Green Roof N/A Rain Garden N/A Stormwater Planters N/A Cisterns/Rain Barrels 0.048 ac-ft Bioretention Infiltration N/A Infiltration Trenches N/A Total Runoff Reduction Volume 0.053 ac-ft Total WQv Treated and Reduced 0.053 ac-ft Total WQv to be Treated by Standard Practices 0.084 ac-ft Page 20 of 49 The total runoff reduction volume of 0.053 ac-ft for the project site is less than the water quality volume 0.137 ac-ft; however, is greater than the minimum required runoff reduction of 0.039 ac-ft. Approximately 38.7% of the water quality volume is treated by the runoff reduction requirements and green infrastructure practices. The remaining 0.084 ac-ft of the water quality volume is to be treated by the stormwater management subsurface detention systems. 5.4 STANDARD STORMWATER MANAGEMENT PRACTICES TO TREAT WATER QUALITY VOLUME NOT ADDRESSED BY GREEN INFRASTRUCTURE TECHNIQUES All of the green infrastructure practices have been evaluated and included in the design where possible. The remaining water quality treatment volume is provided by the stormwater management subsurface detention systems that have been included in the design of the project. This will satisfy the additional WQv requirement that cannot be met by applying the green infrastructure techniques and standard SMPs with RRv capacity. The RRv requirement has been satisfied and the SWPPP complies with the required sizing criteria. A description of the stormwater management basin is included in Section 6.3. 6.0 HYDROLOGIC AND HYDRAULIC ANALYSIS The amount of stormwater runoff generated from the subject parcels after development is completed should not be greater than the stormwater runoff generated prior to development. To ensure the pre-development stormwater discharge is less than or equal to post-development stormwater discharge, the 1- year, 10-year, 25-year and 100-year storm events were considered for the design of the stormwater management plan. The first step in completing the watershed model is to determine the contributing drainage areas for both the pre-development and post-development conditions. The times of concentration and runoff curve numbers (CN) were then calculated for each watershed area. This data was then entered into the HydroCAD computer program. HydroCAD, developed by Applied Microcomputer Systems of Chocorua, 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 is used to calculate peak runoff flows and to create hydrographs for the four storms evaluated for both pre-development and post development conditions. 6.1 EXISTING PRE-DEVELOPMENT CONDITIONS Following a review of existing topography and site conditions, two (2) subcatchments and one (1) design point were defined for the subject site and the stormwater management analysis. The analysis area includes the project area of 2.44 acres. Design Point 1 is a large wetland complex located to the south of Station Lane. The existing project area drains from the northeastern boundary towards the southwestern boundary. Stormwater is conveyed under Station Lane via existing structures and culverts. The drainage to Design Point 1 (Subcatchment 1S & 2S) has a contributing area of approximately 2.44-acres. The ground cover within the Subcatchement 1S includes grassed areas, existing impervious, and wooded areas. Stormwater originating from Subcatchment 1S predominantly flows overland from the northeast portions of the site to the south and west and ultimately Design Point 1. Subcatchment 2S has a contributing area of approximately 0.27 acres. The ground cover within the Subcatchment 2S includes wooded areas as well as some existing impervious area. Stormwater originating from Subcatchment 2S predominantly flows overland from the eastern portion of the site to the west and south and ultimately Design Point 1. Page 21 of 49 6.2 PROPOSED POST-DEVELOPMENT WATERSHED CONDITIONS Under proposed conditions, the design point remains in the same location. Due to the proposed development the site has been divided into multiple subcatchments to most accurately depict the developed condition. The post-development stormwater analysis includes the identified subcatchments. Subcatchment (1S) encompasses approximately 1.34-acres and includes impervious road, roof, and lawn areas. Stormwater originating from Subcatchment 1S will discharge to Subsurface Detention System #1 where it is to be treated. This area conveys runoff overland to catch basins where it is then conveyed to Subsurface Detention System #1 located underneath the paved parking area behind the building. Subsurface Detention System #1 will treat storm events up to and including the 100-year storm event. An outlet structure has been provided that will discharge storms to Design Point 1. Subcatchment (2S) encompasses approximately 0.40-acres and includes impervious road and sidewalk, impervious outdoor seating areas, and lawn areas. Subcatchment 2S consists almost entirely of area within the right-of-way of Station Lane. The entire WQv for the new development within Subcatchment 2S shall be provided with the deep sump catch basins. The deep sump catch basins have been designed with a 4’ sump. Calculations in accordance with 6.4.3 of the NYSSDM outlining the use of deep sumps can be found in Appendix C of this report. At the request of the City’s Designated Engineer, there are no outlet control devices controlling discharge from the pipe. Stormwater will be released to Design Point 1. Subcatchment (3S) encompasses approximately 0.14-acres and includes impervious road and lawn/landscaped areas. Stormwater originating from Subcatchment 3S discharges to Subsurface Detention System #2 where it will be treated. This area conveys runoff overland to catch basins where it is then conveyed to Subsurface Detention System #2 located underneath the paved driveway on the west side of the building and adjacent to the entrance to the basement level parking area. Subsurface Detention System #2 will treat storm events up to and including the 100- year storm event. An outlet structure has been provided that will discharge storms to Design Point 1. Subcatchment (4S) encompasses approximately 0.59-acres and includes wooded and wetland area. Stormwater originating from Subcatchment 4S will flow overland towards the wetlands along the western boundary and ultimately Design Point 1. The pre-development and post-development peak discharge rates at Design Point 1 for the 1, 10, 25, and 100-year storms prior to mitigation are as follows: 1-YR 10-YR 25-YR 100-YR PRE-DEVELOPMENT cfs cfs cfs cfs DESIGN POINT 1 0.96 3.39 4.99 8.43 POST-DEVELOPMENT cfs cfs cfs cfs DESIGN POINT 1 4.70 9.17 11.74 16.89 These post development volume and discharge values represent the post development condition without any designed stormwater management areas in relation to existing conditions. The post-development stormwater discharge must be mitigated. Page 22 of 49 6.3 PROPOSED WATER QUANTITY AND QUALITY CONTROLS The post-development runoff rates for the developed site are higher than the pre-development rates; therefore mitigation is required to properly regulate post-development runoff. The area that the post- development hydrograph exceeds the pre-development hydrograph equals the volume of water that needs to be mitigated by implementing stormwater management basins. The proposed stormwater management system for this site has been designed with provisions to store and treat the water quality volume, channel protection volume, overbank flood protection volume and extreme storm flood protection volume for the developed portions of the project parcel. The proposed stormwater management systems have been included with the proposed development considering various site constraints and the City of Saratoga Springs regulations. Subsurface Detention System #1 Subsurface Detention System #1 is located in the central portion of the developed site. This system will collect and treat the stormwater from approximately 1.34-acres of the developed portions of the site. This basin will ultimately discharge to Design Point 1. The practices that will be utilized include one Cascade Unit for pretreatment as well as a Jellyfish Stormwater Filter by Contech to treat the stormwater runoff for quality. The Jellyfish Stormwater Filter by Contech is an approved device for new development per the NYSDEC under their Proprietary Practices for Stormwater Management webpage. The water quality volume (WQv) is designed to improve water quality sizing to capture and treat 90% of the average annual stormwater runoff volume. The water quality volume is directly related to the amount of impervious cover created at a site. The water quality volume is 0.104 ac-ft for Subsurface Detention System #1 and will be pretreated by a Hydrodynamic Separator (Cascade Unit) before entering the system. Sizing calculations for the Cascade Unit can be found in Appendix D of this report. During storm events, stormwater enters the system through the Cascade Unit. The flow is then directed from the Cascade Unit to the subsurface detention system. The flow will then be directed from the subsurface detention system through a 1.5” orifice to the Jellyfish and Outlet Control Structure 1. During low flow conditions stormwater will drain from the subsurface system through the Jellyfish filter where it will be treated. The Jellyfish filter has been sized to treat the peak rate of runoff from the 1-year design storm. Once the maximum elevation of the WQv design storm has been reached stormwater will flow through a 3” orifice, which has an invert elevation above the WQv design storm, to provide the stream channel protection volume. For storm events above the 1-year event, stormwater will be released by a cipoletti weir, whose elevation is above both the 1.5” orifice within the Jellyfish and the 3” orifice within the Outlet Control Structure 1. The stream channel protection volume (CPv) requirements are designed to protect stream channels from erosion. In New York State this goal is accomplished by providing 24-hour extended detention of the one- year, 24-hour storm event. The stream channel protection volume is 0.128 ac-ft for the system. For Subsurface Detention System #1, the entire CPv will drain through the filter system through a 1.5” orifice. The orifice will slowly discharge the CPv at an average rate of 0.07 cfs. Therefore, the CPv will drain from the system in approximately 22.1 hours (0.128 ac-ft x 43560 sf/ac = 5,576 cf; 0.07 cfs = 252 cf/hr; 5,576/252 = 22.1 hours). The primary purpose of the overbank flood control sizing is to prevent an increase in the frequency and magnitude of out-of-bank flooding generated by urban development. Overbank control requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate to pre-development rates. The Page 23 of 49 overbank flood control volume is 0.11 ac-ft for Subsurface Detention System #1. The system is designed to store in excess of the overbank flood control volume. The intent of the extreme flood criterion is to prevent the increased risk of flood damage from large storm events, maintain the boundaries of the pre-development 100-year floodplain and protect the physical integrity of stormwater management practices. Extreme flood protection requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate to pre-development rates. The extreme flood protection volume is 0.17 ac-ft for Subsurface Detention System #1. The basin is designed to meet the required extreme flood criterion. A rating table (stage/storage/discharge) was then developed for the proposed subsurface system based on the geometry of the system, characteristics of the water quality volume, channel protection volume, overbank flood protection volume and extreme storm flood protection volume for each drainage area. A proposed outlet structure for the subsurface system has been designed to include a weir for storm events greater than the 100-year event. A detail of the outlet structure has been included with the site plans. The emergency overflow will ultimately discharge to Design Point 1. The subsurface system will reduce the post-development peak stormwater discharge to pre-development peak stormwater discharge rates. A summary of the subsurface system performance and pre/post stormwater discharge information is shown below: Subsurface Detention System #1: Peak Inflows Peak Structure Discharge High Water Elevation Freeboard Q1 = 3.59 cfs Q1 = 0.07 cfs 325.04 4.96’ Q10 = 6.49 cfs Q10 = 0.30 cfs 325.99’ 4.01’ Q25 = 8.10 cfs Q10= 0.39 cfs 326.69’ 3.31’ Q100 = 11.27 cfs Q100 = 2.41 cfs 328.00’ 2.00’ -Storm Chamber Bottom= 323.71’, 1.50” Low Flow Orifice Elevation (Jellyfish filter) =323.71’; 3” Orifice Elevation = 325.04; Cipolletti Weir Elevation= 327.10’; Top of Storm Chamber = 327.50’, Lowest Catch Basin Rim = 330.00’ Subsurface Detention System #2 Subsurface Detention System #2 is located west of the proposed building and adjacent to the entrance to the basement level indoor parking spaces. This system will collect and treat the stormwater from approximately 0.137-acres of the developed portions of the site. This system will ultimately discharge to Design Point 1. The practices that will be utilized include one Cascade Unit for pretreatment as well as a Jellyfish Stormwater Filter by Contech to treat the stormwater runoff for quality. The Jellyfish Stormwater Filter by Contech is an approved device for new development per the NYSDEC under their Proprietary Practices for Stormwater Management webpage. The water quality volume (WQv) is designed to improve water quality sizing to capture and treat 90% of the average annual stormwater runoff volume. The water quality volume is directly related to the amount of impervious cover created at a site. The water quality volume is 0.010 ac-ft for Subsurface Detention System #2 and will be pretreated by a Hydrodynamic Separator (Cascade Unit) before entering the system. Sizing calculations for the Cascade unit can be found in Appendix D of this report. During storm events, stormwater enters the system through the Cascade Unit. The flow is then directed from the Cascade Unit to the subsurface detention system. The flow will then be directed from the subsurface detention system through a 1.5” orifice to the Jellyfish and Outlet Control Structure 2. During Page 24 of 49 low flow conditions stormwater will drain from the subsurface system through the Jellyfish filter where it will be treated. The Jellyfish filter has been sized to treat the peak rate of runoff from the WQv design storm. Once the maximum elevation of the WQv design storm has been reached stormwater will flow through a 3.0” orifice, which has an invert elevation above the WQv design storm, to provide the stream channel protection volume. For storm events above the 1-year event, stormwater will be released by a sharp- crested rectangular weir, whose elevation is above both the 1.5” orifice within the Jellyfish and the 3” orifice within the Outlet Control Structure 2. The stream channel protection volume (CPv) requirements are designed to protect stream channels from erosion. In New York State this goal is accomplished by providing 24-hour extended detention of the one- year, 24-hour storm event. The stream channel protection volume is 0.012 ac-ft for the system. For Subsurface Detention System #2, the entire CPv will drain through the filter system through a 1.5” orifice. The orifice will slowly discharge the CPv at an average rate of 0.008 cfs. Therefore, the CPv will drain from the system in approximately 18.1 hours (0.012 ac-ft x 43560 sf/ac = 523 cf; 0.008 cfs = 28.8 cf/hr; 523/28.8 = 18.1 hours). The primary purpose of the overbank flood control sizing is to prevent an increase in the frequency and magnitude of out-of-bank flooding generated by urban development. Overbank control requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate to pre-development rates. The overbank flood control volume is 0.011 ac-ft for Subsurface Detention System #2. The basin is designed to store in excess of the overbank flood control volume. The intent of the extreme flood criterion is to prevent the increased risk of flood damage from large storm events, maintain the boundaries of the pre-development 100-year floodplain and protect the physical integrity of stormwater management practices. Extreme flood protection requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate to pre-development rates. The extreme flood protection volume is 0.02 ac-ft for Subsurface Detention System #2. The basin is designed to meet the required extreme flood criterion. A rating table (stage/storage/discharge) was then developed for the proposed subsurface system based on the geometry of the system, characteristics of the water quality volume, channel protection volume, overbank flood protection volume and extreme storm flood protection volume for each drainage area. A proposed outlet structure for the subsurface system has been designed to include a weir for storm events greater than the 100-year event. A detail of the outlet structure has been included with the site plans. The emergency overflow will ultimately discharge to Design Point 1. The subsurface system will reduce the post-development peak stormwater discharge to pre-development peak stormwater discharge rates. A summary of the subsurface system performance and pre/post stormwater discharge information is shown below: Subsurface Detention System #2: Peak Inflows Peak Structure Discharge High Water Elevation Freeboard Q1 = 0.34 cfs Q1 = 0.04 cfs 321.10 3.80’ Q10 = 0.63 cfs Q10 = 0.20 cfs 321.57’ 3.33’ Q25 = 0.80 cfs Q10= 0.25 cfs 321.86’ 3.04’ Q100 = 1.12 cfs Q100 = 0.35 cfs 322.49’ 2.41’ -Storm Chamber Bottom= 320.49’, 1.50” Low Flow Orifice Elevation (Jellyfish filter) =320.49’; 3.00” Orifice Elevation = 321.11; Rectangular Weir Elevation= 322.60; Top of Storm Chamber = 322.99’, Lowest Catch Basin Rim = 324.90’ Page 25 of 49 The proposed stormwater flows will not adversely affect the downstream receiving waters. A comparison of pre-and post-development discharge after installation of mitigation is shown below: 1-YR 10-YR 25-YR 100-YR PRE-DEVELOPMENT cfs cfs cfs cfs DESIGN POINT 1 0.96 3.39 4.99 8.43 POST-DEVELOPMENT cfs cfs cfs cfs DESIGN POINT 1 1.00 2.77 3.82 6.98 Post development peak stormwater discharge is less than or equal to pre-development peak stormwater discharge for all storm events analyzed with the exception of the 1-year storm event. However, per Section 4.10 of the NYSMDM, a peak flow rate increase of less than 5% can be approved provided that no downstream structures or buildings are impacted. Design Point 1 represents a large NYSDEC-regulated wetland, which is capable of receiving the additional 0.04 CFS (4.2% increase) without resulting in impacts to downstream structures or buildings. The stormwater systems have been sized to provide sufficient capacity to treat up to the 100-year storm event. Emergency overflows have been designed to release storms greater than the 100-year storm. The excess stormwater from these extremely rare events will flow through the emergency overflow weirs and discharge to the adjacent wetlands. 7.0 PERMANENT STORMWATER MANAGEMENT SYSTEM FEATURES This section describes the permanent features of the Stormwater Management System for proposed development, including storm sewer piping and stormwater basins. In all instances, the structures associated with the stormwater management system have been sized to accommodate peak flows from the 10-year design storm event. See the Construction Plans for the location, size, quantity and details of the permanent stormwater management features. 7.1 CONVEYANCE PIPING Storm runoff from developed areas will be conveyed to the stormwater basin by means of storm sewers. In general, piping is designed such that: ● All conveyance piping is sized to accommodate the peak flow from the 10-year 24-hour design storm; ● Flow capacity is sufficient to convey runoff to the receiving basin or ditch without overflowing the ditch or drop inlet at the entrance of the culvert; ● All storm drainage pipes are designed such that the projected velocities from the design storm are greater than three feet per second, and ● Strength is sufficient to withstand the soil cover and vehicle loads. 7.2 STORMWATER MANAGEMENT SYSTEM The following design criteria shall apply to the design of storm drainage facilities: Page 26 of 49  All storm drainage facilities shall be designed based on a ten-year (10) storm frequency.  Peak runoff rates from the project site after development shall not exceed pre-development peak runoff rates.  Adequate storage facilities shall be provided for the site to store the additional runoff volume due to development of the project site for a ten-year, twenty-five-year and one-hundred-year storm frequency.  Provisions, such as overflow studies shall be made for protection against property damage and loss of life for more severe storms (100-year storm). 8.0 STORMWATER EROSION AND SEDIMENT CONTROLS Several types of permanent and temporary storm water pollutant controls are required to be installed and implemented pre-construction, during construction and post-construction as shown on the Construction Plans and per the NYSDEC SPDES General Permit. Guidelines and recommendations can be found in the “New York Standards and Specifications for Urban Erosion and Sediment Control.” The permanent storm water management system has been designed to accommodate peak storm flows utilizing drainage ditches, conveyance channels, piping and a stormwater management basin. These permanent features should be installed and constructed as shown on the Construction Plans. Selection of temporary storm water controls will be on an “as needed basis” and will depend on the specific conditions of the site. Since site characteristics can change significantly during construction, it is important to monitor the site regularly to ensure the proper selection and implementation of the necessary controls. These controls include, but are not limited to silt fence, drainage swales, check dams, hay bales, stone construction entrances, sediment traps and seed and mulch. 8.1 EROSION AND SEDIMENT CONTROLS Temporary Stabilization Silt fences, drainage swales, check dams, stabilized stone construction entrances, sediment traps and seed and mulch and other controls will be utilized as temporary surface water management features. Silt fence will be used as necessary to reduce the sediment load in the receiving drainage ditches. In addition, silt fencing will be placed on the downslope sides of all disturbed areas (5 ft.) from the toe of the slope until more permanent drainage and erosion control structures are established. Check dams will be placed along the permanent drainage ditches in which vegetation is being established. Stone check dams will be placed in ditches to control flow velocity and reduce sedimentation. See the Construction Plans for the location, size, quantity, and details of the temporary stormwater management features. Steep slopes and exposed soils should be stabilized with silt fences, mulching blankets, geotextiles, geosynthetic drainage netting, seed and mulch, or any other stabilization measure shall be used that will significantly reduce the risk of erosion. Stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date of the current soil disturbance activity ceased. Page 27 of 49 Permanent Stabilization Permanent stormwater management features as described above include drainage ditches, conveyance channels, piping and stormwater management basin. In all instances, the structures associated with the stormwater management system have been sized to accommodate peak flows from the appropriate storm events as required by the Town of Clifton Park. All lawns, basins and swales will be permanently seeded and mulched and maintained as necessary to prevent over growth. 8.2 OTHER POLLUTANT CONTROLS Paints and Solvents During construction, temporary structures such as construction trailers may be moved on site to store items such as paints, solvents and gasoline pertinent to the continuation of construction activities. The intention of these structures is to shelter potential contaminants from stormwater and reduce the potential of toxic chemicals from entering the stormwater runoff due to construction activities. Solvents and detergents may be stored on-site that will be used for regular cleaning and maintenance of construction vehicles or temporary structures. Solvents shall be used in cleaning machinery pursuant to 6 NYCRR Part 750. After use, solvents shall be disposed of in approved containers and removed from site at scheduled intervals. Vehicle wash water that contains detergents must be disposed of into the sanitary sewer. Fuels Fuel for construction equipment shall either be obtained from a licensed distributor of petroleum products or from an approved above ground storage tank on site. A distributor may be contracted to arrive on site periodically and fill all equipment as necessary. All distributors of petroleum products must have adequate liability insurance to mitigate and clean up any spills that occur on site as well as obtain appropriate permits and licenses from the NYSDEC. All above ground storage tanks with a combined capacity of 1,100 gallons shall be installed pursuant to 6 NYCRR Part 614 Standards for New and Substantially Modified Petroleum Storage Facilities. Fuel from construction vehicles may come into contact with stormwater when vehicles are stored outside. Good housekeeping and preventative maintenance procedures shall be implemented to ensure fuel spills and leaks are minimized during refueling and storage. Any small-scale fuel or oil spills must be remedied immediately and contaminated soils shall be disposed of appropriately. The designated spill prevention and response team shall handle large-scale gasoline spills. Oil and other petroleum products may be stored on site in limited quantities to ensure the continued operation of construction equipment in the event a scheduled delivery is unavailable. Items shall be stored in their original containers within temporary structures and shall not be exposed to stormwater. Used oil and petroleum products shall be stored in approved containers until recycled or disposed of at an approved disposal facility. Temporary Facilities Temporary sanitary facilities may be located on site for construction workers. This facility shall be located in an accessible and visible location. Such a facility shall be leak and tip proof. A waste management company may be contracted to arrive on site and provide the routine pumping and sanitization of the facility. Page 28 of 49 Such a company shall have adequate liability insurance to mitigate and clean up any spills that occur on site as well as appropriate permits and licenses from the NYSDEC. Dust Control Construction traffic must enter and exit the site at the stabilized construction entrance. The purpose is to trap dust and mud that would otherwise be carried off-site by construction traffic. Water trucks will 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 to the Owner, and in compliance with applicable local and state dust control regulations. Solid Waste No solid materials, including building materials and concrete washout wastewater, are allowed to be discharged from the site with storm water. All solid waste, including disposable materials incidental to the major construction activities, must be collected and placed in containers. The containers will be emptied periodically by a contract trash disposal service and hauled away from the site. Thermal Pollution Stormwater that comes in contact with roadways, driveways, parking lots or other impermeable surfaces may increase in temperature during warm weather. If stormwater is discharged into surface water bodies, the temperature of the water body may also increase, potentially threatening plant and animal species sensitive to temperature changes as well as providing an environment that may cause nuisance species to flourish. After development is complete, impervious areas shall be graded to channel water to catch basins and culverts, which in turn convey stormwater to the stormwater management basins. All stormwater shall be stored and treated within the basin before it is released to downstream water bodies. Prior to release the stormwater will be retained in the stormwater management area and during the retention time the stormwater will be cooled by the ambient temperature of the earth. Treatment of the stormwater in the basin will reduce any threat of raising the temperature of any downstream waterbodies. 8.3 BEST MANAGEMENT PRACTICES Throughout construction, care shall be taken to ensure sediment does not enter surface water bodies and chemicals do not enter stormwater, potentially contaminating surface and groundwater supplies. The following Best Management Practices (BMP) shall be observed to maintain responsible environmental practices on the construction site. Good Housekeeping Good housekeeping is essential to reducing the risk of contaminating runoff waters during every stage of construction. The General Contractor shall ensure supervisors train each employee in good housekeeping practices as they pertain to the implementation of this SWPPP. Immediately following mobilization, the General Contractor shall take an inventory of all equipment and containers containing hazardous or toxic materials and submit this inventory to the Owner to keep on-site with this Stormwater Pollution Prevention Plan. This inventory shall be updated regularly to reflect changes Page 29 of 49 in the quantity or type of hazardous and toxic materials stored on site. In the event of a spill, the Spill Response Team can refer to the inventory if the contents of the spill are unknown. All equipment shall be operational while it is stored on site. Inspections shall be conducted regularly to ensure all equipment is free of leaks and that oil and grease are not in contact with soils or stormwater. Portable equipment such as chain saws, drills as well as hand tools must be placed within a trailer or under cover at the end of each work day. A storage area shall be designated on-site where all hazardous or toxic materials are stored. Each employee shall return the materials to the designated storage area following use. Chemicals, including oil, grease, solvents and detergents shall be stored on-site in approved containers only. Used chemicals shall be disposed of in refuse containers and removed periodically. Containers shall be regularly inspected to ensure the integrity of the container and seals to prevent leaks. A scheduled clean-up shall occur at the end of each workweek. During this clean up, empty containers of solvents, oils, grease, paints and detergents shall be disposed of, containers of gasoline shall be placed in trailers where they are not in contact with stormwater and the inventory shall be updated. Empty containers shall not be permitted on the ground. Preventative Maintenance All on-site vehicles must be inspected regularly for oil and grease leaks. All leaks shall be repaired immediately upon obtaining the appropriate equipment. If the leak cannot be fixed immediately, it shall be temporarily mitigated to prevent the flow of contaminants onto the soil and potentially into the stormwater. If necessary, the reservoir will be drained to stop the flow of contaminants or the vehicle will be moved under cover. Drip pans shall be used when performing any maintenance or cleaning on construction vehicles. Spill Prevention and Response The safety of employees and neighbors shall be of utmost concern when hazardous or toxic chemicals are stored or utilized on-site. Materials Safety Data Sheets (MSDS) shall be obtained for all toxic or hazardous substances that are stored on-site to provide employees with a valuable database in assessing risk in the event of a spill. Any above ground storage tanks on site shall be installed pursuant to 6 NYCRR Part 614. According to the New York State “Minimum Standards for New and Substantially Modified Above Ground Storage Facilities”, all tanks installed must meet or exceed the design criteria in one or more of the following design or manufacturing standards: UL No. 142, UL No. 58, API Standard No. 650, API Standard No. 620, CAN4- S601-M84 or CAN4-S630-M84. Tanks constructed of wood, concrete, aluminum, fiberglass reinforced plastic as well as riveted or bolted steel tanks are not permitted. All tanks must have installed leak detection systems, secondary containment, corrosion protection, and undergo periodic monitoring pursuant to all Part 614 requirements. Should a spill occur, trained individuals shall be on-call at all times to mitigate the potential negative effects of a spill. The General Contractor shall have trained employees knowledgeable in the location of sorbent, brooms, rags and mops in the event of a small-scale spill. An inventory of equipment and its location shall be posted in a visible location as well as kept in proximity to this Pollution Prevention Plan. If the General Contractor does not have Hazardous Materials trained employees on site, a firm that specializes in handling spills, soil and water contamination shall be called. Page 30 of 49 After a spill occurs, all personnel not trained in hazardous materials spill response shall be asked to evacuate the immediate area. The New York State NYSDEC of Environmental Conservation (NYSDEC) Spill Response Team shall be called at 1-(800)-457-7362 to investigate the spill and determine if additional actions should be taken to ensure the safety of personnel and nearby residents. Should any employee have a suspected injury, a local emergency squad must be contacted immediately. 9.0 CONSTRUCTION SEQUENCE SCHEDULING A phased construction sequence schedule of the project will limit the acreage of exposed soils at any given time to less than five (5) acres. Limiting the exposed soils will reduce the amount of sediments in runoff water and ultimately preserve the quality of surface waters. The construction phasing method selected is designed to combine development with responsible land management as well as protection of sensitive environments both within the proposed development and the surrounding area. Temporary and permanent stabilization methods will be implemented before construction begins and will be continuously modified throughout the project to provide the best methods for stormwater management and pollution prevention. For more details pertaining to construction sequence, please refer to the “NYSDEC Instruction Manual for Stormwater Construction Permit” pages 23-26. Phasing of activities is as follows: Pre-Construction Activities  Identify all natural resources and mark and protect them as necessary i.e trees, vegetation, wetlands.  Identify on-site and downstream surface water bodies and install controls to protect them from sedimentation.  Establish temporary stone construction entrance pads to capture mud and debris from the tires of construction vehicles.  Install perimeter sediment controls such as silt fence as shown on the project plans.  All earth disturbance during this phase should be limited to work necessary to install erosion and sedimentation controls. During Construction Activities  Install principal sediment basin as shown on the project plans.  Install runoff and drainage controls as shown on the project plans and as necessary. These controls should reduce run-off flow rates and velocities as well as divert off site and clean run-off.  Stabilize the conveyance system i.e. ditches, swales, berms etc. by seeding, mulching, installing rock check dams.  Utilize practices to infiltrate the run-off as much as possible when applicable.  Stabilize all run-off outlets as shown on the project plans and as necessary.  Limit soil disturbance to small areas and preserve as much of the existing vegetation as practical.  Earth disturbance should be limited to 5 acres without prior approval from the NYSDEC.  All topsoil stockpiles should be staged in an area away from surface waters and storm drains and should be protected and stabilized.  Earth disturbance is not allowed in established buffers, within any regulated distance from wetlands, within the high-water line of a body of water affected by tidal action or other such protected zones.  At any location where surface run-off from disturbed or graded areas may flow off-site, sedimentation control measures must be installed to prevent sedimentation from being transported.  Regular inspections and maintenance should be performed as described in the following section.  The infiltration trenches shall not be utilized as sediment control devices during site construction and shall not be constructed until all of the contributing drainage area has been completely stabilized. Page 31 of 49 Post-Construction Activities  Identify the permanent structural or non-structural practices that will remain on the site.  Provide an Operation & Maintenance (O&M) manual to the new Owner who is expected to conduct the necessary O&M over the life of the structures as described in Section 10.0 of this report. 10.0 IMPLEMENTING THE SWPPP 10.1 EMPLOYEE TRAINING All employees on-site shall be aware of the stipulations outlined in this SWPPP as it pertains to their everyday activities. All employees must be able to recognize potential problems and have the ability to provide either temporary or permanent stabilization measures, as appropriate, to mitigate stormwater runoff before problems occur. The NYSDEC periodically holds workshops on erosion and sediment control. It is recommended that on-site personnel attend these workshops for training current and up to date. Contact the NYSDEC for more information. 10.2 SITE INSPECTIONS The Owner must have a qualified professional conduct an assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment controls described in this SWPPP have been adequately installed or implemented to ensure overall preparedness of the site for the commencement of construction. A qualified professional is defined as a Professional Engineer or Landscape Architect licensed to practice in New York State, or is a Certified Professional in Erosion and Sediment Control (CPESC). For sites where disturbances are limited to less than five acres, regular inspection of construction activities by the qualified professional are required at least once every 7 days to ensure deficiencies regarding erosion and sedimentation are reported and corrected. Inspection reports will be provided to the Owner and all contractors and subcontractors involved with earth disturbing activities within one business day of the field inspection. The inspector shall sign the certifying statements contained at the end of the inspection reports. The inspection reports shall include and/or address the following:  The date and time of the inspection;  Name and title of person(s) performing inspection;  Description of the weather and soil conditions at the time of the inspection;  Description of the condition of the runoff at all points of discharge from the construction site;  Description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site;  Identification of all erosion and sediment control practices that need repair or maintenance;  Identification of all erosion and sediment control practices that were not installed properly or are not functioning as designed and require reinstallation or replacement. Page 32 of 49  Description and sketch of disturbed areas and areas which have been stabilized;  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.  Corrective actions 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 practices;  Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. For sites where disturbances are greater than five acres, regular inspection of construction activities by the qualified professional are required every 3 days to ensure deficiencies regarding erosion and sedimentation are reported and corrected. It is the responsibility of the Contractor to continuously monitor construction activities to ensure the measures outlined in this report are being implemented. Areas which have not been fully stabilized, areas used for materials storage and all structural control measures must be inspected once every seven calendar days to monitor erosion and assess the risk of sedimentation. The Owner or Contractor shall be responsible for monitoring precipitation amounts. Precipitation must be obtained from a reliable meteorological data source, or a rain gauge can be installed on site. If a rain gauge is installed, it should be monitored after each storm event. Each year, a thorough site evaluation shall be performed to determine the continued applicability of the permit, and assess the need to make any changes that have not already been reflected in this SWPPP. The SWPPP shall be reviewed to evaluate its overall effectiveness in preventing sediment laden stormwater runoff. Temporary and permanent stabilization methods shall be assessed, and new methods shall be established, should any method be determined to be inadequate. A copy of the SWPPP must be maintained on site at all times in the field log book. The Owner must maintain a record of all inspection reports with the on-site SWPPP. The SWPPP and inspection reports must be maintained on-site and be made available to the permitting authority upon request. Page 33 of 49 10.3 MAINTENANCE It shall be necessary to maintain all temporary controls installed as well as vegetative measures across the site. Maintenance shall also be necessary to ensure the permanent structural features, such as the stormwater management basins and conveyance piping remain optimally functional and continue to reduce the risk of sediment loading of surface water bodies. All controls shall be repaired or replaced as necessary and as noted on the inspection reports as prepared by the Owner’s Engineer. During construction, maintenance of these stabilization measures shall be the responsibility of the General Contractor or appropriate Sub Contractors. Vegetative plantings must not be allowed to become overgrown. Vegetation shall be removed should it be ineffective and be replaced with a variety of grasses, trees and shrubs more suitable for preventing stormwater runoff. Silt fences must be inspected regularly to ensure that they are still effective and their capability to reduce stormwater runoff has not been reduced due to prolonged sun exposure. Piping and catch basin sumps shall be cleaned out periodically to prevent the collection of sediment that will reduce the maximum flow. Sediment must be removed from sediment basins, infiltration basins or traps whenever their capacity has been reduced by 50 percent of their design capacity. Within the stormwater management basin, as maintenance occurs the elevation of the basin will be pumped down via a portable pump until the elevation permits maintenance to occur. Guidelines and recommendations for installation and maintenance practices can be found in the “New York Standards and Specifications Erosion and Sediment Control” handbook. 10.4 PROGRESS REPORTS AND SUMMARIES Progress reports shall be completed by the General Contractor and all Sub Contractors weekly to document any conditions, which may affect adherence to the construction schedule and may ultimately result in changes to the stormwater pollution prevention plan. Each progress report must contain the project, date, weather conditions and a brief description of progress made throughout the week, including the use of temporary and permanent stabilization measures on all exposed soils. The progress reports shall be filed with this SWPPP in the on-site log book. Additionally, as described in Section 1.1 of this report, the Owner’s Engineer will prepare weekly inspection reports. These reports should be maintained in the on-site log book as well. 10.5 CERTIFICATION Prior to starting construction, the Owner must certify that to the best of their knowledge this SWPPP was prepared in accordance with the requirements in the NYSDEC SPDES General Permit and that it meets all federal, state and local erosion and sediment control requirements. The certifying statement is presented in Appendix A of this report. The General Contractor and all appropriate Sub Contractors are responsible for reading and understanding the SWPPP and are also required to certify the SWPPP by signing the certifying statement presented in Appendix A of this report. All inspection reports and inspection quarterly summaries are to be certified by an authorized person who has responsibility for the overall operation of the site such as a project manager or site superintendent. Page 34 of 49 Certification of these documents is executed by signing the certifying statements presented at the end of the inspection reports. 10.6 NYSDEC WINTER SITE STABILIZATION/SITE INSPECTIONS FOR CONSTRUCTION SITES UNDER SPDES GENERAL PERMIT FOR STORMWATER (GP-0-20-001) The following temporary stabilization measures shall be performed when construction is occurring during winter/frozen ground conditions. The following requirements do not supersede any other requirements of this SWPPP as they apply to non-frozen ground conditions.  Perimeter erosion control shall still be installed prior to earthwork disturbance as per this SWPPP.  Any areas that cannot be seeded to turf by October 1 or earlier will receive a temporary seeding. The temporary seeding will consist of winter rye seeded at the rate of 120 pounds per acre (2.5 pounds per 1,000 square feet) or stabilized as per the temporary stabilization for winter construction/frozen conditions.  Any area of disturbance that will remain inactive for a period of 14 consecutive days shall be mulched. This includes any previously disturbed areas that are covered with snow.  Mulch shall consist of loose straw applied at the rate of 2 to 3 bales (90 to 100 pounds) per thousand square feet.  Mulch should be applied uniformly over the area of bare soil or bare soil that is covered with snow. For the latter condition, mulch must be applied on top of snow.  Using a tracked vehicle, mulch should be crimped into the bare soil/snow. The tracked vehicle should be driven across the mulched areas in at least two directions to maximize crimping of mulch into the soil/snow.  If mulch gets blown off an area to a significant degree, the site inspector should require that an area be re-mulched in accordance with Items 2 through 5 above, and this area will be included on the inspection checklist for the next inspection.  If a particular area repeatedly experiences loss of mulch due to wind, then the inspector should require that an alternative method be used to secure the mulch in place. Such alternatives may include the use of netting, tackifier or other methods deemed appropriate by the inspector.  During periods when snow is melting and/or surface soils are thawing during daytime hours, mulched areas shall be re-tracked (crimped) as per Item 5 above at least once every seven days, more frequently if directed by the inspector. Additional mulch may be required to obtain complete coverage of an area. Biodegradable erosion control matting may be required on steeper slopes.  Additional stabilization measures for non-frozen ground conditions described in this SWPPP shall be implemented at the time deemed appropriate by the inspector. Page 35 of 49 During the winter season, if a site has been stabilized and soil disturbing activities have been suspended for the winter, weekly inspections can be reduced to once a month. If the soil disturbance is completely suspended and the site is properly stabilized an owner/operator may reduce the self-inspection frequency, but shall maintain a minimum of monthly inspections in all situations (even when there is total winter shutdown). To be allowed to reduce inspection frequencies, the operator must complete stabilization activities (perimeter controls, traps, barriers etc.) before proper installation is precluded by snow cover or frozen ground. If vegetation is desired, seeding, planting, and/or sodding must be scheduled to avoid die-off from fall frosts and allow for proper germination/establishment. All erosion and sediment controls must be installed and maintained according to the NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book). The main items to consider are: 1. Site Stabilization - All bare/exposed soils must be stabilized by an established vegetation, straw or mulch, matting, rock or other approved product such as rolled erosion control product. Seeding of areas along with mulching is encouraged, however seeding alone is not considered acceptable for proper stabilization. 2. Sediment Barriers - Barriers must be properly installed at all necessary perimeter and sensitive locations. 3. Slopes - All slopes and grades must be properly stabilized with approved methods. Rolled erosion control products must be used on all slopes greater than 3/1, or where conditions for erosion dictate such measures. 4. Soil Stockpiles - Stockpiled soils must be protected by the use of established vegetation, an anchored-down straw or mulch, rolled erosion control product or other durable covering. A barrier must be installed around the pile to prevent erosion away from that location. 5. Construction Entrance - All entrance/exit locations to the site must be properly stabilized and must be maintained to accommodate snow management as set forth in the NYS Standards and Specifications for Erosion and Sediment Control. 6. Snow Management - Snow management must not destroy or degrade erosion and sediment control practices. Frozen ground, winter conditions and equipment can affect erosion and sediment control practices. Check for damage during monthly inspections and repair as necessary. This is especially important during thaws and prior to spring rain events. Weekly inspections must resume no later than March 15 or as directed by the Department. 11.0 CONCLUSION Lansing Engineering has designed a Stormwater Management Plan for the West Avenue Site Plan project that reduces and/or eliminates the impacts of the proposed development by controlling and treating stormwater through the use of drainage ditches and channels, storm sewer piping, and stormwater management systems. The stormwater management systems will function adequately and will not adversely affect adjacent or downstream properties provided it is constructed and maintained as outlined in this plan and as shown on the site plans. Page 36 of 49 Appendix A Owner and Contractor Certification Forms 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 LANSING ENGINEERING, PC STORMWATER POLLUTION PREVENTION PLAN CONTRACTOR CERTIFICATION Signatory requirements as per NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activities Permit No. GP -0-20-001 Part III.A.6 "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" _____________________________________________________________________________________ Project Name and/or Address _____________________________________________________________________________________ Contractor Company Name ________________________________________________________________________________________________________ Address _______________________________________________________ ________________________________________ Phone Number email _______________________________________________________ ________________________________________ Trained Contractor * Title _______________________________________________________ ________________________________________ Authorized Representative Title _______________________________________________________ ________________________________________ Authorized Representative Signature Date Please identify the specific elements of the SWPPP you will be responsible for: (Use additional sheets if required) __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ __________________________________________________________________ *A Trained Contractor as defined in Appendix A of the General Permit- 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 prop er erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. Page 37 of 49 Appendix B Site Location/Drainage Area/ Drainage Pattern Maps © 2020 Microsoft Corporation © 2020 HERE LANSING E N G I N E E R I N G WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 2452 STATE ROUTE 9, SUITE 301 MALTA, NY 12020 (518) 899-5243 PRELIMINARY / NOT FOR CONSTRUCTION Right of Way = 100'234.89'S 83°41'54" E496.53'Overhead Utility LinesN 24°52'00" W8" CMPWidth of Pavement = 24'±Curb to Curb = 39'± 24" CPP Edge of LawnCatch BasinTF = 332.02Electric BoxTelephone BoxUPNM 47ACatch BasinTF = 334.48Catch BasinTF = 334.61UPNM 47-1/2SMHTF=333.05N 83°41'54" W371.80'CIRFCIRFUPNM 47Catch BasinTF = 329.15Catch BasinTF = 329.17SMHTF = 328.0212 PVC INV. (W)=312.89±UPElectric BoxElectric BoxInv. = 320.16Catch BasinTF = 324.65Inv. FES = 320.32Concrete Headwall30"RCPInv. = 316.80UPNM 46-2SMHTF=324.738" PVC Inv. (W)=311.7712" PVC Inv (E)= 311.1612" PVC Inv. (N)= 309.75Telephone BoxGeneratorMeter BoardSewer Pump StationMUPNM 46-2Guy Anchor (Typ.)Inv. = 321.66SignSign30 MPHSignSign3343343343343333333323323323323 3 1 3313303 3 0 3303 2 9 329329328328328328327327 327 3273 2 7 3263263263263253253253253253253 2 5 324324324324324323323323323323322322 322321321321321321321320 320320320320319319319319319319319 327328 3 2 8329 3293293263 2 6 326325324322322 324 Overhead UtilityLines (Typ.)Inv. = 322.35Inv. = 321.1615" CPP Concrete Headwall30"Metal PipeInv. = 317.48Gas MeterWith BollardsEdge WaterRip RapLands N/FStation Lane, LLC2017 / 12746Lands N/FWest Doctors, LLC2013 / 25499SignNo ParkingConcrete WalkArea Maintainedby AdjoinerS07°12'07"W 201.01'100' Adjacent AreaNYS DEC WETLANDVALIDATION FWW-S-47OCT.12 2016NYS DEC WETLANDSMHTF=324.794" Steel Inv. (NW)=319.734" Steel Inv. (SE)=319.634" Steel Inv. East Inaccessible325323322321321320Lands N/FIntrada Saratoga SpringsHousing Development2018 / 1921912" SDR35StopSign2.171S740.272S74EXISTING CONDITIONS PLANSoil Type BoundaryLEGENDSubcatchment BoundaryFlow PathProperty Line22.836Subcatchment Boundary Size(Acres) CurveNumberLANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O N 234.89'S 83°41'54" E496.53'N 24°52'00" W8" CMP24" CPP Catch BasinTF = 332.02Electric BoxTelephone BoxUPNM 47ACatch BasinTF = 334.48Catch BasinTF = 334.61UPNM 47-1/2N 83°41'54" W371.80'CIRFCIRFCatch BasinTF = 329.15Catch BasinTF = 329.17UPElectric BoxElectric BoxInv. = 320.16Catch BasinTF = 324.65Inv. FES = 320.32Concrete Headwall30"RCPInv. = 316.80UPNM 46-2Telephone BoxGeneratorMUPNM 46-2Guy Anchor (Typ.)Inv. = 321.663353343343343343333333323323323323313 3 1 3313303 3 0 3303 2 9 329329328328328328328327327 327 3273 2 7 32632632632632532532532532532532 5 324324324324324323323323323323322322 322321321321321321321320 320320320320319319319319319319319 327328 3 2 8329 3293293263 2 6 326325324322322 324 Overhead UtilityLines (Typ.)Inv. = 322.35Inv. = 321.1615" CPP Concrete Headwall30"Metal PipeInv. = 317.48Gas MeterWith BollardsEdge WaterRip RapLands N/FStation Lane, LLC2017 / 12746Lands N/FWest Doctors, LLC2013 / 25499Concrete WalkS07°12'07"W 201.01'100' Adjacent AreaNYS DEC WETLANDVALIDATION FWW-S-47OCT.12 2016NYS DEC WETLANDSMHTF=324.794" Steel Inv. (NW)=319.734" Steel Inv. (SE)=319.634" Steel Inv. East Inaccessible325323322321321320Lands N/FIntrada Saratoga SpringsHousing Development2018 / 19219Right of Way = 100'Width of Pavement = 24'±Curb to Curb = 39'±STOPSTOP1.341S940.143S920.402S870.594S73Soil Type BoundaryLEGENDSubcatchment BoundaryFlow PathProperty Line22.836Subcatchment Boundary Size(Acres) CurveNumberPROPOSED CONDITIONS PLANProject Area BoundaryLANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O N Page 38 of 49 Appendix C Pre-Development and Post-Development Run-off Calculations 1S 2S DP1 WETLAND Routing Diagram for EXISTING CONDITIONS_2023-11-28 Prepared by Lansing Eng, Printed 10/17/2024 HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 2HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.260 79 50-75% Grass cover, Fair, HSG C (1S) 0.040 98 Paved parking & roofs (1S, 2S) 2.140 73 Woods, Fair, HSG C (1S, 2S) 2.440 74 TOTAL AREA EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 3HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 2.400 HSG C 1S, 2S 0.000 HSG D 0.040 Other 1S, 2S 2.440 TOTAL AREA EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 4HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Ground Covers (all 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 0.260 0.000 0.000 0.260 50-75% Grass cover, Fair 1S 0.000 0.000 0.000 0.000 0.040 0.040 Paved parking & roofs 1S, 2S 0.000 0.000 2.140 0.000 0.000 2.140 Woods, Fair 1S, 2S 0.000 0.000 2.400 0.000 0.040 2.440 TOTAL AREA Type II 24-hr 1-yr Rainfall=2.24"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 5HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.170 ac 1.38% Impervious Runoff Depth>0.41"Subcatchment 1S: Flow Length=421' Tc=22.6 min CN=74 Runoff=0.86 cfs 0.074 af Runoff Area=0.270 ac 3.70% Impervious Runoff Depth>0.41"Subcatchment 2S: Flow Length=96' Slope=0.0660 '/' Tc=14.3 min CN=74 Runoff=0.14 cfs 0.009 af Inflow=0.96 cfs 0.083 afReach DP1: WETLAND Outflow=0.96 cfs 0.083 af Total Runoff Area = 2.440 ac Runoff Volume = 0.083 af Average Runoff Depth = 0.41" 98.36% Pervious = 2.400 ac 1.64% Impervious = 0.040 ac Type II 24-hr 1-yr Rainfall=2.24"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 6HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =0.86 cfs @ 12.19 hrs, Volume=0.074 af, Depth>0.41" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24" Area (ac)CN Description 0.030 98 Paved parking & roofs 1.880 73 Woods, Fair, HSG C 0.260 79 50-75% Grass cover, Fair, HSG C 2.170 74 Weighted Average 2.140 98.62% Pervious Area 0.030 1.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.8 100 0.0652 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.8 321 0.0186 0.68 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 421 Total Summary for Subcatchment 2S: Runoff =0.14 cfs @ 12.09 hrs, Volume=0.009 af, Depth>0.41" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24" Area (ac)CN Description 0.010 98 Paved parking & roofs 0.260 73 Woods, Fair, HSG C 0.270 74 Weighted Average 0.260 96.30% Pervious Area 0.010 3.70% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.3 96 0.0660 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" Type II 24-hr 1-yr Rainfall=2.24"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 7HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Reach DP1: WETLAND Inflow Area =2.440 ac,1.64% Impervious, Inflow Depth > 0.41" for 1-yr event Inflow =0.96 cfs @ 12.18 hrs, Volume=0.083 af Outflow =0.96 cfs @ 12.18 hrs, Volume=0.083 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 8HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.170 ac 1.38% Impervious Runoff Depth>1.26"Subcatchment 1S: Flow Length=421' Tc=22.6 min CN=74 Runoff=3.02 cfs 0.227 af Runoff Area=0.270 ac 3.70% Impervious Runoff Depth>1.26"Subcatchment 2S: Flow Length=96' Slope=0.0660 '/' Tc=14.3 min CN=74 Runoff=0.49 cfs 0.028 af Inflow=3.39 cfs 0.256 afReach DP1: WETLAND Outflow=3.39 cfs 0.256 af Total Runoff Area = 2.440 ac Runoff Volume = 0.256 af Average Runoff Depth = 1.26" 98.36% Pervious = 2.400 ac 1.64% Impervious = 0.040 ac Type II 24-hr 10-yr Rainfall=3.72"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 9HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =3.02 cfs @ 12.17 hrs, Volume=0.227 af, Depth>1.26" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72" Area (ac)CN Description 0.030 98 Paved parking & roofs 1.880 73 Woods, Fair, HSG C 0.260 79 50-75% Grass cover, Fair, HSG C 2.170 74 Weighted Average 2.140 98.62% Pervious Area 0.030 1.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.8 100 0.0652 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.8 321 0.0186 0.68 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 421 Total Summary for Subcatchment 2S: Runoff =0.49 cfs @ 12.07 hrs, Volume=0.028 af, Depth>1.26" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72" Area (ac)CN Description 0.010 98 Paved parking & roofs 0.260 73 Woods, Fair, HSG C 0.270 74 Weighted Average 0.260 96.30% Pervious Area 0.010 3.70% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.3 96 0.0660 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" Type II 24-hr 10-yr Rainfall=3.72"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 10HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Reach DP1: WETLAND Inflow Area =2.440 ac,1.64% Impervious, Inflow Depth > 1.26" for 10-yr event Inflow =3.39 cfs @ 12.15 hrs, Volume=0.256 af Outflow =3.39 cfs @ 12.15 hrs, Volume=0.256 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 11HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.170 ac 1.38% Impervious Runoff Depth>1.83"Subcatchment 1S: Flow Length=421' Tc=22.6 min CN=74 Runoff=4.45 cfs 0.331 af Runoff Area=0.270 ac 3.70% Impervious Runoff Depth>1.83"Subcatchment 2S: Flow Length=96' Slope=0.0660 '/' Tc=14.3 min CN=74 Runoff=0.71 cfs 0.041 af Inflow=4.99 cfs 0.372 afReach DP1: WETLAND Outflow=4.99 cfs 0.372 af Total Runoff Area = 2.440 ac Runoff Volume = 0.372 af Average Runoff Depth = 1.83" 98.36% Pervious = 2.400 ac 1.64% Impervious = 0.040 ac Type II 24-hr 25-yr Rainfall=4.55"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 12HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =4.45 cfs @ 12.16 hrs, Volume=0.331 af, Depth>1.83" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55" Area (ac)CN Description 0.030 98 Paved parking & roofs 1.880 73 Woods, Fair, HSG C 0.260 79 50-75% Grass cover, Fair, HSG C 2.170 74 Weighted Average 2.140 98.62% Pervious Area 0.030 1.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.8 100 0.0652 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.8 321 0.0186 0.68 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 421 Total Summary for Subcatchment 2S: Runoff =0.71 cfs @ 12.07 hrs, Volume=0.041 af, Depth>1.83" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55" Area (ac)CN Description 0.010 98 Paved parking & roofs 0.260 73 Woods, Fair, HSG C 0.270 74 Weighted Average 0.260 96.30% Pervious Area 0.010 3.70% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.3 96 0.0660 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" Type II 24-hr 25-yr Rainfall=4.55"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 13HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Reach DP1: WETLAND Inflow Area =2.440 ac,1.64% Impervious, Inflow Depth > 1.83" for 25-yr event Inflow =4.99 cfs @ 12.15 hrs, Volume=0.372 af Outflow =4.99 cfs @ 12.15 hrs, Volume=0.372 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 14HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.170 ac 1.38% Impervious Runoff Depth>3.08"Subcatchment 1S: Flow Length=421' Tc=22.6 min CN=74 Runoff=7.51 cfs 0.557 af Runoff Area=0.270 ac 3.70% Impervious Runoff Depth>3.09"Subcatchment 2S: Flow Length=96' Slope=0.0660 '/' Tc=14.3 min CN=74 Runoff=1.19 cfs 0.070 af Inflow=8.43 cfs 0.627 afReach DP1: WETLAND Outflow=8.43 cfs 0.627 af Total Runoff Area = 2.440 ac Runoff Volume = 0.627 af Average Runoff Depth = 3.08" 98.36% Pervious = 2.400 ac 1.64% Impervious = 0.040 ac Type II 24-hr 100-yr Rainfall=6.20"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 15HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =7.51 cfs @ 12.16 hrs, Volume=0.557 af, Depth>3.08" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (ac)CN Description 0.030 98 Paved parking & roofs 1.880 73 Woods, Fair, HSG C 0.260 79 50-75% Grass cover, Fair, HSG C 2.170 74 Weighted Average 2.140 98.62% Pervious Area 0.030 1.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.8 100 0.0652 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.8 321 0.0186 0.68 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 421 Total Summary for Subcatchment 2S: Runoff =1.19 cfs @ 12.06 hrs, Volume=0.070 af, Depth>3.09" Routed to Reach DP1 : WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (ac)CN Description 0.010 98 Paved parking & roofs 0.260 73 Woods, Fair, HSG C 0.270 74 Weighted Average 0.260 96.30% Pervious Area 0.010 3.70% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 14.3 96 0.0660 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" Type II 24-hr 100-yr Rainfall=6.20"EXISTING CONDITIONS_2023-11-28 Printed 10/17/2024Prepared by Lansing Eng Page 16HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Reach DP1: WETLAND Inflow Area =2.440 ac,1.64% Impervious, Inflow Depth > 3.08" for 100-yr event Inflow =8.43 cfs @ 12.14 hrs, Volume=0.627 af Outflow =8.43 cfs @ 12.14 hrs, Volume=0.627 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1S 2S 3S 4S DP1 WETLANDS 1P 3P Routing Diagram for PROPOSED CONDITIONS_2024-09-13 Prepared by Lansing Eng, Printed 10/17/2024 HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 2HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.454 74 >75% Grass cover, Good, HSG C (1S, 2S, 3S, 4S) 0.921 98 Paved parking, HSG A (1S, 2S, 3S) 0.527 98 Roofs, HSG A (1S) 0.563 73 Woods, Fair, HSG C (4S) 2.465 88 TOTAL AREA PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 3HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 1.448 HSG A 1S, 2S, 3S 0.000 HSG B 1.017 HSG C 1S, 2S, 3S, 4S 0.000 HSG D 0.000 Other 2.465 TOTAL AREA PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 4HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Ground Covers (all 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 0.454 0.000 0.000 0.454 >75% Grass cover, Good 1S, 2S, 3S, 4S 0.921 0.000 0.000 0.000 0.000 0.921 Paved parking 1S, 2S, 3S 0.527 0.000 0.000 0.000 0.000 0.527 Roofs 1S 0.000 0.000 0.563 0.000 0.000 0.563 Woods, Fair 4S 1.448 0.000 1.017 0.000 0.000 2.465 TOTAL AREA Type II 24-hr 1-yr Rainfall=2.24"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 5HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.345 ac 83.79% Impervious Runoff Depth>1.52"Subcatchment 1S: Tc=6.0 min CN=94 Runoff=3.59 cfs 0.170 af Runoff Area=0.398 ac 54.77% Impervious Runoff Depth>1.01"Subcatchment 2S: Flow Length=145' Tc=9.9 min CN=87 Runoff=0.66 cfs 0.033 af Runoff Area=0.137 ac 75.18% Impervious Runoff Depth>1.35"Subcatchment 3S: Tc=6.0 min CN=92 Runoff=0.34 cfs 0.015 af Runoff Area=0.585 ac 0.00% Impervious Runoff Depth>0.38"Subcatchment 4S: Flow Length=122' Tc=13.7 min CN=73 Runoff=0.28 cfs 0.018 af Inflow=1.00 cfs 0.114 afReach DP1: WETLANDS Outflow=1.00 cfs 0.114 af Peak Elev=325.04' Storage=0.177 af Inflow=3.59 cfs 0.170 afPond 1P: Outflow=0.07 cfs 0.047 af Peak Elev=321.10' Storage=0.011 af Inflow=0.34 cfs 0.015 afPond 3P: Outflow=0.04 cfs 0.015 af Total Runoff Area = 2.465 ac Runoff Volume = 0.238 af Average Runoff Depth = 1.16" 41.26% Pervious = 1.017 ac 58.74% Impervious = 1.448 ac Type II 24-hr 1-yr Rainfall=2.24"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 6HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =3.59 cfs @ 11.97 hrs, Volume=0.170 af, Depth>1.52" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24" Area (ac)CN Description 0.600 98 Paved parking, HSG A 0.527 98 Roofs, HSG A 0.218 74 >75% Grass cover, Good, HSG C 1.345 94 Weighted Average 0.218 16.21% Pervious Area 1.127 83.79% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff =0.66 cfs @ 12.02 hrs, Volume=0.033 af, Depth>1.01" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24" Area (ac)CN Description 0.218 98 Paved parking, HSG A 0.180 74 >75% Grass cover, Good, HSG C 0.398 87 Weighted Average 0.180 45.23% Pervious Area 0.218 54.77% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 9.3 59 0.0260 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 0.6 86 0.0121 2.23 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 145 Total Summary for Subcatchment 3S: Runoff =0.34 cfs @ 11.97 hrs, Volume=0.015 af, Depth>1.35" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24" Type II 24-hr 1-yr Rainfall=2.24"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 7HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Area (ac)CN Description 0.103 98 Paved parking, HSG A 0.034 74 >75% Grass cover, Good, HSG C 0.137 92 Weighted Average 0.034 24.82% Pervious Area 0.103 75.18% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff =0.28 cfs @ 12.08 hrs, Volume=0.018 af, Depth>0.38" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24" Area (ac)CN Description 0.563 73 Woods, Fair, HSG C 0.022 74 >75% Grass cover, Good, HSG C 0.585 73 Weighted Average 0.585 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4 15 0.0766 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 12.0 85 0.0801 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 0.3 22 0.0698 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.7 122 Total Summary for Reach DP1: WETLANDS Inflow Area =2.465 ac,58.74% Impervious, Inflow Depth > 0.55" for 1-yr event Inflow =1.00 cfs @ 12.04 hrs, Volume=0.114 af Outflow =1.00 cfs @ 12.04 hrs, Volume=0.114 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 6R Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.24"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 8HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area =1.345 ac,83.79% Impervious, Inflow Depth > 1.52" for 1-yr event Inflow =3.59 cfs @ 11.97 hrs, Volume=0.170 af Outflow =0.07 cfs @ 16.02 hrs, Volume=0.047 af, Atten= 98%, Lag= 243.4 min Primary =0.07 cfs @ 16.02 hrs, Volume=0.047 af Routed to Reach DP1 : WETLANDS Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 323.71' Surf.Area= 0.115 ac Storage= 0.050 af Peak Elev= 325.04' @ 16.02 hrs Surf.Area= 0.115 ac Storage= 0.177 af (0.128 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 175.6 min ( 936.3 - 760.7 ) Volume Invert Avail.Storage Storage Description #1A 322.63'0.174 af 58.67'W x 85.59'L x 5.83'H Field A 0.672 af Overall - 0.238 af Embedded = 0.435 af x 40.0% Voids #2A 323.71'0.238 af Lane StormKeeper SK180 x 88 Inside #1 Effective Size= 70.5"W x 45.0"H => 15.97 sf x 7.11'L = 113.5 cf Overall Size= 78.0"W x 45.5"H x 7.39'L with 0.28' Overlap 88 Chambers in 8 Rows Cap Storage= 22.3 cf x 2 x 8 rows = 356.8 cf 0.411 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 322.89'15.0" Round Culvert L= 159.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 322.89' / 322.10' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 323.71'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 325.04'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 327.10'28.0 deg x 0.5' long x 1.00' rise Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=0.07 cfs @ 16.02 hrs HW=325.04' (Free Discharge) 1=Culvert (Passes 0.07 cfs of 5.61 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.43 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.18 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond 3P: Inflow Area =0.137 ac,75.18% Impervious, Inflow Depth > 1.35" for 1-yr event Inflow =0.34 cfs @ 11.97 hrs, Volume=0.015 af Outflow =0.04 cfs @ 12.26 hrs, Volume=0.015 af, Atten= 87%, Lag= 17.8 min Primary =0.04 cfs @ 12.26 hrs, Volume=0.015 af Routed to Reach DP1 : WETLANDS Type II 24-hr 1-yr Rainfall=2.24"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 9HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 320.49' Surf.Area= 0.016 ac Storage= 0.003 af Peak Elev= 321.10' @ 12.26 hrs Surf.Area= 0.016 ac Storage= 0.011 af (0.007 af above start) Plug-Flow detention time= 183.3 min calculated for 0.011 af (74% of inflow) Center-of-Mass det. time= 80.7 min ( 851.3 - 770.6 ) Volume Invert Avail.Storage Storage Description #1A 319.99'0.016 af 17.08'W x 41.99'L x 3.50'H Field A 0.058 af Overall - 0.017 af Embedded = 0.041 af x 40.0% Voids #2A 320.49'0.017 af Lane StormKeeper SK75 x 15 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08'L = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.30'L with 0.22' Overlap 15 Chambers in 3 Rows Cap Storage= 5.2 cf x 2 x 3 rows = 31.4 cf 0.033 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 319.94'12.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.94' / 319.91' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 320.49'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 321.11'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 322.60'1.1' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.04 cfs @ 12.26 hrs HW=321.10' (Free Discharge) 1=Culvert (Passes 0.04 cfs of 2.29 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.04 cfs @ 3.55 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.72"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 10HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.345 ac 83.79% Impervious Runoff Depth>2.86"Subcatchment 1S: Tc=6.0 min CN=94 Runoff=6.49 cfs 0.320 af Runoff Area=0.398 ac 54.77% Impervious Runoff Depth>2.21"Subcatchment 2S: Flow Length=145' Tc=9.9 min CN=87 Runoff=1.42 cfs 0.073 af Runoff Area=0.137 ac 75.18% Impervious Runoff Depth>2.67"Subcatchment 3S: Tc=6.0 min CN=92 Runoff=0.63 cfs 0.030 af Runoff Area=0.585 ac 0.00% Impervious Runoff Depth>1.20"Subcatchment 4S: Flow Length=122' Tc=13.7 min CN=73 Runoff=1.02 cfs 0.059 af Inflow=2.77 cfs 0.333 afReach DP1: WETLANDS Outflow=2.77 cfs 0.333 af Peak Elev=325.99' Storage=0.262 af Inflow=6.49 cfs 0.320 afPond 1P: Outflow=0.30 cfs 0.172 af Peak Elev=321.57' Storage=0.016 af Inflow=0.63 cfs 0.030 afPond 3P: Outflow=0.20 cfs 0.029 af Total Runoff Area = 2.465 ac Runoff Volume = 0.483 af Average Runoff Depth = 2.35" 41.26% Pervious = 1.017 ac 58.74% Impervious = 1.448 ac Type II 24-hr 10-yr Rainfall=3.72"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 11HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =6.49 cfs @ 11.96 hrs, Volume=0.320 af, Depth>2.86" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72" Area (ac)CN Description 0.600 98 Paved parking, HSG A 0.527 98 Roofs, HSG A 0.218 74 >75% Grass cover, Good, HSG C 1.345 94 Weighted Average 0.218 16.21% Pervious Area 1.127 83.79% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff =1.42 cfs @ 12.01 hrs, Volume=0.073 af, Depth>2.21" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72" Area (ac)CN Description 0.218 98 Paved parking, HSG A 0.180 74 >75% Grass cover, Good, HSG C 0.398 87 Weighted Average 0.180 45.23% Pervious Area 0.218 54.77% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 9.3 59 0.0260 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 0.6 86 0.0121 2.23 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 145 Total Summary for Subcatchment 3S: Runoff =0.63 cfs @ 11.96 hrs, Volume=0.030 af, Depth>2.67" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72" Type II 24-hr 10-yr Rainfall=3.72"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 12HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Area (ac)CN Description 0.103 98 Paved parking, HSG A 0.034 74 >75% Grass cover, Good, HSG C 0.137 92 Weighted Average 0.034 24.82% Pervious Area 0.103 75.18% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff =1.02 cfs @ 12.06 hrs, Volume=0.059 af, Depth>1.20" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72" Area (ac)CN Description 0.563 73 Woods, Fair, HSG C 0.022 74 >75% Grass cover, Good, HSG C 0.585 73 Weighted Average 0.585 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4 15 0.0766 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 12.0 85 0.0801 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 0.3 22 0.0698 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.7 122 Total Summary for Reach DP1: WETLANDS Inflow Area =2.465 ac,58.74% Impervious, Inflow Depth > 1.62" for 10-yr event Inflow =2.77 cfs @ 12.04 hrs, Volume=0.333 af Outflow =2.77 cfs @ 12.04 hrs, Volume=0.333 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 6R Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.72"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 13HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area =1.345 ac,83.79% Impervious, Inflow Depth > 2.86" for 10-yr event Inflow =6.49 cfs @ 11.96 hrs, Volume=0.320 af Outflow =0.30 cfs @ 13.07 hrs, Volume=0.172 af, Atten= 95%, Lag= 66.6 min Primary =0.30 cfs @ 13.07 hrs, Volume=0.172 af Routed to Reach DP1 : WETLANDS Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 323.71' Surf.Area= 0.115 ac Storage= 0.050 af Peak Elev= 325.99' @ 13.07 hrs Surf.Area= 0.115 ac Storage= 0.262 af (0.212 af above start) Plug-Flow detention time= 340.9 min calculated for 0.122 af (38% of inflow) Center-of-Mass det. time= 169.3 min ( 917.1 - 747.8 ) Volume Invert Avail.Storage Storage Description #1A 322.63'0.174 af 58.67'W x 85.59'L x 5.83'H Field A 0.672 af Overall - 0.238 af Embedded = 0.435 af x 40.0% Voids #2A 323.71'0.238 af Lane StormKeeper SK180 x 88 Inside #1 Effective Size= 70.5"W x 45.0"H => 15.97 sf x 7.11'L = 113.5 cf Overall Size= 78.0"W x 45.5"H x 7.39'L with 0.28' Overlap 88 Chambers in 8 Rows Cap Storage= 22.3 cf x 2 x 8 rows = 356.8 cf 0.411 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 322.89'15.0" Round Culvert L= 159.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 322.89' / 322.10' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 323.71'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 325.04'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 327.10'28.0 deg x 0.5' long x 1.00' rise Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=0.30 cfs @ 13.07 hrs HW=325.99' (Free Discharge) 1=Culvert (Passes 0.30 cfs of 7.01 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.17 fps) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.38 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond 3P: Inflow Area =0.137 ac,75.18% Impervious, Inflow Depth > 2.67" for 10-yr event Inflow =0.63 cfs @ 11.96 hrs, Volume=0.030 af Outflow =0.20 cfs @ 12.11 hrs, Volume=0.029 af, Atten= 69%, Lag= 8.6 min Primary =0.20 cfs @ 12.11 hrs, Volume=0.029 af Routed to Reach DP1 : WETLANDS Type II 24-hr 10-yr Rainfall=3.72"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 14HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 320.49' Surf.Area= 0.016 ac Storage= 0.003 af Peak Elev= 321.57' @ 12.11 hrs Surf.Area= 0.016 ac Storage= 0.016 af (0.013 af above start) Plug-Flow detention time= 138.0 min calculated for 0.026 af (86% of inflow) Center-of-Mass det. time= 68.9 min ( 824.0 - 755.1 ) Volume Invert Avail.Storage Storage Description #1A 319.99'0.016 af 17.08'W x 41.99'L x 3.50'H Field A 0.058 af Overall - 0.017 af Embedded = 0.041 af x 40.0% Voids #2A 320.49'0.017 af Lane StormKeeper SK75 x 15 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08'L = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.30'L with 0.22' Overlap 15 Chambers in 3 Rows Cap Storage= 5.2 cf x 2 x 3 rows = 31.4 cf 0.033 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 319.94'12.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.94' / 319.91' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 320.49'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 321.11'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 322.60'1.1' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.20 cfs @ 12.11 hrs HW=321.57' (Free Discharge) 1=Culvert (Passes 0.20 cfs of 3.17 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.06 cfs @ 4.86 fps) 3=Orifice/Grate (Orifice Controls 0.14 cfs @ 2.78 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 25-yr Rainfall=4.55"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 15HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.345 ac 83.79% Impervious Runoff Depth>3.62"Subcatchment 1S: Tc=6.0 min CN=94 Runoff=8.10 cfs 0.405 af Runoff Area=0.398 ac 54.77% Impervious Runoff Depth>2.94"Subcatchment 2S: Flow Length=145' Tc=9.9 min CN=87 Runoff=1.86 cfs 0.097 af Runoff Area=0.137 ac 75.18% Impervious Runoff Depth>3.42"Subcatchment 3S: Tc=6.0 min CN=92 Runoff=0.80 cfs 0.039 af Runoff Area=0.585 ac 0.00% Impervious Runoff Depth>1.76"Subcatchment 4S: Flow Length=122' Tc=13.7 min CN=73 Runoff=1.51 cfs 0.086 af Inflow=3.82 cfs 0.452 afReach DP1: WETLANDS Outflow=3.82 cfs 0.452 af Peak Elev=326.69' Storage=0.318 af Inflow=8.10 cfs 0.405 afPond 1P: Outflow=0.39 cfs 0.231 af Peak Elev=321.86' Storage=0.019 af Inflow=0.80 cfs 0.039 afPond 3P: Outflow=0.25 cfs 0.038 af Total Runoff Area = 2.465 ac Runoff Volume = 0.628 af Average Runoff Depth = 3.06" 41.26% Pervious = 1.017 ac 58.74% Impervious = 1.448 ac Type II 24-hr 25-yr Rainfall=4.55"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 16HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =8.10 cfs @ 11.96 hrs, Volume=0.405 af, Depth>3.62" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55" Area (ac)CN Description 0.600 98 Paved parking, HSG A 0.527 98 Roofs, HSG A 0.218 74 >75% Grass cover, Good, HSG C 1.345 94 Weighted Average 0.218 16.21% Pervious Area 1.127 83.79% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff =1.86 cfs @ 12.01 hrs, Volume=0.097 af, Depth>2.94" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55" Area (ac)CN Description 0.218 98 Paved parking, HSG A 0.180 74 >75% Grass cover, Good, HSG C 0.398 87 Weighted Average 0.180 45.23% Pervious Area 0.218 54.77% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 9.3 59 0.0260 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 0.6 86 0.0121 2.23 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 145 Total Summary for Subcatchment 3S: Runoff =0.80 cfs @ 11.96 hrs, Volume=0.039 af, Depth>3.42" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55" Type II 24-hr 25-yr Rainfall=4.55"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 17HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Area (ac)CN Description 0.103 98 Paved parking, HSG A 0.034 74 >75% Grass cover, Good, HSG C 0.137 92 Weighted Average 0.034 24.82% Pervious Area 0.103 75.18% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff =1.51 cfs @ 12.06 hrs, Volume=0.086 af, Depth>1.76" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55" Area (ac)CN Description 0.563 73 Woods, Fair, HSG C 0.022 74 >75% Grass cover, Good, HSG C 0.585 73 Weighted Average 0.585 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4 15 0.0766 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 12.0 85 0.0801 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 0.3 22 0.0698 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.7 122 Total Summary for Reach DP1: WETLANDS Inflow Area =2.465 ac,58.74% Impervious, Inflow Depth > 2.20" for 25-yr event Inflow =3.82 cfs @ 12.04 hrs, Volume=0.452 af Outflow =3.82 cfs @ 12.04 hrs, Volume=0.452 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 6R Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.55"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 18HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area =1.345 ac,83.79% Impervious, Inflow Depth > 3.62" for 25-yr event Inflow =8.10 cfs @ 11.96 hrs, Volume=0.405 af Outflow =0.39 cfs @ 13.01 hrs, Volume=0.231 af, Atten= 95%, Lag= 62.8 min Primary =0.39 cfs @ 13.01 hrs, Volume=0.231 af Routed to Reach DP1 : WETLANDS Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 323.71' Surf.Area= 0.115 ac Storage= 0.050 af Peak Elev= 326.69' @ 13.01 hrs Surf.Area= 0.115 ac Storage= 0.318 af (0.268 af above start) Plug-Flow detention time= 323.8 min calculated for 0.180 af (44% of inflow) Center-of-Mass det. time= 176.8 min ( 920.6 - 743.8 ) Volume Invert Avail.Storage Storage Description #1A 322.63'0.174 af 58.67'W x 85.59'L x 5.83'H Field A 0.672 af Overall - 0.238 af Embedded = 0.435 af x 40.0% Voids #2A 323.71'0.238 af Lane StormKeeper SK180 x 88 Inside #1 Effective Size= 70.5"W x 45.0"H => 15.97 sf x 7.11'L = 113.5 cf Overall Size= 78.0"W x 45.5"H x 7.39'L with 0.28' Overlap 88 Chambers in 8 Rows Cap Storage= 22.3 cf x 2 x 8 rows = 356.8 cf 0.411 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 322.89'15.0" Round Culvert L= 159.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 322.89' / 322.10' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 323.71'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 325.04'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 327.10'28.0 deg x 0.5' long x 1.00' rise Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=0.39 cfs @ 13.01 hrs HW=326.69' (Free Discharge) 1=Culvert (Passes 0.39 cfs of 7.89 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.23 fps) 3=Orifice/Grate (Orifice Controls 0.29 cfs @ 5.95 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond 3P: Inflow Area =0.137 ac,75.18% Impervious, Inflow Depth > 3.42" for 25-yr event Inflow =0.80 cfs @ 11.96 hrs, Volume=0.039 af Outflow =0.25 cfs @ 12.11 hrs, Volume=0.038 af, Atten= 68%, Lag= 8.5 min Primary =0.25 cfs @ 12.11 hrs, Volume=0.038 af Routed to Reach DP1 : WETLANDS Type II 24-hr 25-yr Rainfall=4.55"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 19HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 320.49' Surf.Area= 0.016 ac Storage= 0.003 af Peak Elev= 321.86' @ 12.11 hrs Surf.Area= 0.016 ac Storage= 0.019 af (0.016 af above start) Plug-Flow detention time= 124.0 min calculated for 0.034 af (88% of inflow) Center-of-Mass det. time= 63.7 min ( 813.9 - 750.2 ) Volume Invert Avail.Storage Storage Description #1A 319.99'0.016 af 17.08'W x 41.99'L x 3.50'H Field A 0.058 af Overall - 0.017 af Embedded = 0.041 af x 40.0% Voids #2A 320.49'0.017 af Lane StormKeeper SK75 x 15 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08'L = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.30'L with 0.22' Overlap 15 Chambers in 3 Rows Cap Storage= 5.2 cf x 2 x 3 rows = 31.4 cf 0.033 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 319.94'12.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.94' / 319.91' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 320.49'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 321.11'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 322.60'1.1' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.25 cfs @ 12.11 hrs HW=321.85' (Free Discharge) 1=Culvert (Passes 0.25 cfs of 3.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.49 fps) 3=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.79 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=6.20"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 20HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.345 ac 83.79% Impervious Runoff Depth>5.12"Subcatchment 1S: Tc=6.0 min CN=94 Runoff=11.27 cfs 0.574 af Runoff Area=0.398 ac 54.77% Impervious Runoff Depth>4.41"Subcatchment 2S: Flow Length=145' Tc=9.9 min CN=87 Runoff=2.72 cfs 0.146 af Runoff Area=0.137 ac 75.18% Impervious Runoff Depth>4.93"Subcatchment 3S: Tc=6.0 min CN=92 Runoff=1.12 cfs 0.056 af Runoff Area=0.585 ac 0.00% Impervious Runoff Depth>3.00"Subcatchment 4S: Flow Length=122' Tc=13.7 min CN=73 Runoff=2.56 cfs 0.146 af Inflow=6.98 cfs 0.714 afReach DP1: WETLANDS Outflow=6.98 cfs 0.714 af Peak Elev=328.00' Storage=0.390 af Inflow=11.27 cfs 0.574 afPond 1P: Outflow=2.41 cfs 0.367 af Peak Elev=322.49' Storage=0.026 af Inflow=1.12 cfs 0.056 afPond 3P: Outflow=0.35 cfs 0.055 af Total Runoff Area = 2.465 ac Runoff Volume = 0.923 af Average Runoff Depth = 4.49" 41.26% Pervious = 1.017 ac 58.74% Impervious = 1.448 ac Type II 24-hr 100-yr Rainfall=6.20"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 21HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff =11.27 cfs @ 11.96 hrs, Volume=0.574 af, Depth>5.12" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (ac)CN Description 0.600 98 Paved parking, HSG A 0.527 98 Roofs, HSG A 0.218 74 >75% Grass cover, Good, HSG C 1.345 94 Weighted Average 0.218 16.21% Pervious Area 1.127 83.79% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff =2.72 cfs @ 12.01 hrs, Volume=0.146 af, Depth>4.41" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (ac)CN Description 0.218 98 Paved parking, HSG A 0.180 74 >75% Grass cover, Good, HSG C 0.398 87 Weighted Average 0.180 45.23% Pervious Area 0.218 54.77% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 9.3 59 0.0260 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 0.6 86 0.0121 2.23 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 145 Total Summary for Subcatchment 3S: Runoff =1.12 cfs @ 11.96 hrs, Volume=0.056 af, Depth>4.93" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Type II 24-hr 100-yr Rainfall=6.20"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 22HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Area (ac)CN Description 0.103 98 Paved parking, HSG A 0.034 74 >75% Grass cover, Good, HSG C 0.137 92 Weighted Average 0.034 24.82% Pervious Area 0.103 75.18% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff =2.56 cfs @ 12.06 hrs, Volume=0.146 af, Depth>3.00" Routed to Reach DP1 : WETLANDS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (ac)CN Description 0.563 73 Woods, Fair, HSG C 0.022 74 >75% Grass cover, Good, HSG C 0.585 73 Weighted Average 0.585 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4 15 0.0766 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 12.0 85 0.0801 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 0.3 22 0.0698 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.7 122 Total Summary for Reach DP1: WETLANDS Inflow Area =2.465 ac,58.74% Impervious, Inflow Depth > 3.48" for 100-yr event Inflow =6.98 cfs @ 12.07 hrs, Volume=0.714 af Outflow =6.98 cfs @ 12.07 hrs, Volume=0.714 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 6R Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 23HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area =1.345 ac,83.79% Impervious, Inflow Depth > 5.12" for 100-yr event Inflow =11.27 cfs @ 11.96 hrs, Volume=0.574 af Outflow =2.41 cfs @ 12.14 hrs, Volume=0.367 af, Atten= 79%, Lag= 10.8 min Primary =2.41 cfs @ 12.14 hrs, Volume=0.367 af Routed to Reach DP1 : WETLANDS Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 323.71' Surf.Area= 0.115 ac Storage= 0.050 af Peak Elev= 328.00' @ 12.14 hrs Surf.Area= 0.115 ac Storage= 0.390 af (0.340 af above start) Plug-Flow detention time= 249.6 min calculated for 0.316 af (55% of inflow) Center-of-Mass det. time= 139.4 min ( 878.1 - 738.7 ) Volume Invert Avail.Storage Storage Description #1A 322.63'0.174 af 58.67'W x 85.59'L x 5.83'H Field A 0.672 af Overall - 0.238 af Embedded = 0.435 af x 40.0% Voids #2A 323.71'0.238 af Lane StormKeeper SK180 x 88 Inside #1 Effective Size= 70.5"W x 45.0"H => 15.97 sf x 7.11'L = 113.5 cf Overall Size= 78.0"W x 45.5"H x 7.39'L with 0.28' Overlap 88 Chambers in 8 Rows Cap Storage= 22.3 cf x 2 x 8 rows = 356.8 cf 0.411 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 322.89'15.0" Round Culvert L= 159.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 322.89' / 322.10' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 323.71'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 325.04'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 327.10'28.0 deg x 0.5' long x 1.00' rise Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=2.39 cfs @ 12.14 hrs HW=327.99' (Free Discharge) 1=Culvert (Passes 2.39 cfs of 9.30 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 9.89 fps) 3=Orifice/Grate (Orifice Controls 0.40 cfs @ 8.10 fps) 4=Sharp-Crested Vee/Trap Weir (Weir Controls 1.87 cfs @ 2.90 fps) Summary for Pond 3P: Inflow Area =0.137 ac,75.18% Impervious, Inflow Depth > 4.93" for 100-yr event Inflow =1.12 cfs @ 11.96 hrs, Volume=0.056 af Outflow =0.35 cfs @ 12.11 hrs, Volume=0.055 af, Atten= 69%, Lag= 8.6 min Primary =0.35 cfs @ 12.11 hrs, Volume=0.055 af Routed to Reach DP1 : WETLANDS Type II 24-hr 100-yr Rainfall=6.20"PROPOSED CONDITIONS_2024-09-13 Printed 10/17/2024Prepared by Lansing Eng Page 24HydroCAD® 10.10-7a s/n 10911 © 2021 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 320.49' Surf.Area= 0.016 ac Storage= 0.003 af Peak Elev= 322.49' @ 12.11 hrs Surf.Area= 0.016 ac Storage= 0.026 af (0.023 af above start) Plug-Flow detention time= 107.9 min calculated for 0.051 af (91% of inflow) Center-of-Mass det. time= 57.5 min ( 801.2 - 743.8 ) Volume Invert Avail.Storage Storage Description #1A 319.99'0.016 af 17.08'W x 41.99'L x 3.50'H Field A 0.058 af Overall - 0.017 af Embedded = 0.041 af x 40.0% Voids #2A 320.49'0.017 af Lane StormKeeper SK75 x 15 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08'L = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.30'L with 0.22' Overlap 15 Chambers in 3 Rows Cap Storage= 5.2 cf x 2 x 3 rows = 31.4 cf 0.033 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 319.94'12.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.94' / 319.91' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 320.49'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 321.11'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 322.60'1.1' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.35 cfs @ 12.11 hrs HW=322.49' (Free Discharge) 1=Culvert (Passes 0.35 cfs of 4.27 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.70 fps) 3=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.39 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pretreatment Sizing Calculations Pretreatment Sizing (Deep Sumps) Per section 6.4.3 of the New York State Stormwater Design Manual, pretreatment of stormwater can be calculated using the Camp-Hazen equation in order to determine the minimum square feet of required sedimentation basin. Pretreatment sizing for the southern subcatchment 2S of the site with a Wqv of 0.021 ac-ft is as follows: As = ft2 of sedimentation basin As = 0.066 (Wqv) ft2 for Imperviousness ≤ 75% As = 0.066 (0.021 ac-ft (43,560ft2/acre)) As = 0.066(914.76 ft2) As = 60.37 ft2 60.37ft2/25ft2(square footage of one catchbasin) = 2.41 catch basins A single 5ft x 5ft catch basin provides 25ft2 of surface area with the sump. Therefore, as calculated above, 3 catch basins are required to have deep sumps with a depth of 4ft. Page 39 of 49 Appendix D Stormwater Management Calculations Green Infrastructure Calculations Pipe Sizing Calculations Stormwater Management Basin Sizing Calculations Project:Basin ID: Date:10/18/2024 Acres Acres % Acre-ft min/inch Required Provided Ft3 451 <468 Required Provided Ft3 2,255 <2,638 Ia/P = 0.057 Hour(s) csm/in Inches Acre-ft cfs Inches cfs Hour(s) Subsurface System #1West Ave Site Plan Forebay/Permanent Pool Sizing 1.13 1.34 Total Percentage of Impervious Cover (I):83.78 Water Quality Volume, WQv Stream Channel Protection Volume, Cpv I = Ai/A Total Impervious Area (Ai): 90% Runoff Event Number (P):1.15 Rv =( 0.05) + (I)(0.009) Total Contributing Area (A): From Table 4.1 of the NYS Stormwater Management Design Manual Runoff Coefficient (Rv):0.80 Forebay Size: Permanent Pool Size: 451.096 2,255.482 CN for Overall Developed Area:CN = Curve Number 94 Water Quality Volume (WQV): Proposed Orifice Size:1.50 Proposed Average Release Rate (CpV Avg.):0.070 Proposed CpV Release Time: Initial Abstraction (Ia):Ia = (200/CN)-2 0.128 1-Yr 24-Hr Design Storm Precipitation (P): 0.057 2.24 0.104WQv = (P)(Rv)(A)/12 Using qu, T=24 Hrs and Figure 8.5 of the NYS Stormwater Management Design Manual Channel Protection Storage (VS) Volume of Runoff (VR)0.66 csm/in = Cubic Feet of Discharge Per Second Per Square Mile of Watershed Per Inch of Runoff Ratio of Outflow to Inflow (qo/qi):0.02 Time of Concentration (Tc):0.100 Unit Peak Discharge (qu):1009.997 Using TR-55 and Type II Rainfall Distribution (GPD Method) VS/VR = 0.683 - 1.43(qo/qi) + 1.64(qo/qi)2 - 0.804(qo/qi)3 CpV = ((VS/VR)(Q)(A))/12 Required Average Release Rate (CpV Avg.):0.065cfs = Cubic Feet Per Second Post Dev. 1-Yr 24-Hr Design Storm Runoff (Q):1.75 Using TR-55 and Type II Rainfall Distribution Stream Channel Protection Volume (CpV):0.128 22.2 P-5 0.0 Practice Type: Percolation Rate: LANSING ENGINEERING, PC Stormwater Management Basin Sizing Calculations Project:Basin ID: Date:10/18/2024 cfs cfs Inches cf Acre-ft cfs cfs Inches cf Acre-ft Pre Development 10 Yr Qp Post Development 10 Yr Qp Overbank Flood Protection Volume, Qp10 West Ave Site Plan Subsurface System #1 Unit Peak Discharge (qo/qi):0.37 Storage Volume/Runoff Volume (VS/VR):0.32 Using Figure 8.6 of the NYS Stormwater Management Design Manual Peak Outflow Discharge (qo): Peak Inflow Discharge (qi): 3.39 9.17 V=(Q)(A) Overbank Flood Protection Volume (Qp10):0.11Qp10 = ((VS/VR)(V))/43560 Extreme Flood Protection Volume, Qf Post Dev. 10-Yr 24-Hr Design Storm Runoff (Q):3.15 Using TR-55 and Type II Rainfall Distribution Total Storm Runoff Volume (V):15367.97 Qf = ((VS/VR)(V))/43560 Extreme Flood Protection Volume (Qf):0.17 Post Dev. 100-Yr 24-Hr Design Storm Runoff (Q):5.50 Using TR-55 and Type II Rainfall Distribution V=(Q)(A)Total Storm Runoff Volume (V):26832.96 Unit Peak Discharge (qo/qi):0.50 Storage Volume/Runoff Volume (VS/VR):0.28 Using Figure 8.6 of the NYS Stormwater Management Design Manual Pre Development 100 Yr Qp Peak Outflow Discharge (qo):8.43 Post Development 100 Yr Qp Peak Inflow Discharge (qi):16.89 LANSING ENGINEERING, PC Stormwater Management Basin Sizing Calculations Project:Basin ID: Date:10/18/2024 Acres Acres % Acre-ft min/inch Required Provided Ft3 42 <468 Required Provided Ft3 208 <2,638 Ia/P = 0.078 Hour(s) csm/in Inches Acre-ft cfs Inches cfs Hour(s) P-5Practice Type: Percolation Rate: Time of Concentration (Tc):0.100 Unit Peak Discharge (qu):1009.997 Using TR-55 and Type II Rainfall Distribution (GPD Method) VS/VR = 0.683 - 1.43(qo/qi) + 1.64(qo/qi)2 - 0.804(qo/qi)3 CpV = ((VS/VR)(Q)(A))/12 Required Average Release Rate (CpV Avg.):0.006cfs = Cubic Feet Per Second Post Dev. 1-Yr 24-Hr Design Storm Runoff (Q):1.60 Using TR-55 and Type II Rainfall Distribution Stream Channel Protection Volume (CpV):0.012 18.1 CN for Overall Developed Area:CN = Curve Number 92 Water Quality Volume (WQV): Proposed Orifice Size:1.50 Proposed Average Release Rate (CpV Avg.):0.008 Proposed CpV Release Time: Initial Abstraction (Ia):Ia = (200/CN)-2 0.174 1-Yr 24-Hr Design Storm Precipitation (P): 0.078 2.24 0.010WQv = (P)(Rv)(A)/12 Using qu, T=24 Hrs and Figure 8.5 of the NYS Stormwater Management Design Manual Channel Protection Storage (VS) Volume of Runoff (VR)0.66 csm/in = Cubic Feet of Discharge Per Second Per Square Mile of Watershed Per Inch of Runoff Ratio of Outflow to Inflow (qo/qi):0.02 Subsurface System #2West Ave Site Plan Forebay/Permanent Pool Sizing 0.10 0.14 Total Percentage of Impervious Cover (I):75.18 Water Quality Volume, WQv Stream Channel Protection Volume, Cpv I = Ai/A Total Impervious Area (Ai): 90% Runoff Event Number (P):1.15 Rv =( 0.05) + (I)(0.009) Total Contributing Area (A): From Table 4.1 of the NYS Stormwater Management Design Manual Runoff Coefficient (Rv):0.73 Forebay Size: Permanent Pool Size: 41.557 207.786 LANSING ENGINEERING, PC Stormwater Management Basin Sizing Calculations Project:Basin ID: Date:10/18/2024 cfs cfs Inches cf Acre-ft cfs cfs Inches cf Acre-ftQf = ((VS/VR)(V))/43560 Extreme Flood Protection Volume (Qf):0.02 Post Dev. 100-Yr 24-Hr Design Storm Runoff (Q):5.25 Using TR-55 and Type II Rainfall Distribution V=(Q)(A)Total Storm Runoff Volume (V):2610.88 Unit Peak Discharge (qo/qi):0.50 Storage Volume/Runoff Volume (VS/VR):0.29 Using Figure 8.6 of the NYS Stormwater Management Design Manual Pre Development 100 Yr Qp Peak Outflow Discharge (qo):8.43 Post Development 100 Yr Qp Peak Inflow Discharge (qi):16.89 V=(Q)(A) Overbank Flood Protection Volume (Qp10):0.011Qp10 = ((VS/VR)(V))/43560 Extreme Flood Protection Volume, Qf Post Dev. 10-Yr 24-Hr Design Storm Runoff (Q):2.85 Using TR-55 and Type II Rainfall Distribution Total Storm Runoff Volume (V):1417.33 Unit Peak Discharge (qo/qi):0.37 Storage Volume/Runoff Volume (VS/VR):0.34 Using Figure 8.6 of the NYS Stormwater Management Design Manual Peak Outflow Discharge (qo): Peak Inflow Discharge (qi): 3.39 9.17 Pre Development 10 Yr Qp Post Development 10 Yr Qp Overbank Flood Protection Volume, Qp10 West Ave Site Plan Subsurface System #2 LANSING ENGINEERING, PC 2452 STATE ROUTE 9 SUITE 310 MALTA NY 12020 T(518)899-5243 F(518)899-5245 Project:West Ave Site Plan Date:10/18/2024 CDS ID:CASCADE UNIT 1 LEGEND Input- Output- 3.5 CFS WATER QUALITY VOLUME, WQV IMPERVIOUS COVER, I (%)RUNOFF COEFFICIENT, RV Ai=1.13 acres impervious RV=0.05+(I)(0.009) A=1.34 acres total =0.809 I=84.33 %USE Rv =0.809 90% RAINFALL EVENT NUMBER, P WATER QUALITY VOLUME, WQV P=1.15 inches WQV=(P)(RV)(A)/12 WQV=0.104 AC-FT CN (COMPUTED) 90% RAINFALL EVENT NUMBER, P RUNOFF VOLUME, Q P=1.15 inches Q=(WQv/A) x12 Q=0.930299 inches CN (COMPUTED) CN= 1000/[10+5P+10Q-10(Q2+1.25QP)1/2] CN =97.93 UNIT PEAK DISCHARGE, qu INITIAL ABSTRACTION, Ia INITIAL ABSTRACTION / P Ia = (200/CN-2)Ia/P =0.037 Ia=0.042 TIME OF CONCENTRATION, tc UNIT PEAK DISCHARGE, qu tc=6 minutes qu=1010 csm/in PEAK DISCHARGE, Qp DRAINAGE AREA, A PEAK DISCHARGE, Qp A=0.00209 miles2 Qp=qu x A x Q Qp=1.97 CFS PROPOSED CASCADE MODEL # PROPOSED TREATMENT CAPACITY CS-5 LANSING ENGINEERING, PC CDS SIZING WORKSHEET 2452 STATE ROUTE 9 SUITE 310 MALTA NY 12020 T(518)899-5243 F(518)899-5245 Project:West Ave Site Plan Date:10/18/2024 CDS ID:CASCADE UNIT 2 LEGEND Input- Output- 2 CFS WATER QUALITY VOLUME, WQV IMPERVIOUS COVER, I (%)RUNOFF COEFFICIENT, RV Ai=0.103 acres impervious RV=0.05+(I)(0.009) A=0.137 acres total =0.727 I=75.18 %USE Rv =0.727 90% RAINFALL EVENT NUMBER, P WATER QUALITY VOLUME, WQV P=1.15 inches WQV=(P)(RV)(A)/12 WQV=0.010 AC-FT CN (COMPUTED) 90% RAINFALL EVENT NUMBER, P RUNOFF VOLUME, Q P=1.15 inches Q=(WQv/A) x12 Q=0.835639 inches CN (COMPUTED) CN= 1000/[10+5P+10Q-10(Q2+1.25QP)1/2] CN =96.86 UNIT PEAK DISCHARGE, qu INITIAL ABSTRACTION, Ia INITIAL ABSTRACTION / P Ia = (200/CN-2)Ia/P =0.056 Ia=0.065 TIME OF CONCENTRATION, tc UNIT PEAK DISCHARGE, qu tc=6 minutes qu=1010 csm/in PEAK DISCHARGE, Qp DRAINAGE AREA, A PEAK DISCHARGE, Qp A=0.00021 miles2 Qp=qu x A x Q Qp=0.18 CFS PROPOSED CDS MODEL # PROPOSED CDS TREATMENT CAPACITY CS-4 LANSING ENGINEERING, PC CDS SIZING WORKSHEET Total WQv No P=1.15 inch GI Practice Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 )Description 1 0.55 0.00 0%0.05 115 Conservation of Natural Areas 2 0.53 0.53 100%0.95 2,090 Cistern-Rainbarrel 3 0.09 0.03 30%0.32 120 Tree Planting/Tree Pit 4 5 6 7 8 9 Non-GI Areas 1.29 0.89 69%0.67 3,629 Subtotal (1-29)1.17 0.55 47%0.48 2,325 Subtotal 1 Total 2.46 1.45 59%0.58 5,954 Initial WQv Total Contributing Area Contributing Impervious Area (Acre)(Acre) 0.55 0.00 0.00 0.00 0.00 0.00 0.09 0.03 0.64 0.03 Total Area (Acres) Impervious Area (Acres) Percent Impervious % Runoff Coefficient Rv WQv (ft 3 ) 2.46 1.45 59%0.58 5,954 -0.64 -0.03 1.82 1.42 78%0.75 5,719 0.00 1.82 1.42 78%0.75 5,719 235 Technique minimum 10,000 sfConservation of Natural Areas 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)?...................................................................................... Manually enter P, Total Area and Impervious Cover. Notes WQv reduced by Area Reduction techniques Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per treeTree Planting Filter Strips Total LANSING ENGINEERING, PC Minimum RRv Soil Group Acres S A 55% B 40% C 2.44 30% D 20% Total Area 2.44 S =0.30 Impervious =1.45 acre Precipitation 1.15 in Rv 0.95 Minimum RRv 1,723 ft3 0.04 af Enter the Soils Data for the site Calculate the Minimum RRv LANSING ENGINEERING, PC Green Infrastructure Summary Sheet S =0.30 Impervious =1.45 acre Precipitation 1.15 in Rv 0.95 Minimum RRv 1,723 ft3 0.040 af Reduction Technique ft3 af Area 235 0.005 Volume 2090 0.048 Infiltration 0 0.000 Total RRv Provided 2,325 0.053 RRv ft3 af Minimum Required 1,723 0.040 Provided 2,325 0.053 Yes WQv ft3 af Reduced/Treated 2,325 0.053 WQv to be Treated by Standard Practices 3,629 0.083 WQv Summary Minimum RRv Required RRv Provided RRv Summary Is RRv Provided ≥ Minimum RRv Required? LANSING ENGINEERING, PC Conservation of Natural Areas GI Practice Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 0.55 0.00 0.00 0.05 114.80 1.15 Conservation of Natural Areas Yes Yes Yes Yes No Yes No Yes 0.55 0.00 Subtract Enter Site Data For Drainage Area to be Treated by Practice Design Elements Is Sheet Flow to Riparian Buffer or another area based practice already being Used for this area? Does the easement specify how the natural area vegetation will be managed and boundaries will be marked? Does the conservation area receive runoff from other contributing areas? Does Conservation Area drain to a Design Point? Is Contiguous Area ≥ 10,000 ft2? Will limits of disturbance be clearly shown on all construction drawings and marked in field/project development site with structural barriers? Is the Conservation area located in an acceptable conservation easement instrument that ensures perpetual protection of proposed area? Subtract Acres from Total Impervious Area Acres from Total Area Are All Criteria in Section 5.3.1 Met? Area Reduction Adjustments LANSING ENGINEERING, PC Cistern or Rainbarrel Worksheet GI Practice Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 2 0.53 0.53 1.00 0.95 2089.92 1.15 Cistern-Rainbarrel 15,674 Gallons 1 16,310 Gallons 16,310 Gallons Yes 2090 ft 3 Enter Site Data For Drainage Area to be Treated by Practice Determine Runoff Reduction Calculate Required Cistern/Rainbarrel Volume Required Cistern Storage Volume Actual Cistern Storage Volume (WQv*7.5) Number of Cisterns Proposed Volume per Unit Water Use Plan? Runoff Reduction LANSING ENGINEERING, PC Tree Planting/Tree Pits GI Practice Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 0.09 0.03 0.30 0.32 120.23 1.15 Tree Planting/Tree Pit Area No 16 ft 100 sf 12 1205.76 sf 0.03 af 3.3 Yes 0.09 0.03 Okay Area Ratio: Total to Impervious area Subtract Acres from total Impervious Area Total Area Reduced Okay Are All Criteria in Section 5.3.4 met? Subtract Acres from total Area Area Reduction Adjustments Diameter of Mature Canopy Area Reduced per Tree For up to a 16-foot diameter canopy of a mature tree, the area considered for reduction shall be ½ the area of the tree Number of Trees Enter Site Data For Drainage Area to be Treated by Practice Design Elements Is another area based practice applied to this area? Do you intend to use this practice for area reduction or volume reduction?Design practice using criteria below LANSING ENGINEERING, PC Page 40 of 49 Appendix E Grading/Drainage/Sediment and Erosion Control Plan Overhead Utility Lines 24" CPP Electric BoxTelephone BoxUPNM 47AUPNM 47-1/2SMHTF=333.05CIRFCIRFUPNM 47SMHTF = 328.0212 PVC INV. (W)=312.89±UPElectric BoxElectric BoxUPNM 46-2SMHTF=324.738" PVC Inv. (W)=311.7712" PVC Inv (E)= 311.1612" PVC Inv. (N)= 309.75Telephone BoxMeter BoardSewer Pump StationMUPNM 46-2Guy Anchor (Typ.)3343343343343333333323323323323 3 1 3313303 3 0 3303 2 9 329329328328328328327327 327 3273 2 7 326326326326325 32532532532532532 5 324324324324324323323323323323322322 322321321321321321321320 320320319319319319319319319 327328328329329 329 326326 326325324322322 324 Overhead UtilityLines (Typ.)Edge WaterRip RapLands N/FStation Lane, LLC2017 / 12746Lands N/FWest Doctors, LLC2013 / 25499Concrete Walk100' Adjacent AreaNYS DEC WETLANDVALIDATION FWW-S-47OCT.12 2016NYS DEC WETLAND325323322321321320Lands N/FFrank J. Parillo12" SDR35Right of Way = 100'Width of Pavement = 24'±Curb to Curb = 39'±BASEMENT -7.5' TALL PARKING WITH 2' FLOOR SYSTEMFLOOR 1- RETAIL, RESTAURANT, 10 APARTMENTSFLOOR 2-4 - 61 APARTMENTS4 STORY MIXED-USE BUILDINGFFE = 334.85BFE = 325.3522,955± SF BUILDING FOOTPRINTPARKING REQUIRED = 140 SPACESSTOPSTOPLANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 518 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O NLAYOUT MATERIALS PLAN1SITE PLAN NOTES Overhead Utility Lines 8" CMP24" CPP Catch BasinTF = 332.02UPNM 47AUPNM 47-1/2SMHTF=333.05CIRFCIRFUPNM 47Catch BasinTF = 329.15Catch BasinTF = 329.17SMHTF = 328.0212 PVC INV. (W)=312.89±UPInv. = 320.16Catch BasinTF = 324.65Inv. FES = 320.32Concrete Headwall30"RCPInv. = 316.80UPNM 46-2SMHTF=324.738" PVC Inv. (W)=311.7712" PVC Inv (E)= 311.1612" PVC Inv. (N)= 309.75Meter BoardSewer Pump StationMInv. = 321.663343343333333323323323 3 1 3313 3 0 3303 2 9 329329328328328328327327327 3273 2 7 326326326326325 32532532532532532 5 324324324324324323323323323323322322 322321321321321321321320 320320319319319319319319319 327328328329329329326326 326325324322322 324 Overhead UtilityLines (Typ.)Inv. = 321.1615" CPP Concrete Headwall30"Metal PipeInv. = 317.48Edge WaterRip RapLands N/FStation Lane, LLC2017 / 12746Concrete Walk100' Adjacent AreaNYS DEC WETLANDVALIDATION FWW-S-47OCT.12 2016NYS DEC WETLAND325323322321321320Lands N/FLands N/FFrank J. Parillo1245 / 154Adirondack American Legion #7012" SDR35Right of Way = 100'Width of Pavement = 24'±Curb to Curb = 39'±BASEMENT -7.5' TALL PARKING WITH 2' FLOOR SYSTEMFLOOR 1- RETAIL, RESTAURANT, 10 APARTMENTSFLOOR 2-4 - 61 APARTMENTS4 STORY MIXED-USE BUILDINGFFE = 334.85BFE = 325.3522,955± SF BUILDING FOOTPRINTPARKING REQUIRED = 140 SPACESSTOPLANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 518 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O NUTILITIES GRADING PLANSWST Overhead Utility Lines 24" CPP UPNM 47AUPNM 47-1/2CIRFCIRFUPNM 47UPUPNM 46-2GeneratorM3343343333333323323323 3 1 3313 3 0 3303 2 9 329329328328328328327327 327 3273 2 7 326326326326325 32532532532532532 5 324324324324324323323323323323322322 322321321321321321321320 320320319319319319319319319 327328328329329 329 326326 326325324322322 324 Overhead UtilityLines (Typ.)Edge WaterRip RapLands N/FStation Lane, LLC2017 / 12746Concrete Walk100' Adjacent AreaNYS DEC WETLANDVALIDATION FWW-S-47OCT.12 2016NYS DEC WETLANDSMHTF=324.794" Steel Inv. (NW)=319.734" Steel Inv. (SE)=319.634" Steel Inv. East Inaccessible325323322321321320Lands N/FLands N/FFrank J. Parillo1245 / 154Adirondack American Legion #70Right of Way = 100'Width of Pavement = 24'±Curb to Curb = 39'±STOPLANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O NSPOT GRADING PLAN Right of Way = 100'Width of Pavement = 24'±Curb to Curb = 39'±FFE = 334.85BFE = 325.35STOPOverhead Utility Lines 24" CPP UPNM 47ACIRFCIRFUPNM 47UPNM 46-2GeneratorM3333323323 3 1 3313 3 0 3303 2 9 329328328328327327 3273 2 7 326326326325 32532532532532 5 324324324324323323323323322322321321321321321320320 319319319319 327328328329329329326326 326325324322322 324 Overhead UtilityLines (Typ.)Concrete Walk100' Adjacent AreaNYS DEC WETLANDVALIDATION FWW-S-47OCT.12 2016NYS DEC WETLANDSMHTF=324.794" Steel Inv. (NW)=319.734" Steel Inv. (SE)=319.634" Steel Inv. East Inaccessible325323320Lands N/FIntrada Saratoga SpringsLANSING E 1 * , 1 E E 5 , 1 * +E03+,// 3/$&E 68,7E 23 0$/7$ 1< 22 58 85243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O NE526,21 6E',0E17 &21752/ 3/$1“” Right of Way = 100'Width of Pavement = 24'±Curb to Curb = 39'±BASEMENT -7.5' TALL PARKING WITH 2' FLOOR SYSTEMFLOOR 1- RETAIL, RESTAURANT, 10 APARTMENTSFLOOR 2-4 - 61 APARTMENTS4 STORY MIXED-USE BUILDINGFFE = 334.85BFE = 325.3522,955± SF BUILDING FOOTPRINTPARKING REQUIRED = 140 SPACESSTOP24" CPP UPNM 47ANM 47-1/2UPMOverhead UtilityLines (Typ.)Concrete Walk100' Adjacent AreaNYS DEC WETLANDLands N/FIntrada Saratoga SpringsLANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 518 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O NLANDSCAPING PLANDECIDUOUS TREE PLANTING DETAIL1SHRUB PLANTING DETAIL2 LANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O NFABRIC DROP INLET PROTECTION51STABILIZEDCONSTRUCTION ENTRANCESEDIMENT CONTROL FENCE24RIPRAP OUTLET PROTECTION3MATERIAL STORAGE & SOILSTOCKPILE STABILIZATION DETAILCONCRETE WASHOUT AREA67TEMPORARY SWALE DETAIL8TEMPORARY CONSERVATION AREAPROTECTION CONSTRUCTION FENCING2COMPOST FILTER SOCK LANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O N 2PRECAST CONCRETEMANHOLE - UNDER 5' DEEP3TYPICAL PIPE TRENCH DETAIL5HDPE PIPE TO STRUCTURE:BOOTED JOINT1PRECAST CONCRETEMANHOLE - 5' DEEP AND OVER*6STANDARD SNOUT OIL-WATER/DEBRIS SEPARATOR 9DURASLOT W/ 6" SLOT BY ADS PIPEwww.ContechES.com CASCADE SEPARATOR3 330328326324LANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O N36.5'MAX.24" MIN.STORMKEEPER CHAMBERINSPECTION PORT DETAILSUBSURFACE DETENTION SYSTEM #112STORMKEEPER SK180 CHAMBERS (SYSTEM #1)6CISTERN ACCESS MANHOLE5SUBSURFACE SYSTEM #1 OUTLETSTRUCTURE (OCS1)www.ContechES.com®JELLYFISH JF4-1-1 FILTER DETAIL (SYSTEM #1)4 Guy Anchor (Typ.)323322322 LANSING E N G I N E E R I N G 7 HEMPHILL PLACE, SUITE 230 MALTA, NY 12020 (518) 899-5243 WEST AVE SITE PLAN WEST AVE, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK PRELI M I N A R Y / N O T FOR C O N S T R U C T I O N1SUBSURFACE DETENTION SYSTEM #22STORMKEEPER SK75 CHAMBERS (SYSTEM #2)4SUBSURFACE SYSTEM #2 OUTLETSTRUCTURE (OCS2)www.ContechES.com®JELLYFISH JF4-1-1 FILTER DETAIL (SYSTEM #2)3 Page 41 of 49 Appendix F NYSDEC SPDES General Permit GP-0-20-001 þ{ËìûtYsËK$TÅTåOTTPPO&TIJNITYÐepartnnent *fHnvlranmantattsnseruatiðnNEW YORK STATEDEPARTMENT OF ENVI RONMENTAL CONSERVATIONSPDES GENERAL PERMITFOR STORMWATER D¡SCHARGESFromCONSTRUCTION ACTIVITYPermit No. GP- 0-20-001lssued Pursuant to Article 17, Titles 7, I and Article 70of the Environmental Conservation LawEffective Date: January 29,2020Expiration Date: January 28,2025John J. FergusonChief Permit Administrator/^ zZ -Z-öuthorized SignatureDateAddress: NYS DECDivision of Environmental Permits625 Broadway, 4th FloorAlbany, N.Y. 12233-1750 I PREFACE Pursuant to Section 402 of the Clean Water Act (“CWA”), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (“NPDES”) permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of “construction activity”, as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS ............................................................. 1 A. Permit Application ................................................................................................. 1 B. Effluent Limitations Applicable to Discharges from Construction Activities ........... 1 C. Post-construction Stormwater Management Practice Requirements .................... 4 D. Maintaining Water Quality ..................................................................................... 8 E. Eligibility Under This General Permit ..................................................................... 9 F. Activities Which Are Ineligible for Coverage Under This General Permit .............. 9 Part II. PERMIT COVERAGE ........................................................................................... 12 A. How to Obtain Coverage ..................................................................................... 12 B. Notice of Intent (NOI) Submittal .......................................................................... 13 C. Permit Authorization ............................................................................................ 13 D. General Requirements For Owners or Operators With Permit Coverage ........... 15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002 ....................... 17 F. Change of Owner or Operator ............................................................................. 17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ........................... 18 A. General SWPPP Requirements .......................................................................... 18 B. Required SWPPP Contents ................................................................................ 20 C. Required SWPPP Components by Project Type ................................................. 24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS ..................................... 24 A. General Construction Site Inspection and Maintenance Requirements .............. 24 B. Contractor Maintenance Inspection Requirements ............................................. 24 C. Qualified Inspector Inspection Requirements ...................................................... 25 Part V. TERMINATION OF PERMIT COVERAGE ........................................................... 29 A. Termination of Permit Coverage ......................................................................... 29 Part VI. REPORTING AND RETENTION RECORDS ...................................................... 31 A. Record Retention ................................................................................................ 31 B. Addresses ........................................................................................................... 31 Part VII. STANDARD PERMIT CONDITIONS .................................................................. 31 A. Duty to Comply .................................................................................................... 31 B. Continuation of the Expired General Permit ........................................................ 32 C. Enforcement ........................................................................................................ 32 D. Need to Halt or Reduce Activity Not a Defense................................................... 32 E. Duty to Mitigate ................................................................................................... 33 F. Duty to Provide Information ................................................................................. 33 G. Other Information ................................................................................................ 33 H. Signatory Requirements ...................................................................................... 33 I. Property Rights ................................................................................................... 35 J. Severability.......................................................................................................... 35 K. Requirement to Obtain Coverage Under an Alternative Permit ........................... 35 L. Proper Operation and Maintenance .................................................................... 36 M. Inspection and Entry ........................................................................................... 36 N. Permit Actions ..................................................................................................... 37 O. Definitions ........................................................................................................... 37 P. Re-Opener Clause .............................................................................................. 37 Q. Penalties for Falsification of Forms and Reports ................................................. 37 R. Other Permits ...................................................................................................... 38 APPENDIX A – Acronyms and Definitions ....................................................................... 39 Acronyms ...................................................................................................................... 39 Definitions ..................................................................................................................... 40 APPENDIX B – Required SWPPP Components by Project Type .................................... 48 Table 1.......................................................................................................................... 48 Table 2.......................................................................................................................... 50 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ........................ 52 APPENDIX D – Watersheds with Lower Disturbance Threshold ..................................... 58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) ........... 59 APPENDIX F – List of NYS DEC Regional Offices .......................................................... 65 (Part I) 1 Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a) – (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part I.B.1.(a) – (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan (“SWPPP”) the reason(s) for the (Part I.B.1) 2 deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments (Part I.B.1.b) 3 listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (Part I.B.1.e.iii) 4 (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices (“SMPs”) are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume (“RRv”): Reduce the total Water Quality Volume (“WQv”) by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. (Part I.C.2.a.ii) 5 For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shal l be treated by application of standard SMPs. (iii) Channel Protection Volume (“Cpv”): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (“Qp”): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (“Qf”): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1 -year, 24 hour design storm over the post-developed watershed and shall be (Part I.C.2.b.i) 6 calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (Part I.C.2.c) 7 c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 – 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are n o changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site (Part I.C.2.d) 8 d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Comp ilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. (Part I.E) 9 E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; waters to which other components have not been added that are used to control dust in accordance with the SWPPP ; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or (Part I.F.4) 10 operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non -jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase “D” (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. (Part I.F.8) 11 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ▪ 1-5 acres of disturbance - 20 feet ▪ 5-20 acres of disturbance - 50 feet ▪ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (Part I.F.8.c) 12 (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. (Part II.B) 13 B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department’s website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department’s online NOI. 3. The owner or operator shall have the SWPPP preparer sign the “SWPPP Preparer Certification” statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act (“SEQRA”) have been satisfied, when SEQRA is applicable. See the Department’s website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act (“UPA”) (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits (Part II.C.2.b) 14 must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. (Part II.C.3.b) 15 b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed “MS4 SWPPP Acceptance” form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed “MS4 SWPPP Acceptance” form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (“NOT”) has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor’s or subcontractor’s certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land (Part II.D.3) 16 use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than fi ve (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner’s or operator’s coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the (Part II.D.6) 17 regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or (Part II.F.3) 18 operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; (Part III.A.4.b) 19 b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notificati on, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department’s comments in the specified time frame, the Department may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with (Part III.A.6) 20 the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project (Part III.B.1.b) 21 b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection (Part III.B.1.i) 22 schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and l. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component – The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; (Part III.B.2.b) 23 b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post - development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alt ernative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. (Part III.B.3) 24 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post-construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall (Part IV.B.1) 25 begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ▪ licensed Professional Engineer, ▪ Certified Professional in Erosion and Sediment Control (CPESC), ▪ New York State Erosion and Sediment Control Certificate Program holder ▪ Registered Landscape Architect, or ▪ someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located (Part IV.C.1.a) 26 in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. (Part IV.C.2.d) 27 d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall includ e and/or address the following: (Part IV.C.4.a) 28 a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post- construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and (Part IV.C.4.l) 29 l. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.B.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; (Part V.A.2.b) 30 b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the “MS4 Acceptance” statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) required in Part V.A.3. of this permit. 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, (Part V.A.5.b) 31 b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT sub mitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.B.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water (Part VII.A) 32 Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non - compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non -compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Reg ional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. (Part VII.E) 33 E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. th e scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post-construction stormwater management practice, or there is an increase in the disturbance ar ea or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOIs and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (Part VII.H.1.a) 34 (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, (Part VII.H.2.b) 35 superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or reg ulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall (Part VII.K.1) 36 include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SW PPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be k ept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and (Part VII.M.3) 37 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750 -1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. (Part VII.R) 38 R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 39 APPENDIX A – Acronyms and Definitions Acronyms APO – Agency Preservation Officer BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control Cpv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW – Division of Water EAF – Environmental Assessment Form ECL - Environmental Conservation Law EPA – U. S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA – State Historic Preservation Act SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume Appendix A 40 Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both “sewage” and “stormwater”. Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activit ies; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system Appendix A 41 and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Embankment –means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species – see 6 NYCRR Part 182 of the Department’s rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) – means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property – means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – means not technologically possible, or not economically practicable and achievable in light of best industry practices. Appendix A 42 Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term “plan” in “larger common plan of development or sale” is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. Minimize – means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer; and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer –means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. Appendix A 43 New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department’s receipt and acceptance of a complete Notice of Intent. This letter documents the owner’s or operator’s authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank –means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria – means the design criteria listed under the “Required Elements” sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . Appendix A 44 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department en dorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC’s Appendix A 45 SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ▪ Re-grading of gravel roads or parking lots, ▪ Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ▪ Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ▪ Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ▪ Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ▪ Long-term use of equipment storage areas at or near highway maintenance facilities, ▪ Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, ▪ Existing use of Canal Corp owned upland disposal sites for the canal, and ▪ Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations – means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Appendix A 46 Steep Slope – means land area designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank – as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed Appendix A 47 training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 48 APPENDIX B – Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber -optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Appendix B 49 Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the “Agricultural Management Practices Catalog f or Nonpoint Source Pollution in New York State”, excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activit y is complete Appendix B 50 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family home that disturbs five (5) or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) and structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW’s, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 Appendix B 51 Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 52 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual (“Design Manual”). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 Appendix C 53 Figure 1 - New York City Watershed East of the Hudson Appendix C 54 Figure 2 - Onondaga Lake Watershed Appendix C 55 Figure 3 - Greenwood Lake Watershed Appendix C 56 Figure 4 - Oscawana Lake Watershed Appendix C 57 Figure 5 - Kinderhook Lake Watershed 58 APPENDIX D – Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 59 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using ”The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy” dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 60 Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 61 Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 62 Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 63 Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 303(d) Segments Impaired by Construction Related Pollutant(s) 64 Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 65 APPENDIX F – List of NYS DEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1150 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7438 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 Page 42 of 49 Appendix G Construction Phase Inspection Reports (Sample Form) LANSING ENGINEERING, PC LANSING ENGINEERING, PC WEEKLY SWPPP SITE INSPECTION REPORT Project: Date and Time: Owner: Temperature: Contractor: Ambient Conditions: Inspector Name/Title: Soil Conditions: INSPECTION CHECKLIST Record Keeping Yes No N/A 1) Is the Notice of Intent and NOI Acknowledgement Letter retained at the construction site? Yes No N/A 2) Is the MS4 Acceptance Form retained at the construction site? Yes No N/A 3) Is a copy of the General Permit (GP-0-20-001) and SWPPP retained at the construction site? Yes No N/A 4) Are all necessary contractor certifications signed and retained at the construction site? Yes No N/A 5) Are SWPPP inspection reports signed and retained at the construction site? Visual Observations Yes No N/A 6) Are there currently less than 5 acres of disturbed soils at the site? Yes No N/A 7) Are natural resource areas (i.e. streams, surface waterbodies, wetlands, trees, etc.) protected with barriers or similar erosion and sediment controls? Yes No N/A 8) Have permanent stormwater controls such as sediment basins and conveyance systems been constructed? (Not applicable during beginning phases of construction) Yes No N/A 9) Were all stormwater discharges clear or the same as receiving waters on the day of inspection? This includes receiving waters, all conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow. Please describe the quality and quantity at all points of discharge from the site and the condition of receiving waters. Yes No N/A 10) Are catch basins/storm drain inlets properly protected? Yes No N/A 11) Have vegetative or structural stabilization methods been implemented on all inactive disturbed areas where there are exposed soils? Yes No N/A 12) Have vegetative or structural stabilization methods been implemented on slopes where there are exposed soils? Yes No N/A 13) Have on-site vehicle tracking sediments and other eroded sediments been cleared? Yes No N/A 14) Is the construction entrance preventing sediment from being tracked onto the street? Yes No N/A 15) Are roads and properties adjacent to the construction site free of sediment and/or debris? Yes No N/A 16) Is dust adequately controlled at the construction site? Yes No N/A 17) Have all erosion and sediment controls been installed properly and are they functioning as designed? Yes No N/A 18) Are all erosion and sediment controls being maintained to ensure integrity and effectiveness? Yes No N/A 19) Have all post-construction erosion and sediment controls been constructed as designed? (Not applicable during beginning phases of construction) LANSING ENGINEERING, PC Use this space below to explain each “NO” checked above, to provide additional comments, and to identify the following: all erosion and sediment controls that need installation, maintenance or replacement, any areas with rill or gully erosion on slopes, loss of vegetation, seed or mulch, excessive deposition of sediments or ponding water along diversion or barrier systems, and any areas of erosion near outlet or overflow structures in the sedimentation basin areas. _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _______________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ Include a site map identifying the following:  Stormwater discharge locations and drainage pathways  Disturbed areas at the time of inspection  Disturbed areas that have not undergone active site work during the previous 14 days  Areas that are expected to undergo initial disturbance or significant work within the next 14 day period  Areas that have undergone temporary or permanent stabilization since last inspection  Corrective actions that should be taken to install, repair, replace, or maintain erosion and sediment controls; and to correct deficiencies identified with the construction of post-construction management practices.  The current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in compliance with the SWPPP and/or technical standards CERTIFICATION Lansing Engineering Inspector Signature: ______________________________________________ ______________________________ Signature Date Page 43 of 49 Appendix H Post Construction Maintenance Inspection Checklist (NYSDEC) Filter Jellyfish® Filter Owner's Manual ENGINEERED SOLUTIONS 2 Jellyfish® Filter Owner's Manual SEALANT (AT EACH JOINT) ACCESS STEPS – HI-FLO CARTRIDGES (large orifice) DOWNDRAIN CARTRIDGE(S) (smaller orifice) 3Jellyfish® Filter Owner's Manual WARNINGS / CAUTION 1. FALL PROTECTION may be required. 2. WATCH YOUR STEP if standing on the Jellyfish Filter Deck at any time; Great care and safety must be taken while walking or maneuvering on the Jellyfish Filter Deck. Attentive care must be taken while standing on the Jellyfish Filter Deck at all times to prevent stepping onto a lid, into or through a cartridge hole or slipping on the deck. 3. The Jellyfish Filter Deck can be SLIPPERY WHEN WET. 4. If the Top Slab, Covers or Hatches have not yet been installed, or are removed for any reason, great care must be taken to NOT DROP ANYTHING ONTO THE JELLYFISH FILTER DECK. The Jellyfish Filter Deck and Cartridge Receptacle Rings can be damaged under high impact loads.This type of activity voids all warranties. All damaged items to be replaced at owner's expense. 5. Maximum deck load 2 persons, total weight 225 lbs. per person. Safety Notice Jobsite safety is a topic and practice addressed comprehensively by others. The inclusions here are intended to be reminders to whole areas of Safety Practice that are the responsibility of the Owner(s), Manager(s) and Contractor(s). OSHA and Canadian OSH, and Federal, State/Provincial, and Local Jurisdiction Safety Standards apply on any given site or project. The knowledge and applicability of those responsibilities is the Contractor’s responsibility and outside the scope of Contech Engineered Solutions. Confined Space Entry Secure all equipment and perform all training to meet applicable local and OSHA regulations regarding confined space entry. It is the Contractor’s or entry personnel’s responsibility to proceed safely at all times. Personal Safety Equipment Contractor is responsible to provide and wear appropriate personal protection equipment as needed including, but not limited to safety boots, hard hat, reflective vest, protective eyewear, gloves and fall protection equipment as necessary. Make sure all equipment is staffed with trained and/or certified personnel, and all equipment is checked for proper operation and safety features prior to use. • Fall protection equipment • Eye protection • Safety boots • Ear protection • Gloves • Ventilation and respiratory protection • Hard hat • Maintenance and protection of traffic plan 4 Jellyfish® Filter Owner's Manual Thank You for purchasing the Jellyfish® Filter! Contech Engineered Solutions would like to thank you for selecting the Jellyfish Filter to meet your project’s stormwater treatment needs. With proper inspection and maintenance, the Jellyfish Filter is designed to deliver ongoing, high levels of stormwater pollutant removal. If you have any questions, please feel free to call us or e-mail us at info@conteches.com.com. Contech Engineered Solutions 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 Phone: 800-338-1122 www.ContechES.com Jellyfish Filter Patents The Jellyfish Filter is protected by one or more of the following patents: U.S. Patent No. 8,123,935; U.S. Patent No. 8,287,726; U.S. Patent No. 8,221,618 Australia Patent No. 2008,286,748 Canadian Patent No. 2,696,482 Korean Patent No. 10-1287539 New Zealand Patent No. 583,461; New Zealand Patent No. 604,227 South African Patent No. 2010,01068 *other patents pending 5Jellyfish® Filter Owner's Manual Table of Contents Chapter 1 1.0 Owner Specific Jellyfish Product Information 6 Chapter 2 2.0 Jellyfish Filter System Operations & Functions 7 2.1 Components & Cartridges 8 2.2 Jellyfish Membrane Filtration Cartridges Assembly 9 2.3 Installation of Jellyfish Membrane Filtration Cartridges 9 Chapter 3 3.0 Inspection and Maintenance Overview 10 3.1 Inspection 10 3.2 Maintenance 14 3.3 Disposal Procedures 15 Chapter 4 4.0 Recommended Safety Procedures 15 4.1 Confined Space/Personal Safety Equipment/Warnings and Caution 15 Chapter 5 5.0 Jellyfish Filter Replacement Parts 15 5.1 Jellyfish Filter Replacement Parts List 15 Forms Jellyfish Filter Inspection and Maintenance Log 16 List of Figures Figure 1 – Jellyfish Filter Treatment Functions 7 Figure 2 – Jellyfish Filter Components 8 Figure 3 – Jellyfish Membrane Filtration Cartridge 9 List of Tables Table 1 – Cartridge Lengths / Weights and Cartridge Lid Orifice Diameters 8 6 Jellyfish® Filter Owner's Manual Chapter 1 1 – Owner Specific Jellyfish Filter Product Information Below you will find a reference page that can be filled out according to your Jellyfish Filter specification to help you easily inspect, maintain and order parts for your system. Owner Name: Phone Number: Site Address: Site GPS Coordinates/unit location: Unit Location Description: Jellyfish Filter Model No.: Cartridge Installation Date: No. of Hi-Flo Cartridges Length of Hi-Flo Cartridges: Lid Orifice Diameter on Hi-Flo Cartridge: No. of Draindown Cartridges: Length of Draindown Cartridges: Lid Orifice Diameter on Draindown Cartridge: No. of Blank Cartridge Lids: Online System (Yes/No): Offline System (Yes/No): Notes: _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ 7Jellyfish® Filter Owner's Manual Chapter 2 2.0 – Jellyfish Filter System Operations and Functions The Jellyfish Filter is an engineered stormwater quality treatment technology that removes a high level and wide variety of stormwater pollutants. Each Jellyfish Filter cartridge consists of multiple membrane - encased filter elements (“filtration tentacles”) attached to a cartridge head plate. The filtration tentacles provide a large filtration surface area, resulting in high flow and high pollutant removal capacity. The Jellyfish Filter functions are depicted in Figure 1 below. Jellyfish Filter cartridges are backwashed after each peak storm event, which removes accumulated sediment from the membranes. This backwash process extends the service life of the cartridges and increases the time between maintenance events. For additional details on the operation and pollutant capabilities of the Jellyfish Filter please refer to additional details on our website at www.ContechES.com. Jellyfish Filter Treatment Functions Membrane Filtration Section View with Maintenance Access Wall (MAW) Cutaway Effluent Pipe Filtered Water Particles FIltered Floatables Collection Particles Settling Influent Pipe FIGURE 1 8 Jellyfish® Filter Owner's Manual 2.1 – Components and Cartridges The Jellyfish Filter and components are depicted in Figure 2 below. Tentacles are available in various lengths as depicted in Table 1 below. Table 1 – Cartridge Lengths / Weights and Cartridge Lid Orifice Diameters Cartridge Lengths Dry Weight Hi-Flo Orifice Diameter Draindown Orifice Diameter 15 inches (381 mm)10 lbs (4.5 kg)35 mm 20 mm 27 inches (686 mm)14.5 lbs (6.6 kg)45 mm 25 mm 40 inches (1,016 mm)19.5 lbs (8.9 kg)55 mm 30 mm 54 inches (1,372 mm) 25 lbs (11.4 kg)70 mm 35 mm Jellyfish Filter Components Personnel Access Outlet Pipe Hi-Flo Cartridges with Lid (inside backwash pool) Manhole Structure Inlet Pipe Equipment Access FIGURE 2 Maintenance Access Wall Downdrain Cartridge with Lid (outside of backwash pool) Cartridge Deck Sediment Backwash Pool Weir Membrane Filtration Tentacles Note: Separator Skirt not shown 9Jellyfish® Filter Owner's Manual A Jellyfish membrane filtration cartridge is depicted in Figure 3 below. 2.2 – Jellyfish Membrane Filtration Cartridge Assembly The Jellyfish Filter utilizes multiple membrane filtration cartridges. Each cartridge consists of removable cylindrical filtration “tentacles” attached to a cartridge head plate. Each filtration tentacle has a threaded pipe nipple and o-ring. To attach, insert the top pipe nipples with the o-ring through the head plate holes and secure with locking nuts. Locking nuts to be hand tighten and checked with a wrench as shown below. 2.3 – Jellyfish Membrane Filtration Cartridge Installation • After the upstream catchment and site have stabilized, remove any accumulated sediment and debris from the Jellyfish Filter structure and upstream diversion structure (if applicable). Failure to address this step completely will reduce the time between required maintenance. • Descend to the cartridge deck (see Safety Notice and page 3). • Lower the Jellyfish membrane filtration cartridges into the cartridge receptacles within the cartridge deck. A filter cartridge should be placed into each of the draindown cartridge receptacles outside the backwash pool weir. It is possible dependent on the Jellyfish Filter model purchased that not all cartridge receptacles will be filled with a filter cartridge. In that case, a blank headplate and blank cartridge lid (has no orfice) would be installed. Jellyfish Membrane Filtration Cartridge Lifting Loops O-Ring Gasket (below headplate) Locking Nuts (above headplate) Tentacles Head Plate FIGURE 3 Cartridge Assembly 10 Jellyfish® Filter Owner's Manual Avoid snagging the cartridge membranes on the recpticle lip when inserting the Jellyfish membrane filtration cartridges into the cartridge receptacles. Use a gentle twisting or sideways motion to clear any potential snag. Do not force the tentacles down into the cartridge receptacle, as this may damage the membranes. Apply downward pressure on the cartridge head plate to seat the rim gasket (thick circular gasket surrounding the circumference of the head plate) into the cartridge receptacle. • Examine the cartridge lids to differentiate lids with a small orifice, a large orifice, and no orifice. • Lids with a small orifice are to be inserted into the draindown cartridge receptacles, outside of the backwash pool weir. • Lids with a large orifice are to be inserted into the hi-flo cartridge receptacles within the backwash pool weir. • Lids with no orifice (blank cartridge lids) and a blank headplate are to be inserted into unoccupied cartridge receptacles. • To install a cartridge lid, align the cartridge lid male threads with the cartridge receptacle female threads. Firmly twist the cartridge lid clockwise a minimum 110º to seat the filter cartridge snugly in place, with a proper watertight seal. Chapter 3 3.0 – Inspection and Maintenance Overview The primary purpose of the Jellyfish Filter is to capture and remove pollutants from stormwater runoff. As with any filtration system, captured pollutants must be removed to maintain the filter’s maximum treatment performance. Regular inspection and maintenance are required to insure proper functioning of the system. Maintenance frequencies and requirements are site specific and vary depending on pollutant loading. Maintenance activities may be required in the event of an upstream chemical spill or due to excessive sediment loading from site erosion or extreme runoff events. It is a good practice to inspect the system after major storm events. Inspection activities are typically conducted from surface observations and include: • Observe if standing water is present • Observe if there is any physical damage to the deck or cartridge lids • Observe the amount of debris in the Maintenance Access Wall (MAW) Maintenance activities typically include: • Removal of oil, floatable trash and debris • Removal of collected sediments from manhole sump • Rinsing and re-installing the filter cartridges • Replace filter cartridge tentacles, as needed. It is recommended that Jellyfish Filter inspection and maintenance be performed by professionally trained individuals, with experience in stormwater maintenance and disposal services. Maintenance procedures may require manned entry into the Jellyfish structure. Only professional maintenance service providers trained in confined space entry procedures should enter the vessel. Procedures, safety and damage prevention precautions, and other information, included in these guidelines, should be reviewed and observed prior to all inspection and maintenance activities. 3.1 – Inspection 3.1.1 – Timing Inspection of the Jellyfish Filter is key in determining the maintenance requirements for, and to develop a history of the site’s pollutant loading characteristics. In general, inspections should be performed at the times indicated below; or per the approved project stormwater quality documents (if applicable), whichever is more frequent. • Post-construction inspection is required prior to putting the Jellyfish Filter into service. All construction debris or construction-related sediment within the device must be removed, and any damage to system components repaired. • A minimum of two inspections during the first year of operation to assess the sediment and floatable pollutant accumulation, and to ensure proper functioning of the system. 11Jellyfish® Filter Owner's Manual • Inspection frequency in subsequent years is based on the inspection and maintenance plan developed in the first year of operation. Minimum frequency should be once per year. • Inspection is recommended after each major storm event. • Immediately after an upstream oil, fuel or other chemical spill. 3.1.2 – Inspection Tools and Equipment The following equipment and tools are typically required when performing a Jellyfish Filter inspection: • Access cover lifting tool • Sediment probe (clear hollow tube with check valve) • Tape measure • Flashlight • Camera • Inspection and maintenance log documentation • Safety cones and caution tape • Hard hat, safety shoes, safety glasses, and chemical-resistant gloves 3.1.3 – Inspection Procedure The following procedure is recommended when performing inspections: • Provide traffic control measures as necessary. • Inspect the MAW for floatable pollutants such as trash, debris, and oil sheen. • Measure oil and sediment depth by lowering a sediment probe through the MAW opening until contact is made with the floor of the structure. Retrieve the probe, record sediment depth, and presences of any oil layers and repeat in multiple locations within the MAW opening. Sediment depth of 12 inches or greater indicates maintenance is required. • Inspect cartridge lids. Missing or damaged cartridge lids to be replaced. • Inspect the MAW, cartridge deck, and backwash pool weir for cracks or broken components. If damaged, repair is required. • Dry weather inspections: inspect the cartridge deck for standing water. • No standing water under normal operating condition. • Standing water inside the backwash pool, but not outside the backwash pool, this condition indicates that the filter cartridges need to be rinsed. • Standing water outside the backwash pool may indicate a backwater condition caused by high water elevation in the receiving water body, or possibly a blockage in downstream infrastructure. • Wet weather inspections: observe the rate and movement of water in the unit. Note the depth of water above deck elevation within the MAW. • Less than 6 inches, flow should be exiting the cartridge lids of each of the draindown cartridges (i.e. cartridges located outside the backwash pool). • Greater than 6 inches, flow should be exiting the cartridge lids of each of the draindown cartridges and each of the hi-flo cartridges (i.e. cartridges located inside the backwash pool), and water should be overflowing the backwash pool weir. • 18 inches or greater and relatively little flow is exiting the cartridge lids and outlet pipe, this condition indicates that the filter cartridges are occluded with sediment and need to be rinsed. The depth of sediment and oil can be measured from the surface by using a sediment probe or dipstick tube equipped with a ball check valve and inserted through the Jellyfish Filter’s maintenance access wall opening. The large opening provides convenient access for inspection and vacuum removal of water and pollutants. 12 Jellyfish® Filter Owner's Manual 3.2 – Maintenance 3.2.1 – Maintenance Requirements Required maintenance for Jellyfish Filter units is based upon results of the most recent inspection, historical maintenance records, or the site specific water quality management plan; whichever is more frequent. In general, maintenance requires some combination of the following: • Sediment removal for depths reaching 12 inches or greater, or within 3 years of the most recent sediment cleaning, whichever occurs sooner. • Floatable trash, debris, and oil must be removed. • Filter cartridges rinsed and re-installed as required by the most recent inspection results, or within 12 months of the most recent filter rinsing, whichever occurs first. • Replace filter cartridge if rinsing does not remove accumulated sediment from the tentacles, or if tentacles are damaged or missing. It is recommended that tentacles should remain in service no longer than 5 years before replacement. • Damaged or missing cartridge deck components must be repaired or replaced as indicated by results of the most recent inspection. • The unit must be cleaned out and filter cartridges inspected immediately after an upstream oil, fuel, or chemical spill. Filter cartridge tentacles should be replaced if damaged by the spill. 3.2.2 – Maintenance Tools and Equipment The following equipment and tools are typically required when performing Jellyfish Filter maintenance: • Vacuum truck • Ladder • Garden hose and low pressure sprayer • Rope or cord to lift filter cartridges from the cartridge deck to the surface • Adjustable pliers for removing filter cartridge tentacles from cartridge head plate • Plastic tub or garbage can for collecting effluent from rinsed filter cartridge tentacles • Access cover lifting tool • Sediment probe (clear hollow tube with check valve) • Tape measure • Flashlight • Camera • Inspection and maintenance log documentation • Safety cones and caution tape • Hard hats, safety shoes, safety glasses, chemical-resistant gloves, and hearing protection for service providers • Proper safety equipment for confined space entry • Replacement filter cartridge tentacles if required 3.2.3 – Maintenance Procedure The following procedures are recommended when maintaining the Jellyfish Filter: • Provide traffic control measures as necessary. • Open all covers and hatches. Use ventilation equipment as required, according to confined space entry procedures. • Caution: Dropping objects onto the cartridge deck may cause damage. • Perform Inspection Procedure prior to maintenance activity. • To access the cartridge deck for filter cartridge service, descend the ladder and step directly onto the deck. Caution: Do not step onto the maintenance access wall (MAW) or backwash pool weir, as damage may result. Note that the cartridge deck may be slippery. 3.2.4 – Filter Cartridge Rinsing Procedure • Remove a cartridge lid. • Remove the cartridge from the receptacle using the lifting loops in the cartridge head plate. Caution: Should 13Jellyfish® Filter Owner's Manual a snag occur, do not force the cartridge upward as damage to the tentacles may result. Rotate the cartridge with a slight sideways motion to clear the snag and continue removing the cartridge. • Thread a rope or cord through the lifting loops and lift the filter cartridge from the cartridge deck to the top surface outside the structure. • Caution: Immediately replace and secure the lid on the exposed empty receptacle as a safety precaution. Never expose more than one empty cartridge receptacle. • Repeat the filter cartridge removal procedure until all of the cartridges are located at the top surface outside the structure. • Disassemble the tentacles from each filter cartridge by rotating counter-clockwise. Remove the tentacles from the cartridge head plate. • Position a receptacle in a plastic tub or garbage can such that the rinse water is captured. Using a low-pressure garden hose sprayer, direct a wide-angle water spray at a downward 45° angle onto the tentacle membrane, sweeping from top to bottom along the length of the tentacle. Rinse until all sediment is removed from the membrane. Caution: Do not use a high pressure sprayer or focused stream of water on the membrane. Excessive water pressure may damage the membrane. Turn membrane upside down and pour out any residual rinsewater to ensure center of tentacle is clear of any sediment. • Remove rinse water from rinse tub or garbage can using a vacuum hose as needed. • Slip the o-ring over the tentacle nipple and reassemble onto the cartridge head plate; hand-tighten. • If rinsing is ineffective in removing sediment from the tentacles, or if tentacles are damaged, provisions must be made to replace the spent or damaged tentacles with new tentacles. Contact Contech to order replacement tentacles. • Lower a rinsed filter cartridge to the cartridge deck. Remove the cartridge lid on a receptacle and carefully lower the filter cartridge into the receptacle until the head plate gasket is seated squarely on the lip of the receptacle. Caution: Should a snag occur when lowering the cartridge into the receptacle, do not force the cartridge downward; damage may occur. Rotate the cartridge with a slight sideways motion to clear the snag and complete the installation. • Replace the cartridge lid on the exposed receptacle. Rinse away any accumulated grit from the receptacle threads if needed to get a proper fit. Align the cartridge lid male threads with the cartridge receptacle female threads. Firmly twist the cartridge lid clockwise a minimum 110º to seat the filter cartridge snugly in place, with a proper watertight seal. • Repeat cartridge installation until all cartridges are installed. 3.2.5 – Vacuum Cleaning Procedure • Caution: Perform vacuum cleaning of the Jellyfish Filter only after filter cartridges have been removed from the system. Access the lower chamber for vacuum cleaning only through the maintenance access wall (MAW) opening, being careful not to damage the flexible plastic separator skirt that is attached to the underside of the deck. The separator skirt surrounds the filter cartridge zone, and could be torn if contacted by the wand. Do not lower the vacuum wand through a cartridge receptacle, as damage to the receptacle will result. • To remove floatable trash, debris, and oil, lower the vacuum hose into the MAW opening and vacuum floatable pollutants off the surface of the water. Alternatively, floatable solids may be removed by a net or skimmer. • Using a vacuum hose, remove the water from the lower chamber to the sanitary sewer, if permitted by the local regulating authority, or into a separate containment tank. • Remove the sediment from the bottom of the unit through the MAW opening. • For larger diameter Jellyfish Filter manholes (8-ft, 10-ft, 12-ft diameter), complete sediment removal may be facilitated by removing a cartridge lid from an empty receptacle and inserting a jetting wand (not a vacuum wand) through the receptacle. Use the sprayer to rinse loosened sediment toward the vacuum hose in the MAW opening, being careful not to damage the receptacle.. • After the unit is clean, re-fill the lower chamber with water if required by the local jurisdiction, and re-install filter cartridges. • Dispose of sediment, floatable trash and debris, oil, spent tentacles, and water according to local regulatory requirements. Rinsing of dirty filter cartridge tentacles with a low-pressure garden hose sprayer, and using a plastic garbage container to capture rinse water. 14 Jellyfish® Filter Owner's Manual 3.2.6 – Chemical Spills • Caution: If a chemical spill has been captured by the Jellyfish Filter, do not attempt maintenance. Immediately contact the local hazard response agency. A maintenance worker stationed on the surface uses a vacuum hose to evacuate water, sediment, and floatables from the Jellyfish Filter by inserting the vacuum wand through the maintenance access wall opening. A view of a Jellyfish Filter cartridge deck from the surface showing all the cartridge lids intact and no standing water on the deck (left image), and inspection of the flexible separator skirt from inside the maintenance access wall opening (right image). Assembly of a Jellyfish Filter cartridge (left) and installation of a filter cartridge into a cartridge receptacle in the deck (right). 15Jellyfish® Filter Owner's Manual 3.3 – Disposal Procedures Disposal requirements for recovered pollutants and spent filtration tentacles may vary depending on local guidelines. In most areas the sediment and spent filtration tentacles, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. Petroleum-based pollutants captured by the Jellyfish Filter, such as oil and fuels, should be removed and disposed of by a licensed waste management company. Although the Jellyfish Filter captures virtually all free oil, a sheen may still be present at the MAW. A rainbow or sheen can be visible at oil concentrations of less than 10 mg/L (ppm). Chapter 4 4 – Recommended Safety Procedures Jobsite safety is a topic and a practice addressed comprehensively by others. The inclusions here are merely reminders to whole areas of Safety Practice that are the responsibility of the Owner(s), Manager(s) and Contractor(s). OSHA and Canadian OSH, and Federal, State/Provincial, and Local Jurisdiction Safety Standards apply. 4.1 – Confined Space/Personal Safety Equipment/Warning and Cautions Please see reference on Page 3. Chapter 5 5 – Jellyfish Filter Replacement Parts Jellyfish membrane filtration cartridges, cartridge components, cartridge lids, other replacement parts can be ordered by contacting Contech Engineered Solutions at: Phone: 800-338-1122 Email: info@conteches.com Website: www.ContechES.com 5.1 – Jellyfish Filter Replacement Parts List Note: Jellyfish Cartridges and/or Filtration tentacles are available in the following lengths: • 15 Inch (381 mm) • 27 Inch (686 mm) • 40 Inch (1,016 mm) • 54 Inch (1,372 mm) • Jellyfish Cartridge (specify length). Includes head plate with lifting loops, rim gasket, eleven (11) filtration tentacles, eleven (11) o-rings, and eleven (11) locking nuts • Standard Head plate • Blank head plate • Rim gasket (for head plate) • Locking nuts (for tentacles) • O-rings (for tentacles) • Cartridge lids are available with the following orifice sizes: 70mm, 55mm, 45mm, 35mm, 30mm, 25mm, 30mm, blank lid (no orifice) • Maintenance Access Wall (MAW) extension (18-inch segment) * Nothing in this catalog should be construed as an expressed warranty or implied warranties, including the warranties of merchantability and of fitness for any particular purpose. 16 Jellyfish® Filter Owner's Manual Jellyfish Filter Inspection and Maintenance Log Owner: _______________________________________ Jellyfish Model No.:_____________________________ Location: _____________________________________ GPS Coordinates: ______________________________ Land Use: Commercial:______ Industrial: ______ Service Station:______ Road/Highway:____ Airport: ________ Residential: _________ Parking Lot:______ Date/Time: Inspector: Maintenance Contractor: Visible Oil Present: (Y/N) Oil Quantity Removed Floatable Debris Present: (Y/N) Floatable Debris removed: (Y/N) Water Depth in Backwash Pool Draindown Cartridges externally rinsed and re-commissioned: (Y/N) New tentacles put on Cartridges: (Y/N) Hi-Flo cartridges externally rinsed and recommissioned (Y/N): New tentacles put on Hi-Flo Cartridges: (Y/N) Sediment Depth Measured: (Y/N) Sediment Depth (inches or mm): Sediment Removed: (Y/N) Cartridge Lids intact: (Y/N) Observed Damage: Comments: JFF_OM_10/14 Cascade Separator™ Inspection and Maintenance Guide ENGINEERED SOLUTIONS Maintenance The Cascade Separator™ system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects sediment and debris will depend upon on-site activities and site pollutant characteristics. For example, unstable soils or heavy winter sand- ing will cause the sediment storage sump to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily per- formed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspec- tions should be performed twice per year (i.e. spring and fall). However, more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumula- tions, or in equipment wash-down areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. A visual inspection should ascertain that the system components are in working order and that there are no blockages or obstruc- tions in the inlet chamber, flumes or outlet channel. The inspec- tion should also quantify the accumulation of hydrocarbons, trash and sediment in the system. Measuring pollutant accumu- lation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided in this Inspection and Maintenance Guide. Access to the Cascade Separator unit is typically achieved through one manhole access cover. The opening allows for inspection and cleanout of the center chamber (cylinder) and sediment storage sump, as well as inspection of the inlet chamber and slanted skirt. For large units, multiple manhole covers allow access to the chambers and sump. The Cascade Separator system should be cleaned before the level of sediment in the sump reaches the maximum sediment depth and/or when an appreciable level of hydrocarbons and trash has accumulated. If sorbent material is used, it must be replaced when significant discoloration has occurred. Performance may be impacted when maximum sediment storage capacity is exceeded. Contech recommends maintaining the system when sediment level reaches 50% of maximum storage volume. The level of sediment is easily determined by measuring the distance from the system outlet invert (standing water level) to the top of the sedi- ment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the pile typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the chart in this document to determine if the height of the sediment pile off the bottom of the sump floor exceeds 50% of the maximum sediment storage. Cleaning Cleaning of a Cascade Separator system should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and con- venient method of removing pollutants from the system. Simply remove the manhole cover and insert the vacuum tube down through the center chamber and into the sump. The system should be completely drained down and the sump fully evacu- ated of sediment. The areas outside the center chamber and the slanted skirt should also be washed off if pollutant build-up exists in these areas. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. How- ever, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be net- ted out to separate it from the other pollutants. Then the system should be power washed to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and to ensure proper safety precautions. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the Cascade Separator system must be done in accordance with local regulations. In many locations, disposal of evacuated sediments may be handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. If any components are dam- aged, replacement parts can be ordered from the manufacturer. A vacuum truck excavates pollutants from the systems.A Cascade Separator unit can be easily cleaned in less than 30 minutes. Model Number Diameter Distance from Water Surface to Top of Sediment Pile Sediment Storage Capacity ft m ft m y3 m3 CS-4 4 1.2 1.5 0.5 0.7 0.5 CS-5 5 1.3 1.5 0.5 1.1 0.8 CS-6 6 1.8 1.5 0.5 1.6 1.2 CS-8 8 2.4 1.5 0.5 2.8 2.1 CS-10 10 3.0 1.5 0.5 4.4 3.3 CS-12 12 3.6 1.5 0.5 6.3 4.8 Note: The information in the chart is for standard units. Units may have been designed with non-standard sediment storage depth. Cascade Separator™ Maintenance Indicators and Sediment Storage Capacities 800.925.5240 www.ContechES.com SUPPORT • Drawings and specifications are available at www.ContechES.com. • Site-specific design support is available from our engineers. ©2019 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater, and earth stabilization products. For information, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. Cascade Separator Maintenance 11/19 ENGINEERED SOLUTIONS Cascade Separator™ Inspection & Maintenance Log Cascade Model:Location: Date Depth Below Invert to Top of Sediment1 Floatable Layer Thickness2 Describe Maintenance Performed Maintenance Personnel Comments 1. The depth to sediment is determined by taking a measurement from the manhole outlet invert (standing water level) to the top of the sediment pile. Once this measurement is recorded, it should be compared to the chart in the maintenance guide to determine if the height of the sediment pile off the bottom of the sump floor exceeds 50% of the maximum sediment storage. Note: to avoid underestimating the volume of sediment in the cham- ber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. LANSING ENGINEERING, PC LANSING ENGINEERING, PC Soil Restoration Maintenance Checklist Project:________________________________________________________________________________________ Location:______________________________________________________________________________________ Site Status:_____________________________________________________________________________________ Date:________________________________________________________________________________________ Time:________________________________________________________________________________________ Inspector:_____________________________________________________________________________________ Maintenance Item Satisfactory/Unsatisfactory Comments 1. First Year Maintenance Operations (initial six months) A. Reseeding to repair bare or eroding area to assure grass stabilization B. Water once every three days for first month, and then provide a half inch of water per week during first year. Irrigation plan may be adjusted according to the rain event. C. Fertilization may be needed in the fall after the first growing season to increase plant vigor 2. Ongoing Maintenance A. Ensure planting of the appropriate ground cover with deep roots to maintain the soil structure B. Keeping the site free of vehicular and foot traffic or other weight loads LANSING ENGINEERING, PC LANSING ENGINEERING, PC Cistern Maintenance Checklist Project:________________________________________________________________________________________ Location:______________________________________________________________________________________ Site Status:_____________________________________________________________________________________ Date:________________________________________________________________________________________ Time:________________________________________________________________________________________ Inspector:_____________________________________________________________________________________ Maintenance Item Satisfactory/Unsatisfactory Comments 3 Month Maintenance System must be checked for leaks, cleanliness and stability 5 Year Maintenance A. Drain tank completely B. Clean surfaces and internal parts with water C. Remove all dirt from tank D. Check that all internal parts are firmly seated Appendix H – Maintenance Inspection Checklist Conservation of Natural Areas Project: Location: Site Status: Date: Time: Inspector: Maintenance Item Satisfactory/ Unsatisfactory Comments 1) Buildings/Structures (Annually) No buildings, fences, or other structures are observed within conservation easement area. 2) Waste/Dumping (Annually) No evidence of the active dumping of soil, ashes, waste, or other materials of any kind, including organic material, is observed. 3) Excavation/Fill (Annually) No evidence of excavation, dredging, or the removal of loam, gravel, soil, rock, sand, or other material is observed in the conservation easement area. No evidence of the building of roads or other changes to the topography are observed within the easement area. 4) Tree/Vegetation Removal (Annually) Appendix H – Maintenance Inspection Checklist Maintenance Item Satisfactory/ Unsatisfactory Comments No evidence of the removal or destruction of trees, shrubs, or other vegetation is observed within the conservation easement area, with the exception of activities related to the prevention or treatment of disease or other good husbandry practices. 5) Advertising (Annually) No advertising of any kind is located within the conservation easement area. 6) Natural Resources (Annually) No evidence of activities/uses that may be deemed harmful to water conservation, erosion control, soil conservation, or fish/wildlife habitat are observed within the conservation easement area. Comments: Appendix H – Maintenance Inspection Checklist Actions to be Taken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³,KHUHE\FHUWLI\WKDWWKHIROORZXSFRUUHFWLYHDFWLRQVLGHQWLILHGLQWKHLQVSHFWLRQ SHUIRUPHGRQBBBBBBBBBBBBB'$7(KDYHEHHQFRPSOHWHGDQGDQ\UHTXLUHG PDLQWHQDQFHGHILFLHQFLHVKDYHEHHQDGHTXDWHO\FRUUHFWHG´ ,QVSHFWRU2SHUDWRU'DWH 3DJHRI /HYHO,QVSHFWLRQ75((3/$17,1* 5HFRPPHQGHG5HSDLUV7ULJJHUVIRU/HYHO,QVSHFWLRQ Observed Condition: Appearance of fungus or pest damage &RQGLWLRQ)XQJXVGLVFRORUDWLRQEURZQLQJOHDYHVRUKROHVLQOHDYHV &KHFNZLWKDUERULVWRURWKHUWUHHSURIHVVLRQDODERXWWKHEHVWZD\WRSURFHHG 7KLVUHTXLUHVD/HYHOLQVSHFWLRQ &RQGLWLRQ%XUURZLQJLQVHFWVKROHV &KHFNZLWKDUERULVWRURWKHUWUHHSURIHVVLRQDODERXWWKHEHVWZD\WRSURFHHG 7KLVUHTXLUHVD/HYHOLQVSHFWLRQ x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³,KHUHE\FHUWLI\WKDWWKHIROORZXSFRUUHFWLYHDFWLRQVLGHQWLILHGLQWKHLQVSHFWLRQ SHUIRUPHGRQBBBBBBBBBBBBB'$7(KDYHEHHQFRPSOHWHGDQGDQ\UHTXLUHG PDLQWHQDQFHGHILFLHQFLHVKDYHEHHQDGHTXDWHO\FRUUHFWHG´ ,QVSHFWRU2SHUDWRU'DWH Page 44 of 49 Appendix I MS4 Acceptance Form 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 West Station, LLC Russell Faden 2 Moore Avenue Saratoga Springs, NY 12866 Faden - West Ave Site Plan 17 West Avenue Saratoga Springs, NY 12866 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 Page 45 of 49 Appendix J Notice of Intent (NOI) Fax (Owner/Operator) -- Page 1 of 14 New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 NOTICE OF INTENT -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM Stormwater DischargesAssociatedwithConstructionActivityUnderState PollutantDischargeEliminationSystem(SPDES)GeneralPermit#GP-0-20-001 Allsectionsmustbecompletedunlessotherwisenoted.Failuretocompleteallitemsmay resultinthisformbeingreturnedtoyou,therebydelayingyourcoverageunderthis GeneralPermit.Applicantsmustreadandunderstandtheconditionsofthepermitand prepareaStormwaterPollutionPreventionPlanpriortosubmittingthisNOI.Applicants areresponsibleforidentifyingandobtainingotherDECpermitsthatmayberequired. Owner/Operator Information Owner/Operator Contact Person Last Name (NOT CONSULTANT) Owner/Operator Contact Person First Name Owner/Operator Mailing Address City State Zip - Phone (Owner/Operator) -- Email (Owner/Operator) Owner/Operator (Company Name/Private Owner Name/Municipality Name) NYR (for DEC use only) FED TAX ID -(not required for individuals) W e s t S t a t i o n , L L C F a d e n R u s s e l l 2 M o o r e A v e S a r a t o g a S p r i n g s N Y 1 2 8 6 6 5 1 8 7 9 6 3 7 1 6 r u s s e l l f a d e n @ y a h o o .c o m 1.ProvidetheGeographicCoordinatesfortheprojectsite.Todothis,gotothe NYSDECStormwaterInteractiveMapontheDECwebsiteat: https://gisservices.dec.ny.gov/gis/stormwater/ ZoomintoyourProjectLocationsuchthatyoucanaccuratelyclickonthecentroidof yoursite.Onceyouhavelocatedthecentroidofyourprojectsite,gotothebottom righthandcornerofthemapfortheX,Ycoordinates.Enterthecoordinatesintothe boxesbelow.Forproblemswiththeinteractivemapusethehelpfunction. X Coordinates (Easting)Y Coordinates (Northing) Project Site Information Project/Site Name Street Address (NOT P.O. BOX) City/Town/Village (THAT ISSUES BUILDING PERMIT) State Zip - County Name of Nearest Cross Street Distance to Nearest Cross Street (Feet)Project In Relation to Cross Street North South East West Page 2 of 14 2. What is the nature of this construction project? New Construction Redevelopment with increase in impervious area Redevelopment with no increase in impervious area Section-Block-ParcelTax Map Numbers Side of Street North South East West DEC Region Tax Map Numbers Ex.-73.749 Ex.42.652 -7 W e s t A v e S i t e P l a n W e s t A v e & S t a t i o n L a n e C i t y o f S a r a t o g a S p r i n g s N Y 1 2 8 6 6 S a r a t o g a 5 S t a t i o n L a n e 0 1 6 5 .-2 -7 6 .2 3 8 0 5 4 3 0 8 3 3.Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Page 3 of 14 Existing Land Use FOREST PASTURE/OPEN LAND CULTIVATED LAND SINGLE FAMILY HOME SINGLE FAMILY SUBDIVISION TOWN HOME RESIDENTIAL MULTIFAMILY RESIDENTIAL INSTITUTIONAL/SCHOOL INDUSTRIAL COMMERCIAL ROAD/HIGHWAY RECREATIONAL/SPORTS FIELD BIKE PATH/TRAIL LINEAR UTILITY PARKING LOT OTHER Future Land Use SINGLE FAMILY HOME SINGLE FAMILY SUBDIVISION TOWN HOME RESIDENTIAL MULTIFAMILY RESIDENTIAL INSTITUTIONAL/SCHOOL INDUSTRIAL COMMERCIAL MUNICIPAL ROAD/HIGHWAY RECREATIONAL/SPORTS FIELD BIKE PATH/TRAIL LINEAR UTILITY (water, sewer, gas, etc.) PARKING LOT CLEARING/GRADING ONLY DEMOLITION, NO REDEVELOPMENT WELL DRILLING ACTIVITY *(Oil, Gas, etc.) OTHER Pre-Development Post-Development 4.In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities); and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Number of Lots *Note: for gas well drilling, non-high volume hydraulic fractured wells only Total Site Area . Total Area To Be Disturbed . Existing Impervious Area To Be Disturbed . Future Impervious Area Within Disturbed Area . 5. Do you plan to disturb more than 5 acres of soil at any one time?Yes No 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D %%%% 7. Is this a phased project?Yes No 8. Enter the planned start and end dates of the disturbance activities. - Start Date // End Date // 2 4 1 9 0 1 4 1 0 0 0 3 0 1 2 0 2 5 1 2 3 1 2 0 2 6 Page 4 of 14 Name 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. 9a.Type of waterbody identified in Question 9? Wetland / State Jurisdiction On Site (Answer 9b) Wetland / State Jurisdiction Off Site Wetland / Federal Jurisdiction On Site (Answer 9b) Wetland / Federal Jurisdiction Off Site Stream / Creek On Site Stream / Creek Off Site River On Site River Off Site Lake On Site Lake Off Site Other Type On Site Other Type Off Site 9b.How was the wetland identified? Regulatory Map Delineated by Consultant Delineated by Army Corps of Engineers Other (identify) Yes No Yes No Yes No 10.Hasthesurfacewaterbody(ies)inquestion9beenidentifiedasa 303(d)segmentinAppendixEofGP-0-20-001? 11.IsthisprojectlocatedinoneoftheWatershedsidentifiedin AppendixCofGP-0-20-001? 12.Istheprojectlocatedinoneofthewatershed areasassociatedwithAAandAA-Sclassified waters? Ifno,skipquestion13. 13.Doesthisconstructionactivitydisturblandwithno existingimperviouscoverandwheretheSoilSlopePhaseis identifiedasanEorFontheUSDASoilSurvey? IfYes,whatistheacreagetobedisturbed? Yes No . 14.Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? Yes No N Y S D E C W e t l a n d S -F o r t y S e v e n 15.Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? 16.What is the name of the municipality/entity that owns the separate storm sewer system? Yes No Unknown 17.Does any runoff from the site enter a sewer classified as a Combined Sewer? Yes No Unknown 21.Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 22.Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and Quantity Control practices/techniques)? If No, skip questions 23 and 27-39. 23.Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? Yes No Yes No Yes No Page 5 of 14 18.Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? Yes No Yes No 20.Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) Yes No19.Is this property owned by a state authority, state agency, federal government or local government? C i t y o f S a r a t o g a S p r i n g s Page 6 of 14 SWPPP Preparer Contact Name (Last, Space, First) Mailing Address City State Zip - Phone -- Fax -- Email Signature Date // First Name Last Name MI SWPPP Preparer Certification 24.The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Professional Engineer (P.E.) Soil and Water Conservation District (SWCD) Registered Landscape Architect (R.L.A) Certified Professional in Erosion and Sediment Control (CPESC) Owner/Operator Other IherebycertifythattheStormwaterPollutionPreventionPlan(SWPPP)for thisprojecthasbeenpreparedinaccordancewiththetermsandconditionsof theGP-0-20-001.Furthermore,Iunderstandthatcertifyingfalse,incorrect orinaccurateinformationisaviolationofthispermitandthelawsofthe StateofNewYorkandcouldsubjectmetocriminal,civiland/or administrativeproceedings. L a n s i n g E n g i n e e r i n g L a n s i n g Y a t e s S c o t t 2 4 5 2 S t a t e R o u t e 9 M a l t a N Y 1 2 0 2 0 5 1 8 8 9 9 5 2 4 3 5 1 8 8 9 9 5 2 4 5 y s l @ l a n s i n g e n g i n e e r i n g .c o m Y a t e s S L a n s i n g 26.Select all of the erosion and sediment control practices that will be employed on the project site: Page 7 of 14 Biotechnical Brush Matting Wattling Other 25.Has a construction sequence schedule for the planned management practices been prepared? Yes No Brush Matting Dune Stabilization Grassed Waterway Mulching Protecting Vegetation Recreation Area Improvement Seeding Sodding Straw/Hay Bale Dike Streambank Protection Temporary Swale Topsoiling Vegetating Waterways Vegetative Measures Check Dams Construction Road Stabilization Dust Control Earth Dike Level Spreader Perimeter Dike/Swale Pipe Slope Drain Portable Sediment Tank Rock Dam Sediment Basin Sediment Traps Silt Fence Stabilized Construction Entrance Storm Drain Inlet Protection Straw/Hay Bale Dike Temporary Access Waterway Crossing Temporary Stormdrain Diversion Temporary Swale Turbidity Curtain Water bars Temporary Structural Debris Basin Diversion Grade Stabilization Structure Land Grading Lined Waterway (Rock) Paved Channel (Concrete) Paved Flume Retaining Wall Riprap Slope Protection Rock Outlet Protection Streambank Protection Permanent Structural Page 8 of 14 Post-construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27.Identify all site planning practices that were used to prepare the final site plan/layout for the project. Preservation of Undisturbed Areas Preservation of Buffers Reduction of Clearing and Grading Locating Development in Less Sensitive Areas Roadway Reduction Sidewalk Reduction Driveway Reduction Cul-de-sac Reduction Building Footprint Reduction Parking Reduction 28.Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). Total WQv Required .acre-feet 29.Identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28). Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note:Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. 27a.Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version). All disturbed areas Compacted areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). were considered as impervious cover when calculating the WQv Required,and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 0 1 3 7 and/or and/or and/or and/or Conservation of Natural Areas (RR-1) Sheetflow to Riparian Tree Planting/Tree Pit (RR-3) Disconnection of Rooftop Runoff (RR-4) Vegetated Swale (RR-5) Rain Garden (RR-6) Stormwater Planter (RR-7) Rain Barrel/Cistern (RR-8) Porous Pavement (RR-9) Green Roof (RR-10) Infiltration Trench (I-1) Infiltration Basin (I-2) Dry Well (I-3) Underground Infiltration System (I-4) Bioretention (F-5) Dry Swale (O-1) Micropool Extended Detention (P-1) Wet Pond (P-2) Wet Extended Detention (P-3) Multiple Pond System (P-4) Pocket Pond (P-5) Surface Sand Filter (F-1) Underground Sand Filter (F-2) Perimeter Sand Filter (F-3) Organic Filter (F-4) Shallow Wetland (W-1) Extended Detention Wetland (W-2) Pond/Wetland System (W-3) Pocket Wetland (W-4) Wet Swale (O-2) . . . . . . . . . . . . . . ............................ .................................. .................................... ............................................. ..................................... ................................ ................................... ......................................... ......................................... ............................. .................................................. .......................................... ............................................... ................................................ RR Techniques (Area Reduction) Total Contributing Impervious Area(acres) . . . . . . . . . . . . . . . ... .......... .......... .. ......................................... ............................................ ..................................... .................................... ........................................ ..................................... ...................................... ................................................ ........................ ............................................ ............................................... Table 1 -Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) RR Techniques (Volume Reduction) Standard SMPs with RRv Capacity Standard SMPs Page 9 of 14 Total Contributing Area (acres) . . . . Buffers/Filters Strips (RR-2) ............................................. 0 5 5 0 0 9 0 0 3 0 5 3 . 31.Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28). If Yes, go to question 36. If No, go to question 32. Yes No Total RRv provided 32.Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P)(0.95)(Ai)/12,Ai=(S)(Aic)] Minimum RRv Required .acre-feet 30.Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. acre-feet 32a.Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? If Yes, go to question 33. Note:Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Yes No Page 10 of 14 Hydrodynamic Wet Vault Media Filter Other Alternative SMP . . . . ............................................... .................................................. ............................................... .................. Table 2 -Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Note:Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. Total Contributing Impervious Area(acres) Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Name Manufacturer J e l l y f i s h F i l t e r C o n t e c h E n g i n e e r e d S o l u t i o n s 1 2 1 0 0 5 3 0 0 3 9 .acre-feet CPv Provided acre-feet. CPv Required 36.Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a), if applicable. Page 11 of 14 35.Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. .34.Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a). Yes No 33a.Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. . WQv Provided acre-feet Note:For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calculated using the contributing drainage area to the practice - RRv provided by the practice. (See Table 3.5 in Design Manual) 33.Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30). Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. Site discharges directly to tidal waters Reduction of the total CPv is achieved on site 36a. The need to provide channel protection has been waived because: or a fifth order or larger stream. through runoff reduction techniques or infiltration systems. .CFS CFS. Post-developmentPre-Development Total Extreme Flood Control Criteria (Qf) .CFS .CFS Post-developmentPre-Development Total Overbank Flood Control Criteria (Qp) 37.Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a), if applicable. 0 0 8 4 0 1 3 7 0 1 3 1 0 1 3 1 3 3 9 2 6 8 8 4 3 8 4 1 Page 12 of 14 39.Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required(#28). (See question 32a) This space can also be used for other pertinent project information. 38.Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance Yes No 37a.The need to meet the Qp and Qf criteria has been waived because: Site discharges directly to tidal waters Downstream analysis reveals that the Qp and Qf controls are not required or a fifth order or larger stream. W e s t S t a t i o n , L L C Testing of the in-situ soils indicated slow infiltration rates and high percentages of silt and fine materials. The soils were consistent with Hydrologic Soil Type "C" and were not conducive for the use of infiltration practices. Additionally, the depth to bedrock is relatively shallow and the required separation distances could not be met for infiltration to be feasible. Since many of the Green Infrastructure techniques utilize infiltration, it was not feasible to reduce 100% of the WQv. Air Pollution Control Coastal Erosion Hazardous Waste Long Island Wells Mined Land Reclamation Solid Waste Navigable Waters Protection / Article 15 Water Quality Certificate Dam Safety Water Supply Freshwater Wetlands/Article 24 Tidal Wetlands Wild, Scenic and Recreational Rivers Stream Bed or Bank Protection / Article 15 Endangered or Threatened Species(Incidental Take Permit) Individual SPDES SPDES Multi-Sector GP Other None 44.If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. 42.Is this project subject to the requirements of a regulated, traditional land use control MS4? (If No, skip question 43) Yes No 43.Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? Yes No 41.Does this project require a US Army Corps of Engineers Wetland Permit? If Yes, Indicate Size of Impact. Yes No . Page 13 of 14 40.Identify other DEC permits, existing and new, that are required for this project/facility. N Y R N Y R Owner/Operator Certification 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 Signature Date // Print First Name Print Last Name MI Page 14 of 14 R u s s e l l F a d e n Page 46 of 49 Appendix K Notice of Termination (NOT) New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person: 4a.Telephone: 4b. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. □ All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. □ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. □ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? □ yes □ no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed? □ yes □ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? □ yes □ no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): □ Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. □ Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). □ For post-construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record. □ For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? □ yes □ no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 Page 47 of 49 Appendix L: Deep Ripping and Decompaction DEPARTMENT OF ENVIRONMENTAL CONSERVA TIONNew York State Deep-Ripping and Decompaction New York State Department of Environmental Conservation Division of Wa ter April 2008 Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) 1 Alternative Stormwater Management Deep‐Ripping and Decompaction Description The two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the soil material as a step in the cleanup and restoration/landscaping of a construction site, helps mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the substantial increase in the bulk density of the soil material. Deep Ripping and Decompaction are key factors which help in restoring soil pore space and permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land grading, the ongoing movement of construction equipment and the transport of building materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing of layers (horizons) of soil materials, compression of those materials and diminished soil porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical drainage (rainfall infiltration), from the surface downward. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration of a project. Soil in very moist to wet condition when compacted, will have severely reduced permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil was stripped prior to construction access, and it remains stockpiled until the next phase – decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of several series of incrementally deepening passes through the construction access corridor's densely compressed subsoil material. Figure 2 illustrates the approximate volumetric composition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. Fig. 1. A typical deep ripping phase of this practice, during the first in a series of progressively deeper “rips” through severely compressed subsoil. Fig. 2. About 50% of the volume of undisturbed loam surface soil is pore space, when soil is in good condition for plant growth. Brady, 2002. 2 Recommended Application of Practice The objective of Deep Ripping and Decompaction is to effectively fracture (vertically and laterallly) through the thickness of the physically compressed subsoil material (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help reduce runoff. Together with topsoil stripping, the “two-phase” practice of Deep Ripping and Decompaction first became established as a “best management practice” through ongoing success on commercial farmlands affected by heavy utility construction right-of-way projects (transmission pipelines and large power lines). Soil permeability, soil drainage and cropland productivity were restored. For broader construction application, the two-phase practice of Deep Ripping and Decompaction is best adapted to areas impacted with significant soil compaction, on contiguous open portions of large construction sites and inside long, open construction corridors used as temporary access over the duration of construction. Each mitigation area should have minimal above-and-below-ground obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting implements. Conversely, the complete two-phase practice is not recommended in congested or obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits: • Increases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures • Enhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures • Decreases runoff volume generated and provides hydrologic source control • May be planned for application in feasible open locations either alone or in Fig. 3. Construction site with significant compaction of the deep basal till subsoil extends 24 inches below this exposed cut- and-fill work surface. 3 conjunction with plans for structural practices (e.g., subsurface drain line or infiltration basin) serving the same or contiguous areas • Promotes successful long-term revegetation by restoring soil permeability, drainage and water holding capacity for healthy (rather than restricted) root-system development of trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Feasibility/Limitations The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing (soil moisture) for implementation; the space-related freedom of equipment/implement maneuverability (noted above in Recommended Application of Practice), and by the proper selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: Soil In the undisturbed condition, each identified soil type comprising a site is grouped into one of four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a range of characteristics including soil texture, drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission of soil-water and a moderately high runoff potential influenced by soil texture and slope; while soils in Group D have exceptionally slow rates of infiltration and transmission of soil- water, and high runoff potential. In Figure 4, the profile displays the undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of infiltration through the subsoil. The slow rate of infiltration begins immediately below the topsoil horizon (30 cm), due to the limited amount of macro pores, e.g.: natural subsoil fractures, worm holes and root channels. Infiltration after the construction-induced mixing and compression of such subsoil material is virtually absent; but can be restored back to this natural level with the two-phase practice of deep ripping and decompaction, followed by the permanent establishment of an appropriate, deep taproot Fig. 4. Profile (in centimeters) displaying the infiltration test result of the natural undisturbed horizons of a soil in Hydrologic Soil Group C. 4 lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice, which prepares the site for the appropriate long-term lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed for all rehabilitated soils. Generally, soils in Hydrologic Soil Groups A and B, which respectively may include deep, well- drained, sandy-gravelly materials or deep, moderately well-drained basal till materials, are among the easier ones to restore permeability and infiltration, by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and fostering infiltration to a level equal to that of pre-disturbance. Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added impact on infiltration; and structural runoff control practices rather than Deep Ripping and Decompaction should be considered. The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken into account. Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation (subsoiling); and other measures may be more practical. Slope The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most practical on flat, gentle and moderate slopes. In some situations, such as but not limited to temporary construction access corridors, inclusion areas that are moderately steep along a project’s otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited instances of moderate steepness on other projects, however, the post-construction land use and the relative alignment of the potential ripping and decompaction work in relation to the lay of the slope should be reviewed for safety and practicality. In broad construction areas predominated by moderately steep or steep slopes, the practice is generally not used. Local Weather/Timing/Soil Moisture Effective fracturing of compressed subsoil material from the exposed work surface, laterally and vertically down through the affected zone is achieved only when the soil material is moderately dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 5 Fig. 5. Augered from a depth of 19 inches below the surface of the replaced topsoil, this subsoil sample was hand rolled to a 1/8-inch diameter. The test shows the soil at this site stretches out too far without crumbling; it indicates the material is in a plastic state of consistence, too wet for final decompaction (deep subsoiling) at this time. subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs through the soil when it is overly moist only results in the “slicing and smearing” of the material or added “squeezing and compression” instead of the necessary fracturing. Ample drying time is needed for a “rippable” soil condition not merely in the material close to the surface, but throughout the material located down to the bottom of the physically compressed zone of the subsoil. The “poor man’s Atterberg field test” for soil plasticity is a simple “hand-roll” method used for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep ripping of subsoil; respreading of topsoil in a friable state; and final decompaction (deep subsoiling). Using a sample of soil material obtained from the planned bottom depth of ripping, e.g.: 20 - 24 inches below exposed subsoil surface, the sample is hand rolled between the palms down to a 1/8-inch diameter thread. (Use the same test for stored topsoil material before respreading on the site.) If the respective soil sample crumbles apart in segments no greater than 3/8 of an inch long, by the time it is rolled down to 1/8 inch diameter, it is low enough in moisture for deep ripping (or topsoil replacement), and decompaction. Conversely, as shown in Figure 5, if the rolled sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a “plastic” state of soil consistency and is too wet for subsoil ripping (as well as topsoil replacement) and final decompaction. Design Guidance Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction (deep subsoiling), is implementing the practice in its distinct, two-phase process: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively fracturing it before the protected topsoil is reapplied on the site (see Figure 12); and 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep ripping and decompacting the site, all construction activity, including construction equipment and material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and 6 Fig. 6. A light duty chisel implement, not adequate for either the deep ripping or decompaction (deep subsoiling) phase. rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes is maintained. The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice at the appropriate speed, depth and pattern(s) of movement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to help maintain the restored soil structure, should be developed in advance. This may require the assistance of an agronomist or landscape horticulturist. Implements Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable and used for only lighter land-fitting (see Figure 6). Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and through, to the bottom of impact, prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and shattering” action up through the soil layers as it is pulled. Fig. 7. One of several variations of an agricultural ripper. This unit has long, rugged shanks mounted on a steel V-frame for deep, aggressive fracturing through Phase 1. 7 Fig. 8. A deep, angled-leg subsoiler, ideal for Phase 2 decompaction of after the topsoil layer is graded on top of the ripped subsoil. Pulling-Power of Equipment Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and decompacting a significantly impacted site: For both types of implement, have at least 40 hp of tractor pull available for each mounted shank/ leg. Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the deep subsoiler is applied from the beginning. The operating speed for pulling both types of implement should not exceed 2 to 3 mph. At this slow and managed rate of operating speed, maximum functional performance is sustained by the tractor and the implement performing the soil fracturing. Referring to Figure 8, the implement is the 6-leg version of the deep angled-leg subsoiler. Its two outside legs are “chained up” so that only four legs will be engaged (at the maximum depth), requiring no less than 160 hp, (rather than 240 hp) of pull. The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this unobstructed, former construction access area simultaneously through 11 inches of replaced topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate hp, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industrial-grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are generally not recommended. Typically, the shanks or “teeth” of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and vertical fracturing of the soil materials necessary to restore soil permeability and infiltration. In addition, the power graders and bulldozers, as pullers, are far less maneuverable for turns and patterns than the tractor. Fig. 9. This medium tractor is pulling a 3- shank deep ripper. The severely compacted construction access corridor is narrow, and the 120 hp tractor is more maneuverable for Phase 1 deep ripping (subsoil fracturing), here. 8 Depth and Patterns of Movement As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need to be performed at maximum capable depth of each implement. With an implement’s guide wheels attached, some have a “normal” maximum operating depth of 18 inches, while others may go deeper. In many situations, however, the tractor/implement operator must first remove the guide wheels and other non essential elements from the implement. This adapts the ripper or the deep subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or legs, fracture the soil material 20-to-24 inches deep. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a shovel to test the subsoil for its level of compaction, incrementally, every three inches of increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of compaction is determined. This is repeated at several representative locations of the construction site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth. Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the full depth of Decompation (subsoiling), from the beginning. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive Fig. 11. A repeat run of the 3-shank ripper along the same patterned pass area as Fig. 9; here, incrementally reaching 18 of the needed 22 inches of subsoil fracture. Fig. 10. An early pass with a 3-shank deep ripper penetrating only 8 inches into this worksite’s severely compressed subsoil. 9 pass of the implement’s legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches between each shank or leg. The staggered return pass ensures lateral and vertical fracturing actuated every 12 to 15 inches across the densely compressed soil mass. Large, Unobstructed Areas For larger easy areas, use the standard patterns of movement: ● The first series (pattern) of passes is applied lengthwise, parallel with the longest spread of the site; gradually progressing across the site’s width, with each successive pass. ● The second series runs obliquely, crossing the first series at an angle of about 45 degrees. ● The third series runs at right angle (or 90 degrees), to the first series to complete the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series may be optional, depending on how thoroughly the first two series loosen the material and eliminate large chunks/blocks of material as verified by tests with a ¾- inch cone penetrometer.) Corridors In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. ● First, apply the same initial lengthwise, parallel series of passes described above. Fig. 12. Moderately dry topsoil is being replaced on the affected site now that Phase 1 deep ripping of the compressed subsoil is complete. Fig. 13. The same deep, angled-leg subsoiler shown in Fig. 7 is engaged at maximum depth for Phase 2, decompaction (deep soiling), of the replaced topsoil and the upper subsoil materials. 10 Fig. 15. The same site as Fig. 14 after deep ripping of the exposed subsoil, topsoil replacement, decompaction through the topsoil and upper subsoil and final surface tillage and revegetation to maintain soil permeability and infiltration. ● A second series of passes makes a broad “S” shaped pattern of rips, continually and gradually alternating the “S” curves between opposite edges inside the compacted corridor. ● The third and final series again uses the broad, alternating S pattern, but it is “flip-flopped” to continually cross the previous S pattern along the corridor’s centerline. This final series of the S pattern curves back along the edge areas skipped by the second series. Maintenance and Cost Once the two-phase practice of Deep Ripping and Decompation is completed, two items are essential for maintaining a site’s soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Figure 15); and keeping the site free of traffic or other weight loads. Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the proper seeding ratio of one or more perennial species with a deep taproot system and the proper amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. Fig. 14. The severely compacted soil of a temporary construction yard used daily by heavy equipment for four months; shown before deep ripping, topsoil replacement, and decompaction. 11 The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of tractor and implement time that is required. In some instances, depending on open maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In other situations of more severe compaction and - or less maneuverability, as little as one acre may be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these figures do not include the cost of the separate practice of topsoil stripping and replacement). Due to the many variables, it must be recognized that cost will be determined by the specific conditions or constraints of the site and the availability of proper equipment. 12 Resources Publications: ● American Society of Agricultural Engineers. 1971. Compaction of Agricultural Soils. ASAE. ● Brady, N.C., and R.R. Weil. 2002. The Nature and Properties of Soils. 13th ed. Pearson Education, Inc. ● Baver, L.D. 1948. Soil Physics. John Wiley & Sons. ● Carpachi, N. 1987 (1995 fifth printing). Excavation and Grading Handbook, Revised. 2nd ed. Craftsman Book Company ● Ellis, B. (Editor). 1997. Safe & Easy Lawn Care: The Complete Guide to Organic Low Maintenance Lawn. Houghton Mifflin. ● Harpstead, M.I., T.J. Sauer, and W.F. Bennett. 2001. Soil Science Simplified. 4th ed. Iowa State University Press. ● Magdoff, F., and H. van Es. 2000. Building Soils for Better Crops. 2nd ed. Sustainable Agricultural Networks ● McCarthy, D.F. 1993. Essentials of Soil Mechanics and Foundations, Basic Geotechnics 4th ed. Regents/Prentice Hall. ● Plaster, E.J. 1992. Soil Science & Management. 3rd ed. Delmar Publishers. ● Union Gas Limited, Ontario, Canada. 1984. Rehabilitation of Agricultural Lands, Dawn‐Kerwood Loop Pipeline; Technical Report. Ecological Services for Planning, Ltd.; Robinson, Merritt & Devries, Ltd. and Smith, Hoffman Associates, Ltd. ● US Department of Agriculture in cooperation with Cornell University Agricultural Experiment Station. Various years. Soil Survey of (various names) County, New York. USDA. Internet Access: ● Examples of implements: V‐Rippers. Access by internet search of John Deere Ag ‐New Equipment for 915 (larger‐frame model) V‐ Rippe; and, for 913 (smaller‐frame model) V‐Ripper. Deep, angled‐leg subsoiler. Access by internet search of: Bigham Brothers Shear Bolt Paratill‐Subsoiler. http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat Last visited March 08. ● Soils data of USDA Natural Resources Conservation Service. NRCS Web Soil Survey. http://websoilsurvey.nrcs.usda.gov/app/ and USDA‐NRCS Official Soil Series Descriptions; View by Name. http://ortho.ftw.nrcs.usda.gov/cgi‐bin/osd/osdname.cgi . Last visited Jan. 08. ● Soil penetrometer information. Access by internet searches of: Diagnosing Soil Compaction using a Penetrometer (soil compaction tester), PSU Extension; as well as Dickey‐john Soil Compaction Tester. http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdf Last visited Sept. 07 Page 48 of 49 Appendix M: SPDES General Permit Eligibility Documentation Sincerely, Michael F. Lynch, P.E., AIA Director, Division for Historic Preservation Based upon this review, it is the New York State Office of Parks, Recreation and Historic Preservation’s opinion that your project will have no impact on archaeological and/or historic resources listed in or eligible for the New York State and National Registers of Historic Places. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Re: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). March 21, 2017 Ms. Shannon Wright Hartgen Archeological Associates, Inc. 1744 Washington Ave, Ext. Rensselaer, NY 12144 DEC Faden Development Northwest intersection of Station Lane and West Avenue, Saratoga Springs, Saratoga County, NY 17PR01675 Dear Ms. Wright: Division for Historic Preservation P.O. Box 189, Waterford, New York 12188-0189 • (518) 237-8643 • www.nysparks.com ANDREW M. CUOMO Governor ROSE HARVEY Commissioner Gilbert VanGuilder Land Surveyor, PLLC 988 Route 146, Clifton Park, NY 12065 383-0634 FAX 371-8437 Members Robert Wilklow, PLS Kevin Weed, PLS August 31, 2023 Endangered Species Habitat Suitability Assessment Report To whom it may concern, This letter and enclosed information were prepared in summary of a habitat study performed on August 31, 2023, TMP # 165.-2-76.2. The subject parcel is located on the northwestern corner of the Station Lane and West Avenue intersection, in the City of Saratoga Springs. The parcel is approximately 1.96± acres in size and is currently vacant forested land. The proposed project includes approximately 1.40± acres of tree clearing/grubbing, with the construction of a 4-story mixed-use building, driveway, parking areas, associated underground stormwater management area, with connection to public water and sanitary services. An inquiry was submitted to U.S. Fish and Wildlife Service through the IPaC website to identify any potential threatened/endangered species that may occur within the subject parcel. The Service identified the Northern Long-eared Bat (Myotis septentrionalis) as potentially being present. Species Requirements: Northern Long- Eared Bat: According to the U.S. Fish and Wildlife Service’s website, “Suitable summer habitat for the NLEB consists of a wide variety of forested/wooded habitats where they roost, for age, and travel and may also include some adjacent and interspersed non-forested habitats such as emergent wetlands and adjacent edges of agricultural fields, old fields, and pastures. This includes forests and woodlots containing potential roosts (i.e., live trees and/or snags ≥3 inches DBH that have exfoliating bark, cracks, crevices, and/or cavities), as well as linear features such as fencerows, riparian forests, and other wooded corridors. These wooded areas may be dense or loose aggregates of trees wi th variable amounts of canopy closure. NLEBs are nocturnal foragers and use hawking (catching insects in flight) and gleaning (picking insects from surfaces) behaviors in conjunction with passive acoustic cues (Nagorsen and Brigham 1993, p. 88; Ratcliffe and Dawson 2003, p. 851). NLEB seem to prefer intact mixed-type forests with small gaps (i.e., forest trails, small roads, or forest-covered creeks) in forest with sparse or medium vegetation for foraging and commuting rather than fragmented habitat or areas that have been clear cut (USFWS 2015, p. 17992). Individual trees may be considered suitable habitat when they exhibit characteristics of suitable roost trees and are within 1,000 feet of other forested/wooded habitat28. The NLEB has also been observed roosting in human-made structures, such as buildings, barns, bridges, and bat houses; therefore, these structures should also be considered potential summer habitat. NLEBs typically occupy their summer habitat from mid-May through mid-August each year30 and the species may arrive or leave some time before or after this period. Examples of unsuitable habitat: Individual trees that a greater than 1,000 feet from forested/wooded areas; Trees found in highly developed urban areas (e.g., street trees, downtown areas); and A pure stand of less than 3-inch DBH trees that are not mixed with larger trees. Suitable roosting habitat is defined as forest patches with trees of 5-inch (12.7 cm) DBH or larger.” Habitat Suitability: For the proposed project there is approximately 1.40± acres of tree clearing proposed. The trees present within the project APE consist of trees with relatively smooth bark such as Red Maple (Acer rubrum), White Pine (Pinus strobus), Aspen Big Tooth (Populus grandidentata) and Northern Red Oak (Quercus rubra). The trees present within the project APE do not exhibit characteristics of suitable habitat. If tree clearing is conducted during winter months when Northern Long-eared Bats are likely to be in hibernacula and are not likely to occur in forested habitat November 1 – March 31, we feel this project will have minimal effect on Northern Long-eared Bat roosting habitat. There are potentially suitable habitat trees within the wetlands onsite, none of these trees are proposed to be harvested. Furthermore, the proposed development is located more than 100± feet from the wetlands. The wetlands onsite will provide an abundance of flying insects, and therefore potential foraging habitat for the Bat. We are not proposing to impact any wetlands onsite therefore we feel this project will have no effect on foraging habitat for the Bat. There are no known maternal roost trees onsite, and the project site is not located within 0.25 miles of a hibernaculum. Respectfully, Jackie Pitts Jackie Pitts Environmental Technician Figure 1: N.Y.S.D.E.C. Rare Plant or Animals Mapping Figure 2: IPaC Resource List IPaC resource list This report is an automatically generated list of species and other resources such as critical habitat (collectively referred to as trust resources) under the U.S. Fish and Wildlife Service's (USFWS) jurisdiction that are known or expected to be on or near the project area referenced below. The list may also include trust resources that occur outside of the project area, but that could potentially be directly or indirectly aected by activities in the project area. However, determining the likelihood and extent of eects a project may have on trust resources typically requires gathering additional site-specic (e.g., vegetation/species surveys) and project-specic (e.g., magnitude and timing of proposed activities) information. Below is a summary of the project information you provided and contact information for the USFWS oce(s) with jurisdiction in the dened project area. Please read the introduction to each section that follows (Endangered Species, Migratory Birds, USFWS Facilities, and NWI Wetlands) for additional information applicable to the trust resources addressed in that section. Location Saratoga County, New York Local oce New York Ecological Services Field Oce  (607) 753-9334  (607) 753-9699 fw5es_nyfo@fws.gov U.S. Fish & Wildlife ServiceIPaC 3817 Luker Road Cortland, NY 13045-9385 Endangered species This resource list is for informational purposes only and does not constitute an analysis of project level impacts. The primary information used to generate this list is the known or expected range of each species. Additional areas of inuence (AOI) for species are also considered. An AOI includes areas outside of the species range if the species could be indirectly aected by activities in that area (e.g., placing a dam upstream of a sh population even if that sh does not occur at the dam site, may indirectly impact the species by reducing or eliminating water ow downstream). Because species can move, and site conditions can change, the species on this list are not guaranteed to be found on or near the project area. To fully determine any potential eects to species, additional site-specic and project-specic information is often required. Section 7 of the Endangered Species Act requires Federal agencies to "request of the Secretary information whether any species which is listed or proposed to be listed may be present in the area of such proposed action" for any project that is conducted, permitted, funded, or licensed by any Federal agency. A letter from the local oce and a species list which fullls this requirement can only be obtained by requesting an ocial species list from either the Regulatory Review section in IPaC (see directions below) or from the local eld oce directly. For project evaluations that require USFWS concurrence/review, please return to the IPaC website and request an ocial species list by doing the following: 1. Draw the project location and click CONTINUE. 2. Click DEFINE PROJECT. 3. Log in (if directed to do so). 4. Provide a name and description for your project. 5. Click REQUEST SPECIES LIST. Listed species and their critical habitats are managed by the Ecological Services Program of the U.S. Fish and Wildlife Service (USFWS) and the sheries division of the National Oceanic and Atmospheric Administration (NOAA Fisheries ). Species and critical habitats under the sole responsibility of NOAA Fisheries are not shown on this list. Please contact NOAA Fisheries for species under their jurisdiction. 1. Species listed under the Endangered Species Act are threatened or endangered; IPaC also shows species that are candidates, or proposed, for listing. See the listing status page for more information. IPaC only shows species that are regulated by USFWS (see FAQ). 1 2 2. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an oce of the National Oceanic and Atmospheric Administration within the Department of Commerce. The following species are potentially aected by activities in this location: Mammals Insects Critical habitats Potential eects to critical habitat(s) in this location must be analyzed along with the endangered species themselves. There are no critical habitats at this location. You are still required to determine if your project(s) may have eects on all above listed species. Bald & Golden Eagles NAME STATUS Northern Long-eared Bat Myotis septentrionalis Wherever found No critical habitat has been designated for this species. https://ecos.fws.gov/ecp/species/9045 Endangered NAME STATUS Karner Blue Buttery Lycaeides melissa samuelis Wherever found There is proposed critical habitat for this species. https://ecos.fws.gov/ecp/species/6656 Endangered Monarch Buttery Danaus plexippus Wherever found No critical habitat has been designated for this species. https://ecos.fws.gov/ecp/species/9743 Candidate There are bald and/or golden eagles in your project area. For guidance on when to schedule activities or implement avoidance and minimization measures to reduce impacts to migratory birds on your list,click on the PROBABILITY OF PRESENCE SUMMARY at the top of your list to see when these birds are most likely to be present and breeding in your project area. BREEDING SEASON Probability of Presence Summary The graphs below provide our best understanding of when birds of concern are most likely to be present in your project area. This information can be used to tailor and schedule your project activities to avoid or minimize impacts to birds. Please make sure you read and understand the FAQ "Proper Interpretation and Use of Your Migratory Bird Report" before using or attempting to interpret this report. Probability of Presence () Each green bar represents the bird's relative probability of presence in the 10km grid cell(s) your project overlaps during a particular week of the year. (A year is represented as 12 4- week months.) A taller bar indicates a higher probability of species presence. The survey Bald and golden eagles are protected under the Bald and Golden Eagle Protection Act and the Migratory Bird Treaty Act. Any person or organization who plans or conducts activities that may result in impacts to bald or golden eagles, or their habitats, should follow appropriate regulations and consider implementing appropriate conservation measures, as described below. Additional information can be found using the following links: Eagle Managment https://www.fws.gov/program/eagle-management Measures for avoiding and minimizing impacts to birds https://www.fws.gov/library/collections/avoiding-and-minimizing-incidental-take- migratory-birds Nationwide conservation measures for birds https://www.fws.gov/sites/default/les/documents/nationwide-standard-conservation- measures.pdf NAME Bald Eagle Haliaeetus leucocephalus This is not a Bird of Conservation Concern (BCC) in this area, but warrants attention because of the Eagle Act or for potential susceptibilities in oshore areas from certain types of development or activities. Breeds Dec 1 to Aug 31 no data survey eort breeding season probability of presence eort (see below) can be used to establish a level of condence in the presence score. One can have higher condence in the presence score if the corresponding survey eort is also high. How is the probability of presence score calculated? The calculation is done in three steps: 1. The probability of presence for each week is calculated as the number of survey events in the week where the species was detected divided by the total number of survey events for that week. For example, if in week 12 there were 20 survey events and the Spotted Towhee was found in 5 of them, the probability of presence of the Spotted Towhee in week 12 is 0.25. 2. To properly present the pattern of presence across the year, the relative probability of presence is calculated. This is the probability of presence divided by the maximum probability of presence across all weeks. For example, imagine the probability of presence in week 20 for the Spotted Towhee is 0.05, and that the probability of presence at week 12 (0.25) is the maximum of any week of the year. The relative probability of presence on week 12 is 0.25/0.25 = 1; at week 20 it is 0.05/0.25 = 0.2. 3. The relative probability of presence calculated in the previous step undergoes a statistical conversion so that all possible values fall between 0 and 10, inclusive. This is the probability of presence score. To see a bar's probability of presence score, simply hover your mouse cursor over the bar. Breeding Season () Yellow bars denote a very liberal estimate of the time-frame inside which the bird breeds across its entire range. If there are no yellow bars shown for a bird, it does not breed in your project area. Survey Eort () Vertical black lines superimposed on probability of presence bars indicate the number of surveys performed for that species in the 10km grid cell(s) your project area overlaps. The number of surveys is expressed as a range, for example, 33 to 64 surveys. To see a bar's survey eort range, simply hover your mouse cursor over the bar. No Data () A week is marked as having no data if there were no survey events for that week. Survey Timeframe Surveys from only the last 10 years are used in order to ensure delivery of currently relevant information. The exception to this is areas o the Atlantic coast, where bird returns are based on all years of available data, since data in these areas is currently much more sparse. SPECIES JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Bald Eagle Non-BCC Vulnerable What does IPaC use to generate the potential presence of bald and golden eagles in my specied location? The potential for eagle presence is derived from data provided by the Avian Knowledge Network (AKN). The AKN data is based on a growing collection of survey, banding, and citizen science datasets and is queried and ltered to return a list of those birds reported as occurring in the 10km grid cell(s) which your project intersects, and that have been identied as warranting special attention because they are a BCC species in that area, an eagle (Eagle Act requirements may apply). To see a list of all birds potentially present in your project area, please visit the Rapid Avian Information Locator (RAIL) Tool. What does IPaC use to generate the probability of presence graphs of bald and golden eagles in my specied location? The Migratory Bird Resource List is comprised of USFWS Birds of Conservation Concern (BCC) and other species that may warrant special attention in your project location. The migratory bird list generated for your project is derived from data provided by the Avian Knowledge Network (AKN). The AKN data is based on a growing collection of survey, banding, and citizen science datasets and is queried and ltered to return a list of those birds reported as occurring in the 10km grid cell(s) which your project intersects, and that have been identied as warranting special attention because they are a BCC species in that area, an eagle (Eagle Act requirements may apply), or a species that has a particular vulnerability to oshore activities or development. Again, the Migratory Bird Resource list includes only a subset of birds that may occur in your project area. It is not representative of all birds that may occur in your project area. To get a list of all birds potentially present in your project area, please visit the Rapid Avian Information Locator (RAIL) Tool. What if I have eagles on my list? If your project has the potential to disturb or kill eagles, you may need to obtain a permit to avoid violating the Eagle Act should such impacts occur. Please contact your local Fish and Wildlife Service Field Oce if you have questions. Migratory birds Certain birds are protected under the Migratory Bird Treaty Act and the Bald and Golden Eagle Protection Act . Any person or organization who plans or conducts activities that may result in impacts to migratory birds, eagles, and their habitats should follow appropriate regulations and consider implementing appropriate conservation measures, as described below. 1. The Migratory Birds Treaty Act of 1918. 1 2 The birds listed below are birds of particular concern either because they occur on the USFWS Birds of Conservation Concern (BCC) list or warrant special attention in your project location. To learn more about the levels of concern for birds on your list and how this list is generated, see the FAQ below. This is not a list of every bird you may nd in this location, nor a guarantee that every bird on this list will be found in your project area. To see exact locations of where birders and the general public have sighted birds in and around your project area, visit the E-bird data mapping tool (Tip: enter your location, desired date range and a species on your list). For projects that occur o the Atlantic Coast, additional maps and models detailing the relative occurrence and abundance of bird species on your list are available. Links to additional information about Atlantic Coast birds, and other important information about your migratory bird list, including how to properly interpret and use your migratory bird report, can be found below. For guidance on when to schedule activities or implement avoidance and minimization measures to reduce impacts to migratory birds on your list, click on the PROBABILITY OF PRESENCE SUMMARY at the top of your list to see when these birds are most likely to be present and breeding in your project area. BREEDING SEASON 2. The Bald and Golden Eagle Protection Act of 1940. Additional information can be found using the following links: Birds of Conservation Concern https://www.fws.gov/program/migratory-birds/species Measures for avoiding and minimizing impacts to birds https://www.fws.gov/library/collections/avoiding-and-minimizing-incidental-take- migratory-birds Nationwide conservation measures for birds https://www.fws.gov/sites/default/les/documents/nationwide-standard-conservation- measures.pdf NAME Bald Eagle Haliaeetus leucocephalus This is not a Bird of Conservation Concern (BCC) in this area, but warrants attention because of the Eagle Act or for potential susceptibilities in oshore areas from certain types of development or activities. Breeds Dec 1 to Aug 31 Belted Kingsher Megaceryle alcyon This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions (BCRs) in the continental USA Breeds Mar 15 to Jul 25 Bobolink Dolichonyx oryzivorus This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. Breeds May 20 to Jul 31 Probability of Presence Summary The graphs below provide our best understanding of when birds of concern are most likely to be present in your project area. This information can be used to tailor and schedule your project activities to avoid or minimize impacts to birds. Please make sure you read and understand the FAQ "Proper Interpretation and Use of Your Migratory Bird Report" before using or attempting to interpret this report. Probability of Presence () Each green bar represents the bird's relative probability of presence in the 10km grid cell(s) your project overlaps during a particular week of the year. (A year is represented as 12 4- week months.) A taller bar indicates a higher probability of species presence. The survey eort (see below) can be used to establish a level of condence in the presence score. One can have higher condence in the presence score if the corresponding survey eort is also high. How is the probability of presence score calculated? The calculation is done in three steps: 1. The probability of presence for each week is calculated as the number of survey events in the week where the species was detected divided by the total number of survey events for that week. For example, if in week 12 there were 20 survey events and the Spotted Towhee was found in 5 of them, the probability of presence of the Spotted Towhee in week 12 is 0.25. Canada Warbler Cardellina canadensis This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. Breeds May 20 to Aug 10 Chimney Swift Chaetura pelagica This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. Breeds Mar 15 to Aug 25 Eastern Meadowlark Sturnella magna This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions (BCRs) in the continental USA Breeds Apr 25 to Aug 31 Evening Grosbeak Coccothraustes vespertinus This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. Breeds May 15 to Aug 10 Wood Thrush Hylocichla mustelina This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. Breeds May 10 to Aug 31 no data survey eort breeding season probability of presence 2. To properly present the pattern of presence across the year, the relative probability of presence is calculated. This is the probability of presence divided by the maximum probability of presence across all weeks. For example, imagine the probability of presence in week 20 for the Spotted Towhee is 0.05, and that the probability of presence at week 12 (0.25) is the maximum of any week of the year. The relative probability of presence on week 12 is 0.25/0.25 = 1; at week 20 it is 0.05/0.25 = 0.2. 3. The relative probability of presence calculated in the previous step undergoes a statistical conversion so that all possible values fall between 0 and 10, inclusive. This is the probability of presence score. To see a bar's probability of presence score, simply hover your mouse cursor over the bar. Breeding Season () Yellow bars denote a very liberal estimate of the time-frame inside which the bird breeds across its entire range. If there are no yellow bars shown for a bird, it does not breed in your project area. Survey Eort () Vertical black lines superimposed on probability of presence bars indicate the number of surveys performed for that species in the 10km grid cell(s) your project area overlaps. The number of surveys is expressed as a range, for example, 33 to 64 surveys. To see a bar's survey eort range, simply hover your mouse cursor over the bar. No Data () A week is marked as having no data if there were no survey events for that week. Survey Timeframe Surveys from only the last 10 years are used in order to ensure delivery of currently relevant information. The exception to this is areas o the Atlantic coast, where bird returns are based on all years of available data, since data in these areas is currently much more sparse. SPECIES JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Bald Eagle Non-BCC Vulnerable Belted Kingsher BCC - BCR Bobolink BCC Rangewide (CON) Canada Warbler BCC Rangewide (CON) Chimney Swift BCC Rangewide (CON) Eastern Meadowlark BCC - BCR Evening Grosbeak BCC Rangewide (CON) Wood Thrush BCC Rangewide (CON) Tell me more about conservation measures I can implement to avoid or minimize impacts to migratory birds. Nationwide Conservation Measures describes measures that can help avoid and minimize impacts to all birds at any location year round. Implementation of these measures is particularly important when birds are most likely to occur in the project area. When birds may be breeding in the area, identifying the locations of any active nests and avoiding their destruction is a very helpful impact minimization measure. To see when birds are most likely to occur and be breeding in your project area, view the Probability of Presence Summary. Additional measures or permits may be advisable depending on the type of activity you are conducting and the type of infrastructure or bird species present on your project site. What does IPaC use to generate the list of migratory birds that potentially occur in my specied location? The Migratory Bird Resource List is comprised of USFWS Birds of Conservation Concern (BCC) and other species that may warrant special attention in your project location. The migratory bird list generated for your project is derived from data provided by the Avian Knowledge Network (AKN). The AKN data is based on a growing collection of survey, banding, and citizen science datasets and is queried and ltered to return a list of those birds reported as occurring in the 10km grid cell(s) which your project intersects, and that have been identied as warranting special attention because they are a BCC species in that area, an eagle (Eagle Act requirements may apply), or a species that has a particular vulnerability to oshore activities or development. Again, the Migratory Bird Resource list includes only a subset of birds that may occur in your project area. It is not representative of all birds that may occur in your project area. To get a list of all birds potentially present in your project area, please visit the Rapid Avian Information Locator (RAIL) Tool. What does IPaC use to generate the probability of presence graphs for the migratory birds potentially occurring in my specied location? The probability of presence graphs associated with your migratory bird list are based on data provided by the Avian Knowledge Network (AKN). This data is derived from a growing collection of survey, banding, and citizen science datasets. Probability of presence data is continuously being updated as new and better information becomes available. To learn more about how the probability of presence graphs are produced and how to interpret them, go the Probability of Presence Summary and then click on the "Tell me about these graphs" link. How do I know if a bird is breeding, wintering or migrating in my area? To see what part of a particular bird's range your project area falls within (i.e. breeding, wintering, migrating or year-round), you may query your location using the RAIL Tool and look at the range maps provided for birds in your area at the bottom of the proles provided for each bird in your results. If a bird on your migratory bird species list has a breeding season associated with it, if that bird does occur in your project area, there may be nests present at some point within the timeframe specied. If "Breeds elsewhere" is indicated, then the bird likely does not breed in your project area. What are the levels of concern for migratory birds? Migratory birds delivered through IPaC fall into the following distinct categories of concern: 1. "BCC Rangewide" birds are Birds of Conservation Concern (BCC) that are of concern throughout their range anywhere within the USA (including Hawaii, the Pacic Islands, Puerto Rico, and the Virgin Islands); 2. "BCC - BCR" birds are BCCs that are of concern only in particular Bird Conservation Regions (BCRs) in the continental USA; and 3. "Non-BCC - Vulnerable" birds are not BCC species in your project area, but appear on your list either because of the Eagle Act requirements (for eagles) or (for non-eagles) potential susceptibilities in oshore areas from certain types of development or activities (e.g. oshore energy development or longline shing). Although it is important to try to avoid and minimize impacts to all birds, eorts should be made, in particular, to avoid and minimize impacts to the birds on this list, especially eagles and BCC species of rangewide concern. For more information on conservation measures you can implement to help avoid and minimize migratory bird impacts and requirements for eagles, please see the FAQs for these topics. Details about birds that are potentially aected by oshore projects For additional details about the relative occurrence and abundance of both individual bird species and groups of bird species within your project area o the Atlantic Coast, please visit the Northeast Ocean Data Portal. The Portal also oers data and information about other taxa besides birds that may be helpful to you in your project review. Alternately, you may download the bird model results les underlying the portal maps through the NOAA NCCOS Integrative Statistical Modeling and Predictive Mapping of Marine Bird Distributions and Abundance on the Atlantic Outer Continental Shelf project webpage. Bird tracking data can also provide additional details about occurrence and habitat use throughout the year, including migration. Models relying on survey data may not include this information. For additional information on marine bird tracking data, see the Diving Bird Study and the nanotag studies or contact Caleb Spiegel or Pam Loring. What if I have eagles on my list? If your project has the potential to disturb or kill eagles, you may need to obtain a permit to avoid violating the Eagle Act should such impacts occur. Proper Interpretation and Use of Your Migratory Bird Report The migratory bird list generated is not a list of all birds in your project area, only a subset of birds of priority concern. To learn more about how your list is generated, and see options for identifying what other birds may be in your project area, please see the FAQ "What does IPaC use to generate the migratory birds potentially occurring in my specied location". Please be aware this report provides the "probability of presence" of birds within the 10 km grid cell(s) that overlap your project; not your exact project footprint. On the graphs provided, please also look carefully at the survey eort (indicated by the black vertical bar) and for the existence of the "no data" indicator (a red horizontal bar). A high survey eort is the key component. If the survey eort is high, then the probability of presence score can be viewed as more dependable. In contrast, a low survey eort bar or no data bar means a lack of data and, therefore, a lack of certainty about presence of the species. This list is not perfect; it is simply a starting point for identifying what birds of concern have the potential to be in your project area, when they might be there, and if they might be breeding (which means nests might be present). The list helps you know what to look for to conrm presence, and helps guide you in knowing when to implement conservation measures to avoid or minimize potential impacts from your project activities, should presence be conrmed. To learn more about conservation measures, visit the FAQ "Tell me about conservation measures I can implement to avoid or minimize impacts to migratory birds" at the bottom of your migratory bird trust resources page. Facilities National Wildlife Refuge lands Any activity proposed on lands managed by the National Wildlife Refuge system must undergo a 'Compatibility Determination' conducted by the Refuge. Please contact the individual Refuges to discuss any questions or concerns. There are no refuge lands at this location. Fish hatcheries There are no sh hatcheries at this location. Wetlands in the National Wetlands Inventory (NWI) Impacts to NWI wetlands and other aquatic habitats may be subject to regulation under Section 404 of the Clean Water Act, or other State/Federal statutes. For more information please contact the Regulatory Program of the local U.S. Army Corps of Engineers District. Wetland information is not available at this time This can happen when the National Wetlands Inventory (NWI) map service is unavailable, or for very large projects that intersect many wetland areas. Try again, or visit the NWI map to view wetlands at this location. Data limitations The Service's objective of mapping wetlands and deepwater habitats is to produce reconnaissance level information on the location, type and size of these resources. The maps are prepared from the analysis of high altitude imagery. Wetlands are identied based on vegetation, visible hydrology and geography. A margin of error is inherent in the use of imagery; thus, detailed on-the-ground inspection of any particular site may result in revision of the wetland boundaries or classication established through image analysis. The accuracy of image interpretation depends on the quality of the imagery, the experience of the image analysts, the amount and quality of the collateral data and the amount of ground truth verication work conducted. Metadata should be consulted to determine the date of the source imagery used and any mapping problems. Wetlands or other mapped features may have changed since the date of the imagery or eld work. There may be occasional dierences in polygon boundaries or classications between the information depicted on the map and the actual conditions on site. Data exclusions Certain wetland habitats are excluded from the National mapping program because of the limitations of aerial imagery as the primary data source used to detect wetlands. These habitats include seagrasses or submerged aquatic vegetation that are found in the intertidal and subtidal zones of estuaries and nearshore coastal waters. Some deepwater reef communities (coral or tubercid worm reefs) have also been excluded from the inventory. These habitats, because of their depth, go undetected by aerial imagery. Data precautions Federal, state, and local regulatory agencies with jurisdiction over wetlands may dene and describe wetlands in a dierent manner than that used in this inventory. There is no attempt, in either the design or products of this inventory, to dene the limits of proprietary jurisdiction of any Federal, state, or local government or to establish the geographical scope of the regulatory programs of government agencies. Persons intending to engage in activities involving modications within or adjacent to wetland areas should seek the advice of appropriate Federal, state, or local agencies concerning specied agency regulatory programs and proprietary jurisdictions that may aect such activities.