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20240682 25 New St. Subdivision SWPPP
Storm Water Pollution Prevention Plan for New Street Residential Subdivision 25 New Street, Saratoga Springs, NY 12866 MJ Project No.: 1588.03 May 17th, 2024 Prepared For: Bill McNeary Logistics One 33 Cady Hill Boulevard Saratoga Springs, New York 12866 Prepared By: ii Storm Water Pollution Prevention Plan PREPARER OF THE SWPPP “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person(s) who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made herein are punishable as a Class A misdemeanor pursuant to Section 29.45 of the Penal Law.” Signature: Name1: Michael D. Panichelli, PE Title: President, MJ Engineering and Land Surveying, P.C. License No.: 074751 Date: Pending 1 This is a signature of an officer of the corporation authorized in policy or decision-making functions of the corporation. iii Storm Water Pollution Prevention Plan TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY ............................................................................................................1 1.1 Storm Water Pollution Prevention Plan (SWPPP) ......................................................................... 1 1.2 Project Description ........................................................................................................................ 1 1.3 Storm Water Pollution Controls .................................................................................................... 2 1.4 Conclusion ..................................................................................................................................... 3 2.0 SWPPP RESPONSIBILITIES ........................................................................................................4 2.1 Definitions ..................................................................................................................................... 4 2.2 Owner’s/Operator’s Responsibilities ............................................................................................ 9 2.2 Owner’s/Operator’s Engineers Responsibilities ......................................................................... 11 2.3 Contractor’s Responsibilities ...................................................................................................... 12 2.4 SWPPP Participants ..................................................................................................................... 14 3.0 SITE CHARACTERISTICS .......................................................................................................... 15 3.1 Land Use and Topography .......................................................................................................... 15 3.2 Soils and Groundwater................................................................................................................ 15 3.3 Watershed Designation .............................................................................................................. 15 3.4 Receiving Water Bodies .............................................................................................................. 15 3.5 Aquifers ....................................................................................................................................... 16 3.6 Wetlands ..................................................................................................................................... 16 3.7 Flood Plains ................................................................................................................................. 16 3.8 Listed, Endangered, or Threatened Species ............................................................................... 16 3.9 Cultural and Historic Resources .................................................................................................. 17 3.10 Rainfall Data ................................................................................................................................ 17 4.0 CONSTRUCTION SEQUENCE ................................................................................................... 18 4.1 Phase 1 ........................................................................................................................................ 18 4.2 Phase 2 ........................................................................................................................................ 18 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ....................................................................... 19 5.1 Temporary Erosion and Sediment Control Measures ................................................................. 19 5.2 Permanent Erosion and Sediment Control Measures ................................................................ 21 5.3 Other Pollutant Controls ............................................................................................................. 22 5.4 Construction Housekeeping Practices ....................................................................................... 23 6.0 POST-CONSTRUCTION STORMWATER CONTROLS .................................................................. 25 6.1 New Development and Redevelopment Justification ................................................................ 25 6.2 Storm Water Management Planning .......................................................................................... 25 6.3 Stormwater Management Practice (SMP) Selection .................................................................. 27 6.4 Storm Water Quality Analysis ..................................................................................................... 28 6.5 Storm Water Quantity Analysis ................................................................................................... 31 7.0 INSPECTIONS, MAINTENANCE, AND REPORTING .................................................................... 34 7.1 Inspection and Maintenance Requirements ............................................................................... 34 7.2 Reporting Requirements ............................................................................................................. 36 iv Storm Water Pollution Prevention Plan TABLE OF CONTENTS (CONT’D) APPENDICIES Appendix A: NYSDEC SPDES General Permit GP-0-20-001 Appendix B: MS4 Acceptance Form Notice of Intent (NOI) Notice of Termination (NOT) (Sample Form) SWPPP Preparer Certification Owner/Operator Certification Form NYSDEC Acknowledgement Letter of Permit Coverage Appendix C: Operator’s Certification Form Contractor’s Certification Form Appendix D: SWPPP Inspection Report (Sample Form) Appendix E: Record of Stabilization and Construction Activity Dates (Sample Form) Appendix F: Post-Construction Inspections and Maintenance Appendix G: USDA Soils Report Geotechnical Report NYSDEC and USGS Aquifer Mapping NYSDEC Environmental Resources Mapper USFWS National Wetlands Inventory (NWI) Wetlands Mapping FEMA FIRM Floodplain Mapping USFWS Threatened and Endangered Species Screening (IPaC) SHPO CRIS Historic Places Screening Maps and Letters Appendix H: Pre-Development Watershed Delineation Map Pre-Development HydroCAD Model Appendix I: Post-Development Watershed Delineation Map Post-Development HydroCAD Model Appendix J: Design Calculations Appendix K: Project Plans Appendix L: Rainfall Data: IDF Curve and Table 1 Storm Water Pollution Prevention Plan 1.0 EXECUTIVE SUMMARY 1.1 Storm Water Pollution Prevention Plan (SWPPP) This Storm Water Pollution Prevention Plan (SWPPP) has been prepared for the construction of a new subdivision including 20 lots with 18 two-family lots (a total of 36 units), one for a relocated maintenance building and one for recreation. This project also includes the construction of a new public road, extension of public water and sewer and there shall be provisions for managing stormwater runoff. The project is located at 25 New Street, Saratoga Springs, NY 12866. This SWPPP has been developed in accordance with the "New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Storm Water Discharges from Construction Activity" General Permit Number GP-0-20-001, effective January 29, 2020 through January 28, 2025. This SWPPP and accompanying plans identify and detail storm water management (SWM), pollution prevention, and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans (only those plans applicable to this report were included in this package) entitled “New Street Subdivision” dated April 2024 by M.J. Engineering and Land Surveying, have been submitted as a set. These engineering drawings are considered an integral part of this SWPPP, therefore this SWPPP is not considered complete without them. References made herein to “the plans” or to a specific “sheet” refer to these drawings. This report considers the impacts associated with the project for: • Maintaining existing drainage patterns to the maximum extent practicable, while continuing the conveyance of upland watershed runoff; • Controlling increases in the rate of storm water runoff resulting from the proposed development so as not to adversely alter downstream conditions; and • Mitigating potential storm water quality impacts and preventing soil erosion and sedimentation resulting from storm water runoff generated both during and after construction. These objectives will be achieved by designing and implementing Best Management Practices (BMP's) to control potential pollutants in the runoff from the project site during and after construction. 1.2 Project Description The project site is located on 6.50 acres. This land currently encompasses asphalt parking areas, a building, an asphalt bike path, and wooded areas. The proposed construction is expected to result in approximately 6.00 acres of soil disturbance. The project area is depicted in Figure 1-1. The general scope of work for involves site clearing, storm sewer installation, 19 building installations, and paving. This SWPPP provides discussions, plans, and calculations for the water quality and quantity control measures and the erosion and sediment controls for the project site. 2 Storm Water Pollution Prevention Plan Figure 1-1 Project Location Map The project is located in Saratoga Springs, NY, which contains a Municipal Separate Storm Sewer System (MS4). Stormwater overflows from the site will disch arge to the MS4 system as it does currently therefore, an MS4 Acceptance Form will not be required. Construction phase pollutant sources anticipated at the site may include disturbed (exposed) soil, vehicle fuels and lubricants, and chemicals/compounds associated with the facility construction. Without adequate control, there may be the potential for each type of pollutant to be transported by storm water. Runoff from the project site is anticipated to be collected, stored, and conveyed in accordance with NYSDEC's regulations to the maximum extent practicable. Runoff from the project site will discharge into a catch basin. 1.3 Storm Water Pollution Controls The proposed measures outlined in this plan have been designed to provide quality control by treating runoff prior to being discharge off site. These measures have been designed and evaluated in accordance with the following standards and guidelines: • New York State Storm Water Management Design Manual (NYSSMDM) (January 2015); • New York State Standards and Specifications for Erosion and Sediment Control (Blue Book) (November 2016); and, • New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit Number GP-0-20-001, effective January 29, 2020 to January 28, 2025. APPROXIMATE SITE LOCATION 3 Storm Water Pollution Prevention Plan The project has been designed utilizing the criteria outlined in Chapters 4, 6, and 9 of the New York State Storm Water Management Design Manual (NYSSMDM). Storm water pollution controls planned include infiltration chambers, vegetative swales, and tree plantings. The storm water pollution controls described above will treat 100% of the water quality volume (WQv) for new development areas (new impervious) and a minimum of 25% of the WQv for the redevelopment impervious areas. The practices will also act as primary quantity control for the project. Pre- and post-development surface runoff rates have been evaluated for the 1, 10, and 100-year 24-hour storm event. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the entire site will not increase when compared to the pre-development condition for all storm scenarios. Therefore, the project will not have an adverse impact on the adjacent and downstream properties or receiving water courses (refer to Table 6-5). Further discussions of the pre-development and post-development conditions are provided in Section 6 of this document. The post-construction storm water management practice(s) will be owned by Logistics One. Policies and procedures will be put in place to ensure operation and maintenance of the practice(s) in accordance the NYSSWDM and associated regulations. 1.4 Conclusion This SWPPP has been prepared in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control and NYS Stormwater Management Design Manual (NYSSMDM). As such, GP-0-20-001 coverage will be effective five (5) business days from the date the NYSDEC acknowledges the receipt of a complete electronically filed eNOI unless notified otherwise by the NYSDEC. It is our opinion that this proposed re-development project, which proposes an increase in impervious area, will not adversely impact adjacent or downstream properties if the storm water management practices are implemented and maintained in accordance with the requirements outlined herein. 4 Storm Water Pollution Prevention Plan 2.0 SWPPP RESPONSIBILITIES To ensure compliance with the NYSDEC SPDES General Permit GP-0-20-001 conditions, a summary of the responsibilities and obligations of involved parties is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES GP-0-20-001 as provided in Appendix A. 2.1 Definitions Definitions below may be used within this report and/or attached supporting documentation. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions - means the post-development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both “sewage” and “stormwater”. Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system 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. 5 Storm Water Pollution Prevention Plan 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. 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. 6 Storm Water Pollution Prevention Plan 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): • 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; • Designed or used for collecting or conveying stormwater; • Which is not a combined sewer; and • 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. 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 Crit eria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. 7 Storm Water Pollution Prevention Plan 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 . Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC’s 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, 8 Storm Water Pollution Prevention Plan • 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. 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 9 Storm Water Pollution Prevention Plan 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 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 NYC RR Part 700 et seq. 2.2 Owner’s/Operator’s Responsibilities 1. Retain the services of a “Qualified Professional” to provide the services outlined in Section 2.2 of this document, “Owner/Operator’s Engineer's Responsibilities”. 2. Retain the services of a "Qualified Inspector" to complete the inspection requirements as identified in Part IV.C of GP-0-20-001. 3. Review the SWPPP to confirm it is in accordance with the Saratoga County (County’s) MS4 Program Plan. Provide input as to type of practices used. 4. Have an authorized corporate officer complete and sign the Owner/Operator Certification form for the submission of an eNOI. A copy of the completed NOI is to be included in Appendix B. 5. Submit the eNOI online at my.ny.gov. 10 Storm Water Pollution Prevention Plan 6. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as $110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cov er, and the annual fee is $110.00. 7. Prior to the commencement of construction activity, the Owner/Operator shall identify the contractor(s) and subcontractor(s) that will be responsible for implementing the erosion and sediment control measures and storm water management practices described in this SWPPP. Have each of these contractors and subcontractors identify at least one (1) “Trained Contractor” that will be responsible for the inspection of the erosion and sediment control practices and pollution prevention measures on a daily basis. Ensure that the Contractor has at least one (1) “Trained Contractor” on site on a daily basis when soil disturbance activities are being performed. 8. Schedule a pre-construction meeting, which shall include the Facility’s representative, Owner’s/Operator’s Engineer, Contractor, and their sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 9. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator’s Engineer to ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until areas of disturbance have achieved final stabilization and the Notice of Termination (NOT) has been submitted. 10. Forward a copy of the NOI Acknowledgement Letter received from the regulatory agency to the Owner’s/Operator’s Engineer for project records, and to the Contractor to maintain at the job site. 11. Maintain a copy of the General Permit (GP-0-20-001), NOI, NOI Acknowledgement Letter, SWPPP, inspection reports, Spill Prevention, Countermeasures, and Cleanup (SPCC) Plan, inspection records, and other required records on the job site so that they may be made available to the regulatory agencies. 12. Post at the site, in a publicly accessible location, a copy of the General Permit (GP-0-20-001), a signed copy of the NOI, the NOI Acknowledgement Letter, and on a monthly basis a summary of the site inspection activities. 13. Prepare a written summary of the project’s status with respect to compliance with the general permit at a minimum frequency of every three (3) months during which coverage under the permit exists. The summary should address the status of achieving the overall goal of the SWPPP. The summary shall be maintained at the site in a publicly accessible location. 14. Prior to submitting a Notice of Termination (NOT), ensure post-construction storm water management practice(s) that are owned by a public or private institution (e.g. school, college, university), or government agency or authority, the Owner/Operator has policies and procedures in place that ensure operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 15. Submit a NOT form (see Appendix B) within 48 hours of receipt of the Owner’s/Operator’s Engineer’s certification of final site stabilization to the address below and request acknowledgement of receipt from DEC. NOTICE OF TERMINATION NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 16. Request and receive SWPPP records from the Owner’s/Operator’s Engineer and archive those records for a minimum of five (5) years after the NOT is filed. 17. Require the implementation of Post-Construction Inspections and Maintenance procedures outline in Appendix F. 11 Storm Water Pollution Prevention Plan 18. The NOI, SWPPP and inspection reports required by GP-0-20-001 are public documents that the Owner/Operator must make available for review and copying by persons within five (5) business days of the Owner/Operator receiving a written request by persons to review the NOI, SWPPP, or inspection reports. Copying of documents will be done at the requester’s expense. 19. The Owner/Operator must keep the SWPPP current at all times. At a minimum, the Owner/Operator shall amend the SWPPP: a) Whenever the current provisions prove to be ineffective in minimizing pollutants in storm water discharges from the project site; b) Whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c) To address issues or deficiencies identified during an inspection by the “qualified inspector” the NYSDEC or other Regulatory Authority. 2.2 Owner’s/Operator’s Engineers Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with federal, state, and local regulatory requirements. 2. Prepare the Notice of Intent (NOI) form (see Appendix B) or eNOI, sign the “SWPPP Preparer Certification” section of the NOI, and forward to Owner/Operator for signature. 3. Prepare a construction Site Log Book to be used in maintaining a record of each inspection report generated throughout the duration of construction. 4. Participate in a pre-construction meeting with the Facility’s MS4 representative (if applicable), Owner/Operator, Contractor, and their sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 5. Enter Contractor’s information in Section 2.4 “SWPPP Participants” once a Contractor is selected by the Owner/Operator. 6. Identify at least one Qualified Inspector to conduct site inspections in conformance with Part IV.C of GP-0-20-001 to determine compliance with the SWPPP. Site inspections shall be completed by the Qualified Inspector and shall occur at an interval of at least once every seven (7) calendar days. A written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with deficiencies identified. A sample inspection form is provided in Appendix D. 7. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 8. Review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, inspections, and maintenance logs. 9. Maintain the construction Site Log Book throughout the duration of construction. 10. The Qualified Inspector shall prepare an inspection report subsequent to each and every inspection and provide digital photographs of practices that have been identified as needing corrective actions. Inspection reports shall be signed by the Qualified Inspector. 11. The Qualified Inspector shall notify the Owner/Operator and appropriate Contractor within one (1) business day after the completion of an inspection with the corrective actions that need to be taken. 12. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 12 Storm Water Pollution Prevention Plan 13. Based on the as-built conditions and material testing certifications performed by others, perform evaluations of the completed storm water management facilities to determine whether they were constructed in accordance with this SWPPP. 14. Conduct a final site assessment and prepare a certification letter to the Owner/Operator. The letter shall indicate that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, the storm water management facilities have been constructed substantially in accordance with the contract documents and should function as designed. The review shall include a topographic survey of the final site conditions and an evaluation of the completed storm water management facilities. 15. Prepare the Notice of Termination (NOT) located in Appendix B. The Qualified Inspector must sign the NOT Certifications VII (Final Stabilization) and VIII (Post-construction Storm Water Management Practices). The NOT shall be forward to the Owner/Operator for his signature on Certification IX (Owner/Operator Certification). 16. Transfer the SWPPP documents, along with NOI, permit certificates, NOT, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. 2.3 Contractor’s Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix C and forward to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed. The Trained Contractor shall inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition. If deficiencies are identified, the Contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 3. Provide the names and addresses of each subcontractor working on the project site. Require the subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Individual that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Contractor’s Certification Form and forward to the Owner’s/Operator’s Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 4. Create and maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5.4.4. of this SWPPP. This plan shall be provided to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. 5. Participate in a pre-construction meeting which shall include the Facility’s representative, Owner/Operator, Owner’s/Operator’s Engineer, and sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. The Contractor shall submit appropriate documentation to the Owner’s/Operator’s Engineer if adjacent properties are to be used. Use of adjacent properties may include, but are not limited to, material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, The SWPPP should be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control, conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition. Prepare 13 Storm Water Pollution Prevention Plan and retain written documentation of inspections as well as of repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Maintain a record of the dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated, until such time as the NOT is filed. A log for keeping such records is provided in Appendix E. 10. Begin implementing corrective actions within one business day of receipt of notification by the Qualified Inspector that deficiencies exist with the erosion and sedimentation control measures employed at the site. Corrective actions shall be completed within a reasonable time frame. 14 Storm Water Pollution Prevention Plan 2.4 SWPPP Participants 1. Owner’s/Operator’s Engineer: Michael D. Panichelli, P.E., President MJ Engineering and Land Surveying 1533 Crescent Road Clifton Park, New York 12065 Phone: (518) 371-0799 Fax: (518) 371-0822 2. Owner/Operator: Bill McNeary Logistics One 33 Cady Hill Boulevard Saratoga Springs, New York 12866 3. Contractor2: Name and Title: Company Name Mailing Address: Phone: Fax: 2 Contractor’s information to be entered once the Contractor(s) have been selected. 15 Storm Water Pollution Prevention Plan 3.0 SITE CHARACTERISTICS 3.1 Land Use and Topography The overall project area is approximately 6.50 acres. The project site is composed primarily of grassed areas with an asphalt parking area, a building, an asphalt bike path, and some wooded areas. The topography in the project site is moderately flat with slopes ranging between 0 and 8%. 3.2 Soils and Groundwater Review of the National Resources Conservation Service (NRCS) Soil Survey Data indicates the project area is predominately comprised of Windsor loamy sand, of Hydrological Soil Group (HSG) Type A. The soil survey for the project area is included in Appendix G. The Soil Conservation Service defines the HSGs as follows: • Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. • Type B Soils: Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately course texture. These soils have a moderate rate of water transmission. • Type C Soils: Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. • Type D Soils: Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist of chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. • Type B/D and C/D Soils: Soils assigned to a dual hydrologic soil group have soil characteristics that are represented by both classes. The first letter represents what the soils act like when they are drained and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Soil borings and infiltration tests were performed for this project area on 5/30/2024 by Terracon. These tests were performed in general conformance with the NYSDEC Storm Water Management Design Manual guidelines. Soils encountered was described based on visual estimation of the grain size distribution, along with characteristics such as color, relative density, consistency, moisture, etc. Refer to Appendix G for additional soil information. 3.3 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-20-001. 3.4 Receiving Water Bodies Storm water from the project site ultimately discharges into catch basins located within the project limits. Storm water is transmitted to the catch basins via overland flow and through existing storm water infrastructure. Mapping of the project site and receiving water bodies is included in Appendix G. 16 Storm Water Pollution Prevention Plan 3.5 Aquifers This project site is located within a Principal Aquifer. Aquifer mapping for the project area is included in Appendix G. 3.6 Wetlands 3.6.1 Tidal Wetlands Tidal wetlands are not located within or adjacent to the project area. 3.6.2 State Jurisdictional Wetlands (Article 24) The NYSDEC Environmental Resources Mapper (ERM) was utilized to reviewed for freshwater wetlands within or adjacent to the project area. The ERM indicated that State Regulated Freshwater Wetlands or buffer zones are not located within the project area. A copy of this mapping is included in Appendix G. 3.6.2 Federal Jurisdictional Wetlands (Article 404) National Wetland Inventory (NWI) mapping for the project area was reviewed utilizing the online Wetlands Mapper provided by the U.S. Department of Interior, Fish and Wildlife Service. Federal jurisdictional wetlands are not present on the project site or within the 100-foot buffer. A copy of this mapping is included in Appendix G. 3.7 Flood Plains A review of the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) Panel 36091C0433E, dated August 16, 1995 show the project site is not located in a floodplain. The flood zone mapping is included in Appendix G. 3.8 Listed, Endangered, or Threatened Species 3.8.1 State Listing According to the NYSDEC online Environmental Resource Mapper, the potential does exist for rare plants or animals to be present within the proposed project area. The New York Natural Heritage Program (NYNHP) has no records of rare or state-listed animals or plants, or significant natural communities on or adjacent to the project site. Refer to Appendix G for additional information. 3.8.2 Federal Listing The United States Department of the Interior Fish and Wildlife Service (USFWS) online IPaC system was used to determine the possible presence of threatened and endangered species and habitat areas. The USFWS website indicated that there is a total of four (4) threatened or endangered species located in Saratoga County near the project site. The result is presented in Table 3-2, below. Table 3-2 Endangered and Threatened Species List Common Name Scientific Name Species Type Status Northern Long-Eared Bat (NLEB) Myotis septentrionalis Mammal Endangered 17 Storm Water Pollution Prevention Plan Table 3-2 Endangered and Threatened Species List Common Name Scientific Name Species Type Status Tricolored Bat Perimyotis subflavus Mammal Proposed Endangered Karner Blue Butterfly Lycaeides melissa samuelis Insects Endangered Monarch Butterfly Danaus Plexippus Insects Candidate Habitats for NLEB consists of caves and mines during the winter and trees with peeling bark, crevices, and cracks during the summer, as well as in bridges and man-made structures. Consultation was initiated with the USFWS in December 2017. It was determined that the project may affect the NLEB, but resulting incidental takes of the NLEB is not prohibited by the final 4(d) rule. During the spring, summer and fall, tricolored bats primarily live among live and dead leaf clusters of live or recently dead deciduous hardwood trees. In the southern and northern portions of the range, tricolored bats will also roost in Spanish moss (Tillandsia usneoides) and Usnea trichodea lichen. In certain parts of the Hudson Valley sand belt (extending from Albany Pine Bush north to the Glens Falls area), the Karner Blue Butterfly can be found. They are restricted to sandy dry areas within open woods and clearings that have wild blue lupine. Habitats for the monarch butterfly consist of mainly prairies, meadows, grasslands, and along roadsides across most of North America. The USFWS website indicated that there are no known critical habitats within this project area. Refer to Appendix G for additional information. 3.9 Cultural and Historic Resources The Cultural Resource Information System (CRIS) through the New York State Office of Parks, Recreation and Historic Preservation (NYSOPRHP) indicates the project site does not contain structures listed on the State or National Register of Historic Places. According to the NYSOPRHP CRIS website, the project area is located within an archeologically sensitive area. The proposed construction could impact the archaeologically sensitive area. 3.10 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Northeast Regional Climate Center’s(NRCC) Extreme Precipitation in New York and New England interactive web tool for extreme precipitation analysis (precip.eas.cornell.edu). Rainfall data, for various 24-hour storm events, is presented in Table 3-3: Table 3-3 Rainfall Quantity Storm Event 24-Hour Rainfall (inches) 90% Rainfall 1.20 1-year 2.24 10-year 3.72 100-year 6.22 These values were used to evaluate the pre-development and post-development storm water runoff characteristics. Refer to Appendix L for more information. 18 Storm Water Pollution Prevention Plan 4.0 CONSTRUCTION SEQUENCE The project will be advanced in two phases under one contract. The description of the work, area of disturbance and time frames are listed below. 4.1 Phase 1 Work includes the installation of a stabilized construction entrance and any other erosion control practices, tree clearing, de-stumping, demolition of the existing paved areas and building, site grading, and the installation of the proposed roadway; utilities located within the right-of-way will also be installed i.e. the proposed sanitary, water, and storm sewer infrastructure. Maximum area of disturbance: a maximum of 5.0 acres at any given time. Anticipated time frame: June 20125– June 2026 4.2 Phase 2 Work includes the installation of any additional erosion control practices, housing and residential driveway construction, configuration of the open space area, and the installation of miscellaneous site features; utilities located outside of the right-of-way will also be installed. Maximum area of disturbance: a maximum of 5.0 acres at any given time. Anticipated time frame: June 20125– June 2026 An “Erosion and Sediment Control Plan” is included in Appendix K (future phase plans to be provided by SWPPP Amendment). The plan identifies the major construction activities that are the subject of this SWPPP. This document is fluid and is subject to change in accordance with the Contractor’s work plan and subject to the Engineer’s review and approval. If the actual construction activity varies from that depicted on the plans, the contractor will be required to notify the Owner's/Operator's Engineer overseeing the implementation of the SWPPP. The Owner/Operator must keep the SWPPP current so that the erosion and sediment control practices and storm water management practices being constructed and utilized on site are accurately documented. Amendments to the SWPPP shall be made, at a minimum: 1. Whenever the current provisions prove to be ineffective in minimizing pollutants in storm water discharges from the site; 2. Whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and 3. To address issues or deficiencies identified during an inspection by the qualified inspector, the Department, or other regulatory authority. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans. The Contractor may designate these tasks to certain subcontractors as seen fit, but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. Accompanying plans, details and specifications regarding the construction sequencing schedule shall be provided as part of the final design. 19 Storm Water Pollution Prevention Plan 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment from transport off-site. During construction, the permanent measures are installed to control the quality and quantity of storm water runoff from the site. The erosion control measures are designed to minimize soil loss and are intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties. The erosion and sediment control measures have been developed in accordance with the following documents: • NYSDEC SPDES General Permit for Storm Water Discharges From Construction Activity, Permit No. GP-0-20-001 (effective January 29, 2020 through January 28, 2025) • New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. The SWPPP and accompanying plans also include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary erosion and sediment control measures that shall be applied during construction generally include: 1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction-site discharges. 2. Preservation of existing vegetation as much as practicable. Following the completion of construction activities in portion of the site, permanent vegetation shall be established on exposed soils. 3. Site preparation activities shall be planned to minimize the area and duration of soil disruption. 4. Permanent traffic corridors shall be established and “routes of convenience” shall be avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections will be included as part of the construction documents and are provided in Appendix K. 5.1.1 Stabilized Construction Entrance Prior to construction activities commencing at the site, a stabilized construction entrance will be installed at the proposed vehicle traffic entrance and exit points to reduce the tracking of sediment onto the facility and public roadways. Construction traffic must enter and exit the site at the stabilized construction entrance. The intent is to trap sediment that would otherwise be carried off-site by construction traffic. The entrance shall be maintained in a condition which will control tracking of sediment onto the facility, public rights-of-way or streets. When necessary, the placement of additional aggregate atop the filter fabric will be done to assure the minimum thickness is maintained. Contractor shall maintain a stockpile of additional aggregate on site. Sediments and soils spilled, dropped, or washed onto the public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. 20 Storm Water Pollution Prevention Plan 5.1.2 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on the site. Dust control must be provided by the Contractor to a degree that is acceptable to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.3 Temporary Soil Stockpile Materials, such as topsoil and stone, will be temporarily stockpiled (if necessary) on the site during the construction process. Stockpiles shall be located in an area away from storm drainage, water bodies and/or courses. They will be properly protected from erosion by a surrounding silt fence barrier (or similar device) and a mulch layer (if it is a soil-based material). 5.1.4 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric, or silt fence, will be established along the areas of proposed earthwork. The provision of the silt fence will prevent/reduce sediment from migrating off the construction site and entering the drainage system. The silt fencing should be installed along the contours down slope of the proposed disturbed areas and in accordance with the NYSDEC Blue Book. The locations of silt fence installation are shown on the contract plans. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by site personnel. Maintenance of the fence will be performed as needed. 5.1.5 Temporary Seeding and Mulching Areas undergoing clearing or grading and areas disturbed by construction activities where work has temporarily or permanently ceased shall be stabilized with temporary vegetative cover within seven (7) days from the date the soil disturbance activity ceased. 5.1.6 Storm Drain Inlet Protection Silt fencing will be placed around both existing and proposed catch basins once they have been installed. The silt fence will prevent sediment from entering the catch basins and storm sewer system. During construction, fabric shall be inspected and replaced as necessary to ensure proper function of the structure. 5.1.6 Winter Stabilization For any land disturbance and exposure between November 15th and April 1st, enhanced erosion and sediment control will be completed. During winter months, a minimum 25-foot buffer will be maintained between the work zone and perimeter controls such as silt fence. The silt fence must be marked with tall stakes visible above the snow pack. Drainage structures will be kept open and free of snow and ice dams. All debris, ice cams, or debris from plowing operations that restrict the flow of runoff will be removed. When straw mulch alone is used for temporary stabilization, it will be applied at a minimum of 4 tons per acre (double the standard application rate). To ensure adequate stabilization of disturbed soil in advance of a melt event, areas of disturbed soil will be stabilized at the end of each work day unless work will resume within 24-hours in the 21 Storm Water Pollution Prevention Plan same area and no precipitation is forecast or the work is in disturbed areas that collect and retain runoff such as open utility trenches. 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed. All areas at final grade must be seeded and mulched within seven (7) days after completion of the major construction activity. Seeded areas should be protected with mulch. Final site stabilization is achieved when soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on unpaved areas and areas not covered by permanent structures. 5.2.2 Soil Restoration Table 5-1 Soil Restoration Requirements (Table 5.3 of the NYSSMDM) Type of Soil Disturbance Soil Restoration Requirement Comments/Examples No soil disturbance Restoration not permitted Preservation of natural features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is stripped only - no change in grade HSG A &B HSG C&D Protect area from ongoing construction activities Apply 6 inches of topsoil Aerate* and apply 6 inches of topsoil Areas of cut or fill HSG A &B HSG C&D Aerate and apply 6 inches of topsoil Apply full soil restoration** Heavy traffic areas on site Apply full soil restoration (de-compaction 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 practices from 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. ** Per “Deep Ripping and De-compaction, DEC 2008”. 22 Storm Water Pollution Prevention Plan Soil restoration is a required practice applied across areas of a development site where soils have been disturbed and will be vegetated in order to recover the original properties and porosity of the soil. Healthy soil is vital to a sustainable environment and landscape. The contractor shall implement soil restoration practices in accordance with Section 5.1.6 and Table 5.3 of the NYSSMDM, shown in Table 5-1 of this Plan. Soil restoration is a required practice applied across areas of a development site where soils have been disturbed. The area will be vegetated in order to recover the original properties and porosity of the soil. Healthy soil is vital to a sustainable environment and landscape. The contractor shall implement soil restoration practices in accordance with Section 5.1.6 and Table 5.3 of the NYSSMDM. 5.2.3 Rock Outlet Protection Rock outlet protection should be placed at the outlet of the culverts, conduits, or channels to reduce the depth, velocity, and energy of the storm water in order to prevent erosion of the receiving downstream reach. Rock outlet protection cannot be utilized at pipe outlets at the top of cuts or on slopes steeper than 10 percent (10%). The outlet protection may be composed of rock riprap. The rock material, size, thickness and apron size shall be determined and installed in accordance with the NYSDEC Blue Book. 5.3 Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: 5.3.1 Solid and Liquid Waste Disposal Solid or liquid waste materials, including building materials, shall not be discharged from the site with storm water. Solid waste, including disposable materials incidental to construction activities, must be collected and placed in containers. The containers shall be emptied periodically by a licensed waste transport service and hauled away from the site for disposal. Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed of so that it will not flow from the site or enter groundwater, even if this requires removal, treatment, and disposal of soil. Spill reporting to the NYSDEC may be required per 17 New York Code, Rules an d Regulations (NYCRR) 32.3 and 32.4, and the Environmental Conservation Law (ECL) 17-1743. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 5.3.2 Sanitary Facilities Temporary sanitary facilities will be provided by the Contractor throughout the construction phase. They must be utilized by construction personnel and will be serviced by a licensed commercial Contractor. These facilities must comply with state and local sanitary or septic system regulations. 5.3.3 Water Source Non-storm water components of site discharge must be clean water. Water used for construction, which discharges from the site, must originate from a public water supply or private well approved by the Health Department. Water used for construction that does not 23 Storm Water Pollution Prevention Plan originate from an approved public supply must not discharge from the site; such water may be retained on-site until it infiltrates and/or evaporates. 5.4 Construction Housekeeping Practices During the construction phase, the General Contractor will implement the following measures: 5.4.1 Material Stockpiles Material resulting from the clearing and grubbing operation or new material delivered to the site for future use will be stockpiled up slope of the grubbed areas. The stockpiles will have adequate sedimentation controls installed to prevent the migration of these sediments during rain events. 5.4.2 Equipment Cleaning and Maintenance Equipment cleaning, maintenance, and repair is to be conducted off site as designated by the General Contractor. The General Contractor and Subcontractors will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.4.3 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.). 5.4.4 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed for the site by the Contractor. The plan shall detail the steps needed to be followed in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Safety Data Sheets (SDS) for materials to be stored on-site. Workers on-site will be required to be trained on safe handling and spill prevention procedures for the materials used during construction. Regular tailgate safety meetings shall be held and each worker that are expected on the site during the week shall be required to attend. 5.4.5 Concrete Wash Areas Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in specifically designated diked and impervious washout areas. These areas will be prepared to prevent contact between the concrete wash and storm water. Waste generated from concrete wash water shall not be allowed to flow into drainage ways, inlets, receiving waters, highway right of ways, or location other than the designated Concrete Wash Areas. Proper signage designating the “Concrete Wash Areas” shall be placed near the facility. Concrete Wash Areas shall be located at minimum 100 linear feet from drainage ways, inlets and surface waters. The hardened residue from the Concrete Wash Areas will be disposed of in the same manner as other non-hazardous construction waste materials. Maintenance of the wash area is to include removal of hardened concrete. The facility shall have sufficient volume to contain the concrete waste resulting from washout and a minimum freeboard of 12 inches. The facility shall not be filled beyond 95% capacity and shall be cleaned out o nce 75% full unless a new facility is constructed. The Contractor will be responsible for seeing that these procedures are followed. 24 Storm Water Pollution Prevention Plan Saw-cut Portland Cement Concrete (PCC) slurry shall not be allowed to enter storm drains or watercourses. Saw-cut residue should not be left on the surface of pavement or be allowed to flow over or off pavement. The project may require the use of multiple Concrete Wash Areas. The Concrete Wash Areas will be located in an area where the likelihood of the area contributing to storm water discharges is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to storm water discharges. 5.4.6 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that minimizes the impacts of the construction materials effecting storm water quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in proper storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. 5.4.7 Protecting Vegetation During Construction Protection of trees, shrubs, ground cover and other vegetation from damage by construction equipment is important to preserved existing vegetation determined to be important for soil erosion control, water quality protection, shade, screening, buffers, wildlife habitat, wetland protection and other values. Soil placement over existing tree and shrub roots will be limited to a maximum of 3 inches. Lowering of grade will begin no closer than the dripline of the tree. For narrow-canopied trees and shrubs, the stem diameter in inches is converted to feet and doubled such that a 10-inch tree should be protected to 20 feet. Construction of sturdy fences or barriers around valuable vegetation will be completed for protection from construction equipment. 25 Storm Water Pollution Prevention Plan 6.0 POST-CONSTRUCTION STORMWATER CONTROLS The goal of this Storm Water Management Plan is to analyze the peak rate of runoff under pre-development and post-development conditions, to maintain the pre-development rate of runoff to minimize impacts to adjacent or downstream properties, and to minimize the impact to the quality of runoff exiting the site. The proposed project will require a SWPPP in which post-construction storm water management practices are necessary as the project will result in greater than one (1) acre of soil disturbance. The NYSSMDM details water quality and water quantity objectives to be met by projects requiring a SWPPP with post-construction storm water controls. These objectives will be met by applying storm water control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site. The subsequent sections discuss the basis of design and regulatory requirements for the permanent storm water features associated with the proposed construction. 6.1 New Development and Redevelopment Justification 6.1.1 New Development Project Requirements New development can result in changes to the runoff volume, flow rates, timing of runoff, and habitat destruction and degradation of receiving waterbodies. For construction projects that include new development, the stormwater management practices must be designed in accordance with Chapters 4 and 6 of the NYSSMDM, which are intended to aid in the reduction of stormwater effects from a newly developed area on downstream conditions. The proposed new development conditions of the project result in an increase of approximately 1.43 acres of impervious coverage from 1.88 acres to 3.31 acres over the 6.50-acre project site. 6.2 Storm Water Management Planning The NYSSMDM includes a five-step process that involves site planning and SMP selection. The five (5) steps include: • Site planning to preserve natural features and reduce impervious cover; • Calculation of the Water Quality Volume (WQv) for the project area; • Incorporation of runoff reduction techniques and Standard SMPs with Runoff Reduction Volume (RRv) capacity; • Use of Standard SMPs where applicable, to treat the portion of WQv not addressed by runoff reduction techniques and Standard SMPs with RRv capacity; and • Design of volume and peak rate control (where required). Section 4.3 of the NYSSMDM states, “Runoff reduction shall be achieved by infiltration, groundwater recharge, reuse, recycle, evaporation/evapotranspiration of 100 percent of the post-development water quality volume 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.” A storm water management plan must demonstrate that green infrastructure planning and design options were evaluated to meet the runoff reduction requirement. The NYSSMDM details acceptable runoff reduction techniques as follows: 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 site. No areas are proposed to be put into a conservation 26 Storm Water Pollution Prevention Plan easement as the site does not have a contiguous land tract that meets the requirements specified in the SMDM for application of this practice. 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 storm water runoff from some areas of a development project. Riparian buffers are not present on the site and therefore this practice is not utilized. 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. This practice will be implemented to the rear of the site to the Northeast and Northwest. Tree Planting/Tree Box: Plant or conserve trees to reduce storm water runoff, increase nutrient uptake, and provide bank stabilization. Trees can be used for applications such as landscaping, storm water management practice areas, conservation areas and erosion and sediment control. Tree planting is planned for this project and will be used as an area reduction practice. Disconnection of Rooftop Runoff: Rooftop runoff is collected and directed to storm water treatment systems on site. This practice is not utilized. 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. No previously culverted streams are present within the project limits, and therefore this practice cannot be utilized. Rain Garden: Manage and treat small volumes of storm water runoff using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. This practice is not planned for this project. Green Roof: Capture runoff by a layer of vegetation and soil installed on top of a conventional flat or sloped roof. The rooftop vegetation allows evaporation and evapotranspiration processes to reduce volume and discharge rate of runoff entering conveyance system. This practice is not related to this project. Storm water Planter: Small landscaped storm water treatment devices that can be designed as infiltration or filtering practices. Storm water planters use soil infiltration and biogeochemical processes to decrease storm water quantity and improve water quality. This practice is not utilized as no buildings are within the project limits. Rain Tank/Cistern: Capture and store storm water runoff to be used for irrigation systems or filtered and reused for non-contact activities. This practice is not planned for this project due to lack of irrigatable lands adjacent to the project site. Porous Pavement: Pervious types of pavements that provide an alternative to conventional paved surfaces, designed to infiltrate rainfall through the surface, thereby reducing storm water runoff from a site and providing some pollutant uptake in the underlying soils. This practice is not planned for this project. New development projects that cannot achieve 100% runoff reduction of the required Water Quality Volume (WQv), must at a minimum, reduce a percentage of the runoff from impervious areas to be constructed within the project area. The percent reduction is based on the HSG of the site and is determined by the Specific Reduction Factor (S). Table 6-1 lists the specific reduction factors for each HSG soil type: 27 Storm Water Pollution Prevention Plan Table 6-1 RRv Reduction by Soil Type HSG Soil Type Specific Reduction Factor (S) A 0.55 B 0.40 C 0.30 D 0.20 6.3 Stormwater Management Practice (SMP) Selection Storm water runoff from the project will be collected and conveyed to the storm water control system(s) described herein through a network of closed storm water conveyance systems and sheetflow. These practices were chosen to have the greatest benefit to the storm water management goals of the project considering site constraints and soil conditions. Tree Planting/Tree Box (RR-3): Tree plantings are designed to reduce stormwater runoff, promote evapotranspiration, increase nutrient uptake, provide shading and thermal reductions, encourage wildlife habitat and provide stabilization. Tree planting locations have been designed as a runoff reduction technique and for landscaping purposes. This practice has not been included in the project’s calculations for runoff reduction, however provides additional benefit to the project site. Vegetated Swale (RR-5): Vegetated swales are designed to convey stormwater through natural drainage paths instead of constructing underground storm sewers or concrete open channels. By using vegetated swales, the time of concentration is increased, peak discharge is reduced and infiltration is provided. The vegetated swales have been designed according to the criteria set forth in Section 5.3 “Green Infrastructure Techniques” of the NYSSMDM. This practice has not been included in the project’s calculations for runoff reduction, however provides additional benefit to the project site. Underground Infiltration System (I-5): Most proprietary storm water management infiltration practices operate similarly to traditional infiltration basins (NYSDEC design variant I-2). These practices reduce runoff volume, remove fine sediment and associated pollutants, recharge groundwater, and provide partial attenuation of peak flows for storm events equal to or less than the design storm. Infiltration practices are appropriate for small drainage areas, but can also be used for larger multiple lot applications, in contrast to rain gardens and dry wells, which are primarily intended for single lots. Proprietary storm water management infiltration systems are designed to capture and infiltrate the water quality volume, but do not retain a permanent pool. These systems are typically designed to infiltrate the water quality volume as well as to provide detention above the infiltration zone to attenuate peak volumes of larger storm events to meet flood control requirements. The proprietary storm water management infiltration systems proposed for this site are comprised of Cultec® R- 330XLHD model infiltration units or approved equivalent. Pretreatment will be provided through isolator rows within the systems and will be sized for 25% of the WQv due to an assumed infiltration rate of approximately 0.5 in/hr prior to geotechnical testing within the project site. 28 Storm Water Pollution Prevention Plan 6.4 Storm Water Quality Analysis Storm water runoff from impervious surfaces is recognized as a potential significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of storm water runoff is important as most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 6.4.1 NYSDEC Requirements - Water Quality Volume (WQv) The NYSSMDM requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv), which ensures that practices are sized to runoff generated from the entire 90th percentile rain event. This essentially means that a practice sized using the WQv will capture and treat 90% of all 24-hour rain events. Sec tion 4.2 of the manual defines the Water Quality Volume for new development projects, which is directly related to the amount of impervious cover of a site, as follows: 29 Storm Water Pollution Prevention Plan 30 Storm Water Pollution Prevention Plan Table 6-3 Water Quality Volume (WQv) and Runoff Reduction Volume (RRv) Summary Minimum WQv Required (ac-ft) 0.180 New Street Residential Subdivision Minimum RRv Required (ac-ft) 0.068 Provided Stormwater Management Practice (SMP) Capacities Area Reduction Practices DEC Ref. No. RRv Provided (ac-ft) WQv Provided (not reduced) (ac-ft) Conservation of Natural Areas RR-1 Sheetflow to Riparian Buffers/Filter Strips RR-2 Tree Planting/Tree Box RR-3 Disconnection of Rooftop Runoff RR-4 Green Infrastructure Runoff Reduction Techniques DEC Ref. No. RRv Provided (ac-ft) WQv Provided (not reduced) (ac-ft) 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 Standard SMPs with Runoff Reduction Capacity DEC Ref. No. RRv Provided (ac-ft) WQv Provided (not reduced) (ac-ft) Infiltration Trench I-1 Infiltration Basins I-2 Dry Well I-3 Underground Infiltration System I-5 0.422 0.279 Bioretention & Infiltration Bioretention (total) F-5 Dry Swales (total) O-2 Standard SMPs DEC Ref. No. RRv Provided (ac-ft) WQv Provided (not reduced) (ac-ft) Micropool Extended Detention P-1 Wet Pond – The Water Hole (existing) 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 Sum of SMPs RRv Provided (ac-ft) WQv Provided (not reduced) (ac-ft) Total Provided 0.422 0.279 Total Sum of RRv and WQv Provided 0.701 31 Storm Water Pollution Prevention Plan 6.4.4 Water Quality Performance Summary Table 6-4 below summarizes the contributing area, impervious cover, runoff reduction and water quality treatment methods proposed. With the proposed water quality control and runoff reduction practices, the NYS water quality requirements have been met. The proposed project plans to reduce the WQv through RRv practices. Therefore, we conclude that the project should not have a significant adverse impact on the quality of the receiving waters. Table 6-4 Summary of WQv Practices Design Point SWM Practice NYSDEC Ref. No. Contributing Drainage Area (ac) Contributing Impervious Area (ac) RRv Provided Treated WQv (not reduced) 1 Infiltration Chambers I-5A 2.17 1.61 6231 cf 0.143 af 6231 cf 0.143 af 1 Infiltration Chambers I-5B 2.81 1.49 12161 cf 0.279 af 5930 cf 0.136 af Total Provided RRv + WQv 30554 cf 0.701 af 6.5 Storm Water Quantity Analysis This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases, the drainage patterns, drainage structures, soil types, and ground cover types are considered in this study. 6.5.1 NYSDEC Requirements The NYSSMDM requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year, 24-hour storm event. The NYSSMDM defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control (Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel, and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that, at each design point, the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events, to maintain the boundaries of the pre-development 100-year floodplain, and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each design point, the post-development 100-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 6.5.2 Methodology In order to demonstrate that detention storage requirements are being met, the NYSSMDM requires that a hydrologic and hydraulic analysis of the pre-development and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) 32 Storm Water Pollution Prevention Plan program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. For this analysis, the watershed and drainage system was broken down into a network consisting of four (4) types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Catch basins and manholes are also modeled as a pond, but do not have associated storage volumes. 4. Link: A multi-purpose mechanism used to introduce a hydrograph from another file. Subcatchments, reaches, ponds and links are represented by hexagons, squares, triangles, and broken boxes respectively, on the watershed routing diagrams provided with the computations included for pre-development and post-development conditions in Appendix H and Appendix I, respectively. The analysis of hydrologic and hydraulic conditions of the pre-development and post-development of the site was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the project area into subcatchments was dictated by watershed conditions, methods of collection, conveyance, points of discharge and topography. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps, aerial photographs, a topographical survey, soil surveys, site investigations, and land use maps. Proposed stormwater management facilities were designed and evaluated in accordance with the NYS Stormwater Management Design Manual and local regulatory requirements. The hydrologic and hydraulic analysis considered the SCS, Type II 24-hour storm events identified in Table 6-5. Table 6-5 Design Storm Events Facility 24-Hour Storm Event Stormwater Management Practices 1-year, 10-year, 100-year Flood Conditions 100-year 6.5.3 Pre-development Watershed Conditions and Design Points The project area consists of approximately 6.50 acres. The total disturbance of the project will include approximately 6.00 acres. The existing site consists of grassed and wooded areas, paved areas, and an existing building. Stormwater within the project area is currently conveyed via 33 Storm Water Pollution Prevention Plan overland flow and through some storm sewer infrastructure within the site to an adjacent MS4 system. In order to compare pre-development and post-development runoff conditions as a result of the proposed work, an existing manhole located within the New Street right-of-way was selected and defined as the Design Point (DP). Descriptions of the selected design point is provided as follows: Design Point 1 (DP1) Design Point 1 is an existing manhole to the Southwest of the project site adjacent to New Street where runoff leaves the property through existing storm sewer infrastructure and enters an MS4 system. Stormwater from the project si te is also directed toward DP1 via overland flow. The location of DP1 is identified in the maps provided in Appendices H and I. The Pre-Development Watershed Delineation Maps have been provided in Appendix H. The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix H. 6.5.4 Post-development Watershed Conditions The hydrology of the post-development project site differs from the existing conditions due to the installation of impervious areas and new storm water collection practices. The contributing post-development watershed area was divided into three (12) subcatchments. Flow throughout the site will be conveyed via a storm sewer system to infiltration chambers beneath the proposed roadway. The stormwater collected in the storm sewer will be pretreated with isolator rows prior to infiltration into the ground. The infiltration chambers are designed and sized to provide the required storage with excess flows conveyed to an existing manhole (DP1) by use of an outlet structure. Overflow from these infiltration chambers will be directed toward DP1 This stormwater management practice has been designed to provide quantity controls by attenuating stormwater runoff and releasing runoff that cannot be infiltrated to off-site locations at a rate equal to or less than that which existed prior to development of the site. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix I. 6.5.5 Water Quantity Performance Summary A comparison of the pre- and post-development watershed conditions for the project was performed for the design point and storm events evaluated herein. For the total site discharge rates, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project should not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix H and Appendix I, respectively. 34 Storm Water Pollution Prevention Plan 7.0 INSPECTIONS, MAINTENANCE, AND REPORTING 7.1 Inspection and Maintenance Requirements 7.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Owner’s/Operator’s Engineer or the Qualified Inspector shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Owner’s/Operator’s Engineer once the erosion and sediment control measures have been installed. 7.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector, as defined in Appendix A of the General Permit GP-0-20-001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of one every seven (7) calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the qualified inspector will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction entrance will be constructed where vehicles enter and exit. This entrance will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. The material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. 35 Storm Water Pollution Prevention Plan The inspection reports must be completed and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify incidents of non-compliance. Within one (1) business day of the completion of an inspection, the qualified inspector shall notify the Owner/Operator and appropriate contractor (or subcontractor) of corrective actions that need to be taken. The contractor (or subcontractor) shall begin implementing corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. In addition to the inspections performed by the Qualified Inspector, the Trained Contractor, as defined in Appendix A of the General Permit GP-0-20-001, shall perform daily inspections that include a visual check of erosion and sediment practices and pollution prevention measures. Inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use, or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. Should the Trained Contractor or the Qualified Inspector determine that the measures provided at the site should be modified or new measures should be added, the owner or operator must promptly notify NYSDEC. Modifications to permanent stormwater facilities are not allowed during construction without the necessary Town/City, Owner, MS4, and/or NYSDEC approvals and project amendments; however, construction phase stormwater erosion and sediment controls are subject to modification if required by the responsible qualified professional. The contractor’s failure to monitor or report deficiencies may result in a Notice of Violation (NOV) or formal enforcement from NYSDEC. 7.1.3 Temporary Suspension of Construction Activities For construction sites where soil disturbance activities have been temporarily suspended (e.g. Winter Shutdown) and temporary stabilization measures have been applied to disturbed areas, the frequency of Qualified Inspector inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 1 stormwater contact in writing at the following address: NYSDEC Region 1 50 Circle Road Stony Brook, NY 11790 Phone: (631)-444-0320 7.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, areas disturbed as of the project shutdown date have achieved final stabilization, and 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 36 Storm Water Pollution Prevention Plan Qualified Inspector inspections can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 7 stormwater contact person noted in Section 7.1.3 (above) in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT) shall be properly completed and submitted to the NYSDEC. 7.1.5 Post-Construction Inspection and Maintenance Inspections and maintenance of post-construction stormwater management practices shall be performed in accordance with Appendix F, when disturbed areas are stabilized and stormwater management systems are in place and operable. 7.2 Reporting Requirements 7.2.1 Inspection and Maintenance Reports Inspection/maintenance reports shall be prepared prior to and during construction in accordance with the schedule outlined herein and in the SPDES General Permit GP-0-20-001 Part IV.C.2. The reports shall be prepared to identify and document the maintenance of the erosion and sediment control measures. A sample inspection form is provided in Appendix D. Specifically, each inspection shall record the following information: 1. Date and time of inspection. 2. Name and title of person(s) performing inspection. 3. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection. 4. A description of the condition of the runoff at the points of discharge (including conveyance systems and overland flow) from the construction site. This shall include identification of discharges of sediment from the construction site. 5. A description of the condition of the natural surface water bodies located within, or immediately adjacent to the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of discharges of sediment to the surface water body. 6. Identification of erosion and sediment control practices that need repair or maintenance. 7. Identification of erosion and sediment control practices that were not installed properly or are not functioning as designed and need to be reinstalled or repaired. 8. Description and sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized (temporary and/or final) since the last inspection. 9. Current phase of construction of post-construction stormwater management practices and identification of construction that is not in conformance with the SWPPP and technical standards. 10. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s). 11. Digital photographs, with date and time stamp, which show the condition of practices that have been identified as needing corrective action or have undergone corrective action, must be attached to the associated inspection report. 37 Storm Water Pollution Prevention Plan 7.2.2 Site Log Book The Owner/Operator shall retain a copy of the SWPPP required by NYSDEC SPDES General Permit GP-0-20-001 at the construction-site from the date of initiation of construction activities to the date of final stabilization. During construction, the Owner’s/Operator’s Engineer shall maintain a record of the SWPPP inspection reports at the site in the Site Log Book. The Site Log Book shall be maintained on-site and made available to the permitting authority. 7.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of the data used to complete the NOI to be covered by this permit, for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC, at its sole discretion, upon written notification. Records shall be maintained for the post-construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix F. Stormwater Pollution Prevention Plan Appendix A 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 Stormwater Pollution Prevention Plan Appendix B 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 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 Stormwater Pollution Prevention Plan Appendix B Notice of Intent (NOI) NOI for coverage under Stormwater General Permit for Construction Activity version 1.38 (Submission #: HQ3-PH8G-3QCG3, version 1) Details Originally Started By Ashley Borza Alternate Identifier New Street Residential Subdivision Submission ID HQ3-PH8G-3QCG3 Submission Reason New Status Draft Form Input Owner/Operator Information Owner/Operator Name (Company/Private Owner/Municipality/Agency/Institution, etc.) McNeary Group, LLC Owner/Operator Contact Person Last Name (NOT CONSULTANT) McNeary Owner/Operator Contact Person First Name William Owner/Operator Mailing Address 33 Cady Hill Blvd. City Saratoga Springs State NY Zip 12866 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 1/15 Phone 5185873700 Email wjm@logisticsone.com Federal Tax ID None If the owner/operator is an organization, provide the Federal Tax ID number, or Employer Identification Number (EIN), in the format xx-xxxxxxx. If the owner/operator is an individual and not an organization, enter "Not Applicable" or "N/A" and do not provide the individual’s social security number. Project Location Project/Site Name New Street Residential Subdivision Street Address (Not P.O. Box) 25 New Street North City/Town/Village (THAT ISSUES BUILDING PERMIT) Saratoga Springs NY Zip 12866 5 The DEC Region must be provided. Please use the NYSDEC Stormwater Interactive Map (https://gisservices.dec.ny.gov/gis/stormwater/) to confirm which DEC Region this site is located in. To view the DEC Regions, click on “Other Useful Reference Layers” on the left side of the map, then click on “DEC Administrative Boundary.” Zoom out as needed to see the Region boundaries. For projects that span multiple Regions, please select a primary Region and then provide the additional Regions as a note in Question 39. Side of Street State DEC Region 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 2/15 SARATOGA Name of Nearest Cross Street Empire Ave Distance to Nearest Cross Street (Feet) 450 East Tax Map Numbers Section-Block-Parcel 178.00-4-25 Tax Map Numbers NONE PROVIDED If the project does not have tax map numbers (e.g. linear projects), enter “Not Applicable” or "N/A". 1. Coordinates Provide the Geographic Coordinates for the project site. The two methods are: - Navigate to the project location on the map (below) and click to place a marker and obtain the XY coordinates. - The "Find Me" button will provide the lat/long for the person filling out this form. Then pan the map to the correct location and click the map to place a marker and obtain the XY coordinates. Navigate to your location and click on the map to get the X,Y coordinates 43.06854999999999,-73.796943 Project Details Redevelopment with increase in impervious area For the purposes of this eNOI, “New Construction” refers to any project that does not involve the disturbance of existing impervious area (i.e. 0 acres). If existing impervious area will be disturbed on the project site, it is considered redevelopment with either increase in impervious area or no increase in impervious area. 3. Select the predominant land use for both pre and post development conditions. County Project In Relation to Cross Street 2. What is the nature of this project? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 3/15 Commercial Town Home Residential 3a. If Single Family Subdivision was selected in question 3, enter the number of subdivision lots. 20 4. In accordance with the larger common plan of development or sale, enter the total project site acreage, the acreage to be disturbed and the future impervious area (acreage)within the disturbed area. *** ROUND TO THE NEAREST TENTH OF AN ACRE. *** Total Site Area (acres) 6.5 Total Area to be Disturbed (acres) 6.0 Existing Impervious Area to be Disturbed (acres) 1.9 Future Impervious Area Within Disturbed Area (acres) 3.3 No 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 100 B (%) 0 C (%) 0 D (%) 0 Yes Pre-Development Existing Landuse Post-Development Future Land Use 5. Do you plan to disturb more than 5 acres of soil at any one time? 7. Is this a phased project? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 4/15 8. Enter the planned start and end dates of the disturbance activities. Start Date 06/17/2025 End Date 06/17/2026 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Geyser Brook and tribs Drainage ditches and storm sewer systems are not considered surface waterbodies. Please identify the surface waterbody that they discharge to. If the nearest surface waterbody is unnamed, provide a description of the waterbody, such as, “Unnamed tributary to Niagara River.” River Off Site Other Waterbody Type Off Site Description NONE PROVIDED NONE PROVIDED No No No Please use the DEC Stormwater Interactive Map (https://gisservices.dec.ny.gov/gis/stormwater/) to confirm if this site is located in one of the watersheds of an AA or AA-S classified water. To view the watershed areas, click on “Permit Related Layers” on the left side of the map, then click on “Class AA AAS Watersheds.” If No, skip question 13. 9a. Type of waterbody identified in question 9? 9b. If "wetland" was selected in 9A, how was the wetland identified? 10. Has the surface waterbody(ies) in question 9 been identified as a 303(d) segment in Appendix E of GP-0-20-001? 11. Is this project located in one of the Watersheds identified in Appendix C of GP-0-20- 001? 12. Is the project located in one of the watershed areas associated with AA and AA-S classified waters? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 5/15 NONE PROVIDED If Yes, what is the acreage to be disturbed? NONE PROVIDED No Yes 16. What is the name of the municipality/entity that owns the separate storm sewer system? Saratoga Springs No No No No Required SWPPP Components Yes Yes If you answered No in question 22, skip question 23 and the Post-construction Criteria and Post-construction SMP Identification sections. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as D (provided the map unit name is inclusive of slopes greater than 25%), E or F on the USDA Soil Survey? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? 17. Does any runoff from the site enter a sewer classified as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? 19. Is this property owned by a state authority, state agency, federal government or local government? 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and Quantity Control practices/techniques)? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 6/15 Yes Professional Engineer (P.E.) SWPPP Preparer M.J. Engineering and Land Surveying, P.C. Contact Name (Last, First) Panichelli, Michael Mailing Address 21 Corporate Dr City Clifton Park State NY Zip 12065 Phone 5183710799 Email mpanichelli@mjteam.com Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Scan the signed form 4) Upload the scanned document Download SWPPP Preparer Certification Form Please upload the SWPPP Preparer Certification NONE PROVIDED Comment NONE PROVIDED Erosion & Sediment Control Criteria 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 7/15 Yes 26. Select all of the erosion and sediment control practices that will be employed on the project site: Check Dams Silt Fence Stabilized Construction Entrance Storm Drain Inlet Protection None Mulching Seeding Topsoiling Protecting Vegetation Rock Outlet Protection Land Grading Other NONE PROVIDED Post-Construction Criteria * IMPORTANT: Completion of Questions 27-39 is not required if response to Question 22 is No. Preservation of Undisturbed Area Reduction of Clearing and Grading All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). (Acre-feet) 0.180 29. Post-construction SMP Identification 25. Has a construction sequence schedule for the planned management practices been prepared? Temporary Structural Biotechnical Vegetative Measures Permanent Structural 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version). 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 8/15 Use the Post-construction SMP Identification section to identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity that were used to reduce the Total WQv Required (#28). Identify the SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use the Post-Construction SMP Identification section to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. (acre-feet) 0.422 Yes If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0.95) (Ai) / 12, Ai=(s) (Aic)] (acre-feet) NONE PROVIDED NONE PROVIDED If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 33. SMPs Use the Post-construction SMP Identification section to identify the Standard SMPs and, if applicable, the Alternative SMPs to be used to treat the remaining total WQv (=Total WQv Required in #28 - Total RRv Provided in #30). Also, provide the total impervious area that contributes runoff to each practice selected. NOTE: Use the Post-construction SMP Identification section to identify the SMPs used on Redevelopment projects. 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28)? 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 9/15 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question #29. (acre- feet) NONE PROVIDED Note: For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calculated using the contributing drainage area to the practice - provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a). NONE PROVIDED NONE PROVIDED If Yes, go to question 36. If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv required and provided or select waiver (#36a), if applicable. CPv Required (acre-feet) NONE PROVIDED CPv Provided (acre-feet) NONE PROVIDED Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (#37a), if applicable. Overbank Flood Control Criteria (Qp) Pre-Development (CFS) 4.93 Post-Development (CFS) 0.54 Total Extreme Flood Control Criteria (Qf) Pre-Development (CFS) 16.23 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? 36a. The need to provide channel protection has been waived because: 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 10/15 Post-Development (CFS) 9.30 Downstream analysis reveals that the Qp and Qf controls are not required. Yes If Yes, Identify the entity responsible for the long term Operation and Maintenance McNeary Group, LLC 39. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). (See question #32a) This space can also be used for other pertinent project information. NONE PROVIDED Post-Construction SMP Identification Runoff Reduction (RR) Techniques, Standard Stormwater Management Practices (SMPs) and Alternative SMPs Identify the Post-construction SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. RR Techniques (Area Reduction) Round to the nearest tenth Total Contributing Acres for Conservation of Natural Area (RR-1) NONE PROVIDED Total Contributing Impervious Acres for Conservation of Natural Area (RR-1) NONE PROVIDED Total Contributing Acres for Sheetflow to Riparian Buffers/Filter Strips (RR-2) NONE PROVIDED Total Contributing Impervious Acres for Sheetflow to Riparian Buffers/Filter Strips (RR- 2) NONE PROVIDED Total Contributing Acres for Tree Planting/Tree Pit (RR-3) NONE PROVIDED 37a. The need to meet the Qp and Qf criteria has been waived because: 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 11/15 Total Contributing Impervious Acres for Tree Planting/Tree Pit (RR-3) NONE PROVIDED Total Contributing Acres for Disconnection of Rooftop Runoff (RR-4) NONE PROVIDED RR Techniques (Volume Reduction) Total Contributing Impervious Acres for Disconnection of Rooftop Runoff (RR-4) NONE PROVIDED Total Contributing Impervious Acres for Vegetated Swale (RR-5) NONE PROVIDED Total Contributing Impervious Acres for Rain Garden (RR-6) NONE PROVIDED Total Contributing Impervious Acres for Stormwater Planter (RR-7) NONE PROVIDED Total Contributing Impervious Acres for Rain Barrel/Cistern (RR-8) NONE PROVIDED Total Contributing Impervious Acres for Porous Pavement (RR-9) NONE PROVIDED Total Contributing Impervious Acres for Green Roof (RR-10) NONE PROVIDED Standard SMPs with RRv Capacity Total Contributing Impervious Acres for Infiltration Trench (I-1) NONE PROVIDED Total Contributing Impervious Acres for Infiltration Basin (I-2) NONE PROVIDED Total Contributing Impervious Acres for Dry Well (I-3) NONE PROVIDED Total Contributing Impervious Acres for Underground Infiltration System (I-4) 3.1 Total Contributing Impervious Acres for Bioretention (F-5) NONE PROVIDED Total Contributing Impervious Acres for Dry Swale (O-1) NONE PROVIDED Standard SMPs 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 12/15 Total Contributing Impervious Acres for Micropool Extended Detention (P-1) NONE PROVIDED Total Contributing Impervious Acres for Wet Pond (P-2) NONE PROVIDED Total Contributing Impervious Acres for Wet Extended Detention (P-3) NONE PROVIDED Total Contributing Impervious Acres for Multiple Pond System (P-4) NONE PROVIDED Total Contributing Impervious Acres for Pocket Pond (P-5) NONE PROVIDED Total Contributing Impervious Acres for Surface Sand Filter (F-1) NONE PROVIDED Total Contributing Impervious Acres for Underground Sand Filter (F-2) NONE PROVIDED Total Contributing Impervious Acres for Perimeter Sand Filter (F-3) NONE PROVIDED Total Contributing Impervious Acres for Organic Filter (F-4) NONE PROVIDED Total Contributing Impervious Acres for Shallow Wetland (W-1) NONE PROVIDED Total Contributing Impervious Acres for Extended Detention Wetland (W-2) NONE PROVIDED Total Contributing Impervious Acres for Pond/Wetland System (W-3) NONE PROVIDED Total Contributing Impervious Acres for Pocket Wetland (W-4) NONE PROVIDED Total Contributing Impervious Acres for Wet Swale (O-2) NONE PROVIDED Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area for Hydrodynamic NONE PROVIDED Total Contributing Impervious Area for Wet Vault NONE PROVIDED 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 13/15 Total Contributing Impervious Area for Media Filter NONE PROVIDED "Other" Alternative SMP? NONE PROVIDED Total Contributing Impervious Area for "Other" NONE PROVIDED Provide the name and manufaturer of the alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. Manufacturer of Alternative SMP NONE PROVIDED Name of Alternative SMP NONE PROVIDED Other Permits None If SPDES Multi-Sector GP, then give permit ID NONE PROVIDED If Other, then identify NONE PROVIDED No If "Yes," then indicate Size of Impact, in acres, to the nearest tenth NONE PROVIDED 42. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. NONE PROVIDED MS4 SWPPP Acceptance 40. Identify other DEC permits, existing and new, that are required for this project/facility. 41. Does this project require a US Army Corps of Engineers Wetland Permit? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 14/15 Yes - Please attach the MS4 Acceptance form below If No, skip question 44 NONE PROVIDED MS4 SWPPP Acceptance Form Download Download form from the link below. Complete, sign, and upload. MS4 SWPPP Acceptance Form MS4 Acceptance Form Upload NONE PROVIDED Comment NONE PROVIDED Owner/Operator Certification Owner/Operator Certification Form Download Download the certification form by clicking the link below. Complete, sign, scan, and upload the form. Owner/Operator Certification Form (PDF, 45KB) Upload Owner/Operator Certification Form NONE PROVIDED Comment NONE PROVIDED 43. Is this project subject to the requirements of a regulated, traditional land use control MS4? 44. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? 6/4/24, 1:31 PM NYSDEC eBusiness Portal System - NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 https://nform-prod.dec.ny.gov/app/#/submissionwizard/077da803-0e94-4001-b6bb-42b677bf82a5/11 15/15 Stormwater Pollution Prevention Plan Appendix B Notice of Termination (NOT) (Sample Form) 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 Stormwater Pollution Prevention Plan Appendix B SWPPP Preparer Certification SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-0 01) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 Stormwater Pollution Prevention Plan Appendix B Owner/Operator Certification Form 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 Stormwater Pollution Prevention Plan Appendix B NYSDEC Acknowledgement Letter of Permit Coverage Stormwater Pollution Prevention Plan Appendix C Operator’s Certification Form STORM WATER POLLUTION PREVENTION PLAN OPERATOR’S CERTIFICATION The Operator that will implement the erosion and sediment control measures described in the SWPPP must certifying that he/she understands the NYSDEC general permit (GP-0-20-001) authorizing storm water discharges during construction. This signed statement must be maintained in the SWPPP file on-site. OWNER: Business Name: Business Address: Telephone No.: Name of Signatory: Title of Signatory: Signature: Date: 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 th e 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 per mit for which this NOI is being submitted.” **Signatory Requirements - All NOIs, NOTs and SWPPPs shall be signed as follows: 1. For a corporation: by a (1) president, secretary, treasurer, or vice-president of the corporation in charge of a principle business function, or any other person authorized to and who performs similar policy or decision-making functions for the corporation; or (2) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which gove rn 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 manage r can endure 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; 2. For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or 3. For a municipality, State, Federal, or other public agency; by either a principal executive officer or ranking elected offici al. For purposes of this section, a principal executive officer of a Federal agency includes (1) the chief executive officer of the agency, or (2) a senior execu tive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. Regional Administ rators of EPA). **Note: signature requirements in Part VII.H of the NYSDEC SPDES Permit GP-0-20-001 Stormwater Pollution Prevention Plan Appendix C Contractor’s Certification Form STORM WATER POLLUTION PREVENTION PLAN CONTRACTOR’S CERTIFICATION The Contractor and/or Subcontractor(s) that will implement the erosion and sediment control measures described in the SWPPP must be identified below. Each must sign a statement certifying that they understand the NYSDEC general permit (GP-0-20-001) authorizing storm water discharges during construction. These statements must be maintained in the SWPPP file on-site. CONTRACTOR IMPLEMENTING THE SWPPP: Business Name: Business Address: Telephone No.: Name of Signatory: Title of Signatory: Signature: Date: Contractor’s Responsibility(s): Names of Company “Trained Contractors”: 1.______________________________________ 4.____________________________________ 2.______________________________________ 5.____________________________________ 3.______________________________________ 6.____________________________________ CERTIFICATION: “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.” Stormwater Pollution Prevention Plan Appendix D SWPPP Inspection Report (Sample Form) SWPPP INSPECTION FORM Page | 1 General Information Name of Project Weather Conditions Date _____ /_____ /_____ Time IN __________ AM / PM OUT __________ AM / PM Soil Conditions Dry Wet Saturated Frozen Other:_______________________________ Present Phase of Construction Inspector Name Inspector Title Inspection Frequency Routine - Once every 7 calendar days Routine - Two every 7 calendar days, min 2 day separation (5 acre waiver) Initial or Final Inspection Monthly - Once every 30 calendar days (winter shutdown) Stabilized Construction Entrance Silt Fencing Yes No N/A Installed per standards and specifications Stone is clean enough to effectively remove mud from vehicle tires? Do all vehicles enter and exit the site via the construction entrance? Yes No N/A Installed on contour, not in drainage channels? Ends (Joints) wrapped around each other for support? Fabric buried minimum 6”and facing upstream? Broken posts, unstable posts, rips or tears in fabric? Sediment accumulation > 50% of design capacity? Drop Inlets Stone Check Dams Yes No N/A Unit consists of 2x4 wood frame and posts? Fabric buried minimum 8”? Fabric secured to frame/posts, max 8” spacing? Posts are 3’ max spacing? Broken posts, unstable posts, rips or tears in fabric? Sediment accumulation > 50% of design capacity? Yes No N/A Geotextile fabric placed beneath rock fill? Erosion occurring within channel? Ponding occurring behind check dam? Rocks have been displaced from the check dam? Sediment accumulation > 50% of design capacity? Temporary Sediment Basin Temporary Sediment Trap Yes No N/A Basin and outlet constructed per plans? Side slopes stabilized (seed, mulch, hydroseed, etc)? Sediment accumulation > 50% of design capacity? Yes No N/A Outlet structure constructed per plans? Geotextile fabric placed beneath rock fill? Sediment accumulation > 50% of design capacity? General Housekeeping Sediment Control Yes No N/A Visible oil & grease or reside of such? Construction activities impacting adjacent properties? Is excessive dust being produced by construction activities? All roadways and adjacent parcels free of sediment, garbage and debris? Yes No N/A Stockpiles are stabilized and contained? De-watering activities are preventing sediment laden discharge from sensitive areas? All ponds, streams, wetlands free of sediment (no visual contrast)? SOIL DISTURBANCE ACTIVITY AREAS SOIL DISTURBANCE NOTES ACTIVE (Check if applicable) INACTIVE Date of Temporary Stabilization Date of Final Stabilization 1. 2. 3. 4. 5. 6. 7. SWPPP INSPECTION FORM Page | 2 Description of Discharges Was a stormwater discharge or other discharge occurring from any part of your site at the time of the inspection? Yes No If “yes”, provide the following information for each point of discharge: Discharge Location Observations 1. Yes No Any visible signs of erosion and/or sediment accumulation attributed to your discharge? If yes, please describe below (specify the location(s) where these conditions were found, and indicate whether modification, maintenance, or corrective action is needed to resolve the issue) 2. Yes No Any visible signs of erosion and/or sediment accumulation attributed to your discharge? If yes, please describe below (specify the location(s) where these conditions were found, and indicate whether modification, maintenance, or corrective action is needed to resolve the issue) 3. Yes No Any visible signs of erosion and/or sediment accumulation attributed to your discharge? If yes, please describe below (specify the location(s) where these conditions were found, and indicate whether modification, maintenance, or corrective action is needed to resolve the issue) Items Repaired Since Last Inspection: Comments: (Provide further detail for any checked Grey boxes on page 1) Repair/Maintenance Items: (Provide a list of all E&S practices and pollution prevention measures that need repair or maintenance or were installed improperly) 1. 2. 3. 4. 5. INSPECTOR (PRINT NAME) INSPECTOR SIGNATURE QUALIFIED PROFESSIONAL (PRINT NAME) QUALIFIED PROFESSIONAL SIGNATURE OWNER/OPERATOR (PRINT NAME) OWNER/OPERATOR SIGNATURE Stormwater Pollution Prevention Plan Appendix E Record of Stabilization and Construction Activity Dates (Sample Form) GRADING & STABILIZATION ACTIVITIES LOG Page __ of __ GRADING STABILIZATION Start Date Description of Activity End Date Temporary or Permanent Start Date Description of Measures and Location Stormwater Pollution Prevention Plan Appendix F Post-Construction Inspections and Maintenance POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 1 1.0 INTRODUCTION The importance of maintaining your stormwater management practices cannot be overlooked. Properly maintaining your system can save you time and money down the road. If properly maintained, a system will not require replacement and will not lead to failure. 2.0 FIRST YEAR MAINTENANCE Site cover will require additional maintenance during the first year following installation. Owners will need to: • Water grass areas once every three days for first month, and then provide a half inch of water per week during the first year. • Fertilization may be needed in the fall after the first growing season to increase plant vigor. Any fertilization used shall be in accordance with local laws and regulations. • Keeping the site free of vehicular and foot traffic or other weight loads. 3.0 FIRST YEAR INSPECTIONS Site cover and associated structures and embankments should be inspected periodically for the first few months following construction and then on an annual or biannual basis. Site inspections should also be performed following all major (i.e., intense storms, thunder storms, cloud burst, etc.) storm events. Items to check for include (but are not limited to): • Differential settlement of embankments, cracking or erosion. • Lack of vigor and density of grass turf. • Accumulation of sediments or litter on lawn areas, paved areas, or within catch basin sumps. • Accumulation of pollutants, including oils or grease, in catch basin sumps. • Damage or fatigue of storm sewer structures or associated components. • Sources of sedimentation, specifically eroded areas in upland drainage areas, should be stabilized immediately upon identification. • Stabilization should be with vegetative practices or other erosion control practices when vegetative measures do not prove effective. Soil slumpage and cracking should be stabilized and repaired immediately upon identification. • Reseeding to repair bare or eroding areas is required to assure grass stabilization. 4.0 BEST MANAGEMENT PRACTICES The best way to maintain all systems described in this manual is to limit unnecessary discharges to these areas. This can be accomplished by: A. Vegetated areas and landscaping should be maintained to promote vigorous and dense growth. Lawn areas should be mowed at least three times a year (more frequent mowing may be desired for aesthetic reasons). Resultant yard waste shall be collected and disposed of off-site. B. Paved areas should be swept at least twice a year. Additional sweeping may be appropriate in the early spring for removal of deicing materials. 5.0 STORMWATER MANAGEMENT SYSTEMS A. Rainwater Harvesting Rainwater Harvesting can consist of rain barrels, cisterns or tanks, a filter and the piping. All components of the system should be inspected 2-4 times per year. The inspection will look for the following issues: POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 2 PROBLEM ACTION REQUIRED Leaves, sticks, or other debris in gutters and downspouts Remove all debris by hand. Leaves, sticks, or other debris in filter(s) Clean out all debris and organic matter buildup by hand or by spraying with a hose. Filter (first-flush diverter or vortex filter outside the tank) does not seem to be operating, is completely clogged, or does not appear to be trapping any debris. Loose or disconnected junctions between gutters, pipes, or filters Secure any loose junctions or parts and make sure they are properly sealed to prevent leaks, Tank is above ground and not heated. Winterize the tank by performing the following steps: Drain down water level in the tank before winter to avoid damage from freezing temperatures. Drain water from pipes and pumps. Disconnect conveyance pipes from the tank to enable roof runoff to bypass the tank during winter. Tank is full between rain events (harvested water is not being used). Drain down any remaining water in the tank before predicted rain events. Mosquito larvae or other insects present in the water Add mosquito dunks to water. Ensure that insect screens are installed on all openings and are properly sealed (inlet and outlets). Debris, algae, or organic matter accumulated in tank Remove as much as possible, by hand. Vac out debris accumulation in bottom of tank is access is limited. Tank does not appear to fill fully even during large rains, or water level drops quickly after filling. Look for signs of water bypassing the tank. Inspect the conveyance system and filters to make sure that all parts are properly connected and not leaking. Observe the system during a rainstorm to make sure that water is not backing up and spilling out of the gutters or getting excessively diverted by the filter. Adjust angles and placement of filter as needed. Problems with pumps, filters, or other mechanical components This will likely require special expertise to diagnose and fix. Slow flow from outlet caused by faulty or clogged valve If clogging seems to be the problem, ream out sediment from valve if this can be done from exterior. Flow from outlet is backing up toward building foundation. Add flexible pipe to end of outlet pipe to divert flow further away and downhill from building. Erosion or drainage issues at outlet Add a gravel and/or stone pad to reduce the impact from the water flowing out of the outlet pipe during storms. If erosion gets worse even after re-seeding or adding stone: Add geotextile fabric below the stone to protect the soil. Dig out a pit at the outfall and fill with gravel or stone to absorb the velocity of the water spilling out the tank. If the outlet flows onto a steep slope, consider extending the pipe length to a flatter area. Some of these actions may require help from a contractor. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 3 B. Level Spreader Level Spreaders will dissipate stormwater sheet flow to a grassy or other vegetated area. The inspection will look for the following issues: PROBLEM ACTION REQUIRED Changes in flow; more runoff; runoff bypassing the practice For rooftop areas, make sure downspouts are still disconnected and conveying water into the treatment area. Look for and remove any “dams” of sediment and grass clippings that prevent water from entering the treatment area as sheet flow. Enlist a mechanical sweeper or vacuum sweeper to remove sediment across entire pavement surface. Pay special attention to downhill edges of pavement where more sediment may have accumulated. For parking lots in the drainage area—sediment, grass clippings, or other debris has accumulated at pavement edge. For small, isolated amounts of debris, sweep up by hand and dispose properly so that it will not be exposed to runoff. For parking lots in the drainage area—dips or damage at pavement edge caused flow to concentrate. Dips or damage at pavement edge causing runoff to concentrate Determine whether the damaged edge is causing significant enough concentration of runoff to warrant repair or regrading of the pavement. Debris and/or sediment accumulated behind or around the level spreader. Remove debris and sediment by hand and ensure that the area behind the level spreader is relatively flat. Too much debris and sediment can cause runoff to bypass the level spreader structure. Sinking, cracking, sloughing, or other structural problem makes the energy dissipator no longer level. For stone/gravel spreaders, add new material or rake out as needed to make it even. Condition 1: Level spreader sinking or uneven If basic equipment can be used, prop up and secure any section of level spreader that is sinking. Regrade soil all around level spreader and add stone as necessary to prevent erosion and bypassing. Condition 2: Level spreader is broken These repairs can be simple for small, residential-scale practices, such as at a downspout. Ensure the level spreader is level across, keyed in to soil at the edges, and made of durable material that can withstand the flow of water running across it. Larger or more complicated level spreaders (e.g., concrete) will likely require specialized skill and equipment. Trash and/or debris in the treatment area Collect trash/debris and dispose of properly. Grass filter strip has grown very tall, to the point that runoff cannot easily enter or is getting concentrated. Mow filter strip twice a year or more frequently in a residential yard. Sparse vegetation or bare spots For grassy areas, add topsoil (as needed), grass seed mulch, and water during the growing season to re- establish consistent vegetation cover. Other: Rills or gullies are forming in treatment area where flow has become concentrated For minor rills, fill in with soil, compact, and add seed and straw to establish vegetation. Rills are more than 2" to 3" deep and require more than just hand raking and re-seeding. Condition 1: Rills from concentrated flow Inspect energy dissipator to see whether it needs to be improved to better spread POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 4 out incoming flow. Regrade flow path to ensure that it is relatively flat (if minor). If major re-grading is needed, the treatment area may need to be redesigned and fixed with specialized equipment. C. Swales Swales (vegetated and wet) should be inspected a minimum of annually in the spring to ensure the plantings have survived the winter season. During the spring, summer and fall the vegetated swale should receive: • Fertilizer and lime as needed to maintain dense vegetation. • Mow as required during the growing season to maintain grass heights at 4 inches to 6 inches. • Use of heavy equipment for mowing and removing plants/debris should be avoided to minimize soil compaction. Both types of swales should be inspected, looking for the following issues: PROBLEM ACTION REQUIRED Bare soil, erosion of the ground (rills washing out the dirt) Seed and mulch or sod areas of bare soil to establish vegetation. Fill in erosion areas with soil, compact, and add seed and straw to establish vegetation. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or extend the lining further down into the swale. If problem persists, analysis by a Qualified Professional is warranted. Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc. Open containers of oil, grease, paint, or other substances Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous. Grass dying at edge of road Seed and mulch; add topsoil or compost if needed. Grass on edge of pavement continues to die off for unknown reasons. Swale edge may need to be replaced with other materials (e.g., stone diaphragm). Inlets or the swale edge are collecting grit, grass clippings, or debris or have grass/weeds growing. Some water may not be getting into the swale. The objective is to have a clear pathway for water to flow into the swale. Use a flat shovel to remove grit and debris (especially at curb inlets or opening). Parking lots will generate fine grit that will accumulate at these spots. Pull out clumps of growing grass or weeds, and scoop out the soil or grit that the plants are growing in. Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets or along the edge of the swale where water is supposed to enter. For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the swale. Dispose of all material properly in an area where it will not re-enter the swale. Inlets are blocked to the extent that most of the water does not seem to be entering the swale. Some or all of the inlets For small areas of erosion, smooth out the eroded part and apply rock or POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 5 are eroding so that rills, gullies, and other erosion are present, or there is bare dirt that is washing into the swale. stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone. In some cases, reseeding and applying an erosion control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor. Erosion is occurring at most of the inlets or along much of the swale edge. The inlet design may have to be modified. The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or extend the lining further down into the swale. If problem persists, analysis by a Qualified Professional is warranted. Minor areas of sediment, grit, trash, or other debris are accumulating in the swale. Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the swale. If removing the material creates a hole or low area, fill with good topsoil and add seed and straw to re-vegetate. Remove trash, vegetative debris, and other undesirable materials. If the swale is densely vegetated, it may be difficult to do the maintenance; check for excessive ponding or other issues described in this section to see if the accumulated material is causing a problem. There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows through the swale or on the slopes. Try filling the eroded areas with clean topsoil, and then seed and mulch to establish vegetation. If the problem recurs, you may have to use some type of matting, stone (e.g., river cobble), or other material to fill in eroded areas. If the erosion is on a side slope, fill with soil and cover with erosion-control matting or at least straw mulch after re-seeding. The issue is likely linked with unanticipated flow paths down the side slopes (likely overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow. Isolated areas of sediment accumulation, generally less than 3-inches deep Sediment source may be from a one-time or isolated event. Remove accumulated sediment and top 2 to 3 inches of swale soil media; replace with clean material. Check drainage area for any ongoing sources of sediment. Sediment has accumulated more than 3 inches deep and covers 25% or more of the swale surface. Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more. This can be caused by improper construction sequence (drainage area not fully stabilized prior to installation of the swale) or another chronic source of sediment in the drainage area. Augering several holes down along the swale can indicate how severe the problem is; often the damage is confined to the first several inches of soil. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long the problem does not recur. Water does not flow evenly down the length of the swale, but ponds in If the problem is minor (just small, isolated areas), try using a metal rake or other tools to create a more even flow path; remove excessive vegetative growth, sediment, or other debris that may be blocking the POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 6 certain areas for long periods of time (e.g., 72 hours after a storm). The swale does not seem to have “positive drainage.” Check during or immediately after a rain storm. flow. Water ponds in more than 25% of the swale for three days or more after a storm. The issue may be with the underlying soil or the grade of the swale. Water ponds behind check dams for three days or more after a storm. Check dams may be clogged or not functioning properly. Check dams (if present): water is flowing around the edges of check dams, creating erosion or sinkholes on the uphill or downhill side, or the check dams are breaking apart or breaching. If the problem is isolated to just a few check dams, try simple repairs. It is very important for the center of each check dam (where most of the water flows) to be lower (by at least several inches) than the edges of the check dams where they meet the side slopes. Also, the check dams should be keyed into side slopes so water does not flow between the check dam and side slope. Use a level to check the right check-dam configuration, as noted above. Repair by moving around stone, filling and compacting soil, or adding new material so that water will be directed to the center of the check dam instead of the edges. Many check dams are impacted and/or the problem seems to be a design issue with height, spacing, shape, or materials used to construct them. Vegetation is too overgrown to access swale for maintenance activities Mow or bush-hog the path. Vegetation requires regular maintenance: pulling weeds, removing dead and diseased plants, adding plants to fill in areas that are not well vegetated, etc. If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling. If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water. Even vegetation that is intended to be present can become large, overgrown, block flow, and/or crowd out surrounding plants. Prune and thin accordingly. If weeds or invasive plants have overtaken the whole swale, bush-hog the entire area before seed heads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above. Replant with species that are aesthetically pleasing and seem to be doing well in the swale. You are unsure of the original planting design or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated. The original plants are likely not suited for the actual conditions within the swale. If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season. For all but small practices (e.g., in residential yards), this task will likely require a landscape design professional or horticulturalist. Outlet is obstructed with Remove the debris and dispose of it where it cannot re-enter the swale. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 7 mulch, sediment, debris, trash, etc. Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools. D. Tree Plantings Tree inspection is crucial to the health and survival of newly established trees. The three most importance maintenance activities will include: watering, mulching, and pruning. Inspections shall be performed every three months and within one week of ice storms within one week of high wind events that reach speeds f 20 mph until trees have reached maturity. The inspection will look for the following issues: PROBLEM ACTION REQUIRED Soil is not moist to the touch and/or it has not rained in a week, and leaves/needles are starting to appear wilted/dry. Water trees deeply and slowly near the base. Soaker hoses and drip irrigation work best for deep watering of trees and shrubs. Mulch is too thin or thick (should be approximately 3" deep) or does not extend to tree canopy (or 5' radius if tree has a larger than 10' canopy reach). Add or remove mulch around tree canopy to maximum 5' radius but not within 3" of the bark. If mulch is against the stems or tree trunks, pull it back several inches to expose the base of the trunk and root crown. Presence of suckers, dead or diseased branches, branches that interfere with pedestrian traffic Selective cutting Prune to make the tree more aesthetically pleasing and remove disease. Fungus, discoloration, browning leaves or holes in leaves. Check with arborist or other tree professional about the best way to proceed. Burrowing insects, holes. Check with arborist or other tree professional about the best way to proceed. E. Bioretention The function of a bioretention area is to collect stormwater runoff in the Bioretention area and ponds within the area temporarily (usually for no more than 48 hours). Sometimes, the runoff will contain dirt, grit, grass clippings, oil, or other substances that SHOULD NOT be directed to the Bioretention area. This inspection should be conducted in early spring to ensure that the practice has survived the winter. Additional inspections are recommended during the growing season or in the early fall to confirm the continued health of vegetation. The inspections shall consist of the following: PROBLEM ACTION REQUIRED Bare soil, erosion of the ground (rills washing out the dirt) Seed and mulch areas of bare soil to establish vegetation. Fill in erosion areas with soil, compact, and seed and straw to establish vegetation. If a rill or small channel is forming, try to redirect water flowing to this area by POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 8 creating a small berm or adding topsoil to areas that are heavily compacted. Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths. Condition 1: Original design planting plan seems good but has not been maintained, so there are many invasive and/or dead plants. Contact horticultural experience to restore vegetation to intended condition by weeding, pruning, removing plants, and adding new plants. Condition 2: Original design planting plan is unknown or cannot be actualized. A landscape architect or horticulturalist will be needed to redo the planting plan. Will likely require analysis of soil pH, moisture, organic content, sun/shade, and other conditions to make sure plants match conditions. Plan should include invasive plant management and maintenance plan to include mulching, watering, disease intervention, periodic thinning/pruning, etc. Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc. Open containers of oil, grease, paint, or other substances Cover or properly dispose of materials. Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell. Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots. Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in. Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets. For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell. Dispose of all material properly where it will not re-enter the Bioretention cell. Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention area. Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Bioretention cell. For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone. In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor Erosion is occurring at most of the inlets, and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Condition 1: Erosion at inlets. The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non- erosive lining and/or to extend the lining further down to where inlet slopes meet the Bioretention surface. If problem persists, analysis by a Qualified Professional is warranted. Condition 2: Erosion of Bioretention filter bed. This is often caused by POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 9 “preferential flow paths” through and along the Bioretention area. The source of flow should be analyzed and methods employed to dissipate energy and disperse the flow (e.g., check dams, rock splash pads). Condition 3: Erosion on side slopes. Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow. Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick. Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms. Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface. Minor areas of sediment, grit, trash, or other debris are accumulating on the bottom. Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention area. If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible. Remove trash, vegetative debris, and other undesirable materials. Sediment has accumulated more than 2- inches deep and covers 25% or more of the Bioretention surface. The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding. Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep. Sediment source may be from a one-time or isolated event. Remove accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace with clean material. Check drainage area for any ongoing sources of sediment. Condition 2: Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more. This can be caused by an improper construction sequence (drainage area not fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur. There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it Try filling the eroded areas with clean topsoil or sand and cover with mulch. If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas. If the erosion is on a side slope, fill with clay that can be compacted and seed POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 10 flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain areas. and mulch the area. The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the Bioretention area. The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem. The bottom of the Bioretention cell is not flat, and the water pools at one end, along an edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that Bioretention surface is intended to be flat. Check during or immediately after a rainstorm. If the problem is minor (just small, isolated areas are not covered with water), try raking the surface or adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface. Check the surface with a string and bubble level to get the surface as flat as possible. Ponding water is isolated to less than half of the Bioretention surface area, and there seem to be elevation differences of more than a couple of inches across the surface. Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly. This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. Vegetation requires regular maintenance—pulling weeds, removing dead and diseased plants, replacing mulch around plants, adding plants to fill in areas that are not well vegetated, etc. If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling. If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water. Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly. If weeds or invasive plants have overtaken the whole Bioretention cell, bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above. Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell. You are unsure of the original planting design, or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated. The original plants are likely not suited for the actual conditions within the Bioretention cell. If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 11 Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist. Erosion at outlet Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms. Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe. Outlet obstructed with mulch, sediment, debris, trash, etc. Remove the debris and dispose of it where it cannot re-enter the Bioretention cell. Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools. F. Green Roof PROBLEM ACTION REQUIRED Wilting or nutrient-deprived vegetation; bare areas developing on the roof Water or irrigate. Prune or remove dead or dying vegetation. Greater than 20% plant die off or wilting, even after rainy periods. May require new vegetation or indicate a problem with the soil medium. Yellowing vegetation may indicate a need for fertilizer, but do not fertilize unless explicitly included in the management plan. Bare areas with no vegetation growing. These may become weed problems in the future. Condition 1: Large number of plants dying from wilt If this is a one-time occurrence, review weather and landscaping records to see whether the die off seems reasonable. If so, deeply water immediately, and plant reinforcements in the spring. Condition 2: Vegetation is dying and yellowing For yellowing vegetation, consider testing the media for pH, nutrient levels, and other factors that may affect growth. Problems identified would go to a Level 3 inspector (see note to right). Weeds or moss Remove weeds by hand. Apply lime to kill moss. Kick-Out to Level 2 Inspection: Weeds cover more than 25% of the surface, or the original planting plan has been compromised. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 12 Ponding between storm events Surface ponding more than 24 hours after a storm event presents a hazard and needs to be addressed immediately. Condition 1: Further inspection shows debris is clogging the outflow drainpipe Remove debris by hand and revisit within 24 hours to see whether this action fixed the problem. Condition 2: Debris has backed up to include the underdrain Attempt to remove by hand or flush out with a hose. Inspection port for roof drainage (can be clogged with debris) Remove debris by hand or flush through with a hose. Debris cannot be removed, or it appears that debris has accumulated in the underdrains. Condition: If the damage is minor, repair damage directly, per original design drawings Damage to other roof drainage structures (e.g., roof scuppers) Call contractor or individual in charge of regular building maintenance. This is a building maintenance issue. a. Green Roof (RR-10) • Fertilize water and weed as much as necessary, especially during the first two years as plants become fully estabilished. • Monitor plants for viability during the first two years and replace as required. • After plants have been fully established, evaluate system twice per year for weeding of invasive speciaes and for safety and membrane inspections. • Roof drains should be cleared when the soil substrate, vegetation or debris clog the inlet. • Inspect drain inlets twice per year. G. Permeable Pavement PROBLEM ACTION REQUIRED Bare soil, erosion of the ground (rills washing out the dirt) Seed and straw areas of bare soil to establish vegetation. Fill in erosion areas with soil, compact, and seed and straw to establish vegetation. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 13 Condition 1: Extensive problem spots, but no channels or rills forming Reseed problem areas. If problem persists or grass does not take, consider hiring a landscape contractor. Condition 2: Problem is extensive, and rills/channels are beginning to form May be necessary to divert or redirect water that is causing the erosion problem. If it appears that simple regrading—such as installing a berm or leveling a low spot–will fix the problem, make repairs and check to ensure that the problem is repaired after the next storm. Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc. Open containers of oil, grease, paint, or other substances Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous. Dirt and grit accumulating on pavement surface For small areas (e.g., driveways, patios), try a leaf blower or sweep the area to remove the dirt/grit from the Permeable pavement and properly dispose of the material. If dirt/grit remain in the joint areas between paver blocks, agitate with a rough brush and vacuum the surface with a wet/dry vac. Remove and replace clogged blocks in segmented pavers. For larger areas (e.g., parking lots, courtyards), hire a vacuum sweeper to restore the surface to a cleaner condition. Grit is widespread and cannot be removed by manual sweeping. Condition 1: Grit beginning to form but is isolated to a small area or does not fill the joints between paver blocks Try to agitate and sweep by hand, or hire a contractor with a vacuum sweeper. Also investigate the drainage area for potential sediment sources. If no obvious sources are found, discuss winter sanding and salting operations with the property owner to identify whether this could be the source. Condition 2: Grit is forming and cannot be removed with agitation and hand sweeping POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 14 Hire a vendor with a regenerative air vacuum sweeper, maximum power 2,500 rpm; avoid sweepers that use water. Grass and weeds are growing on the permeable pavement surface (applies only to pavement types that are not intended to be covered in vegetation). If paver type is not intended to be covered in vegetation, remove the grass/weeds either mechanically (pulling, by hand or with a flame weeder) or with a herbicide approved for use in or near water (consult your local Extension Office for suggestions). Follow the actions listed above for removing dirt/grit from the pavement surface. Kick-Out to Level 2 Inspection: Grass/weeds cover more than 25% of surface area. Slumping, sinking, cracking, or breaking of the pavement surface For small areas (e.g., patios, small driveway), it may be possible to remove the damaged pavers, check and fill in the underlying gravel, and replace with new materials. Problem affects more than a small, isolated area. Will typically require a qualified contractor to fix it. Problem recurs or occurs in multiple small locations Condition 1: Portions of porous asphalt or permeable pavers are damaged, and the cause is known to be at the surface. If the damage is from a single event such as heavy equipment or heavy fallen objects, or the surface has been damaged by wear over time, hire a contractor experienced in permeable pavement installation to repair the damaged areas. Condition 2: Damage to other structures, such as drainage infrastructure If possible, repair or replace damaged items, or hire a contractor with permeable pavement experience if the damaged infrastructure is within the pavement surface. Water stands on Permeable pavement for days after a rainstorm; the Permeable pavement is clogged and doesn’t let water through. This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. Condition 1: Underdrains (if present) may be clogged Check to see whether underdrains are clogged by inspecting cleanouts (if present) or catch basins and looking for debris. If underdrains appear clogged, it may be necessary to hire a router service to ream out the underdrains. Condition 2: At time of Level 2 inspection, water is not ponded, and there is no obvious clogging of the surface. Conduct a flood test to determine whether the ponding is an ongoing problem. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 15 a. Porous Asphalt (RR-9) • Ensure that paving area is clean of debris monthly. • Ensure that paving dewaters between storms monthly and after storms > 0.5 in. • Ensure that the area is clean of sediment monthly • Mow upland and adjacent areas, and seed bare areas as needed • Vacuum sweep frequently to keep surface free of sediment, typically 3 to 4 times a year • Inspect the surface for deterioration or spalling annually. H. Ponds and Wetlands PROBLEM ACTION REQUIRED Bare soil, erosion of the ground (rills washing out the dirt) Seed and straw areas of bare soil to establish vegetation. Fill in eroded areas with soil, compact, seed and mulch with straw to establish vegetation. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. Condition 1: Extensive problem spots, but no channels or rills forming Reseed problem areas. If problem persists or grass does not take, consider hiring a landscape contractor. Condition 2: Problem is extensive, and rills/channels are beginning to form May be necessary to divert or redirect water that is causing the erosion problem. If it appears that simple regrading—such as installing a berm or leveling a low spot–will fix the problem, make repairs and ensure that the problem is repaired after the next storm. If large areas of soil have been eroded or larger channels are forming, this may require rerouting of flow paths or POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 16 use of an erosion-control seed mat or blanket to reestablish acceptable ground cover or anchor sod where it is practical. Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc. Remove excessive vegetation or woody debris that can block drainage systems. Open containers of oil, grease, paint, or other substances exposed to rain in the drainage area Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous. Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation. If the problem can be remedied with hand tools and done in a safe manner, remove vegetation, trash, woody debris, etc. from blocking inlet structures. If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor. Inlets are broken, and, with pieces of pipe or concrete falling into the pond, there is erosion around the inlet, there is open space under the pipe, or there is erosion where the inlet meets the pond These types of structural or erosion problems are more serious and will require a qualified contractor to repair. Condition 1 Consult as-built drawings to get to closest suspected location and use metal detector to search for metal manhole cover. If unsuccessful, identify nearest drain inlets and approximate pipe direction to locate next manhole Condition 2 Never enter a manhole, except by following confined- space entry protocols If outlet pipe is not visible or greater than 25% full of sediment/debris or trash, it will typically require a qualified contractor to flush, clean and clear blockages Condition 3 Clear vegetation and brush that may be covering the inlet pipe. Buried inlet pipes may be found through use of a metal probe Condition 4: Inlet pipe buried in sediment or blocked by vegetation Once located, the pipe path can be cleared of vegetation with brush hook or other brush tools. Light digging may clear sediment from the end of the pipe The pretreatment area(s) or forebay(s) are filled with If the problem can be remedied with hand tools and done in a safe manner, use a flat shovel or other equipment to remove small amounts of sediment. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 17 sediment, trash, vegetation, or other debris. Remove trash and excessive vegetation from forebays if this can be done in a safe manner. Large amounts of sediment or debris will have to be removed by a qualified contractor. ANY condition that poses a safety concern for working in standing water or soft sediments should be referred to a Level 2 Inspection or qualified contractor. The pond area itself has accumulated sediment, trash, debris, or excessive vegetation that is choking the flow of the water, OR the pond area is covered with algae or aquatic plants. Handle only small amounts of material that can be removed by hand, or with rakes or other hand tools. Do not attempt any repair that poses a safety issue. Most cases will call for a qualified contractor. You are not sure what type and amount of vegetation is supposed to be in the pond. The algae or aquatic plants should be identified so that proper control techniques can be applied. The side slopes of the pond are unstable, eroding, and have areas of bare dirt. If there are only minor areas, try filling in small rills or gullies with topsoil, compacting, and seeding and mulching all bare dirt areas with an appropriate seed. Alternatively, try using herbaceous plugs to get vegetation established in tricky areas, such as steep slopes. Kick-Out to Level 2 Inspection: Erosion and many bare dirt areas on steep side slopes will require a Level 2 Inspection and repair by a qualified contractor. The riser structure is clogged with trash, debris, sediment, vegetation, etc., OR is open, unlocked, or has a steep drop and poses a safety concern. The pond level may have dropped below its “normal” level. If you can safely access the riser on foot or with a small boat, clear minor amounts of debris and remove it from the pond area for safe disposal. The riser cannot be accessed safely, the amount of debris is substantial, or the riser seems to be completely clogged and the water level has risen too high. There are safety issues with the riser and concern about access to pipes, drops, or any other life safety concern. The riser is leaning, broken, settling or slumping, corroded, eroded or any other structural problem. The dam/embankment is slumping, sinking, settling, eroding, or has medium or large trees growing on it. If there are small isolated areas, try to fix them by adding clean material (clay and topsoil) and seeding and mulching. Periodically mow embankments to enable inspection of the banks and to minimize establishment of woody vegetation. Remove any woody vegetation that has already POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 18 established on embankments. Kick-Out to Level 2 Inspection: Most of these situations will require a Level 2 Inspection or evaluation and repair by a qualified contractor. Seepage through the dam or problems with the pipe through the dam can be a serious issue that should be addressed to avoid possible dam failure. The emergency spillway or outfall (if it exists) has erosion, settlement, or loss of material. Rock-lined spillways have excessive debris or vegetation. Clear light debris and vegetation. Displacement of rock lining, excessive vegetation and erosion/settlement may warrant review and decision by Level 2 Inspector to check against original plan. Any uncertainty about the integrity of the emergency spillway should be referred to a Level 2 Inspector. Erosion or settlement such that design has been compromised should be reviewed by an engineer. Condition 1: Pipe or headwall settlement or failure Severe sinkholes, settlement or corrosion should be kicked out to Level 3 Inspection. Condition 2: Flow not confined to pipe and visible outside pipe wall With flashlight, observe the inside of the pipe and note its condition. Take photographs. Look for sinkholes developing that indicate pipe failure beneath the surface. Kick out to Level 3 inspection. The pond outlet is clogged with sediment, trash, debris, vegetation, or is eroding, caving in, slumping, or falling apart. If there is a minor blockage, remove the debris or vegetation to allow free flow of water. Remove any accumulated trash at the outlet. If the area at the outlet cannot be easily accessed or if the blockage is substantial, a Level 2 Inspection is warranted. Erosion at and downstream of the outfall should be evaluated by a qualified professional. Any structural problems, such as broken pipes, structures falling into the stream, or holes or tunnels around the outfall pipe, should be evaluated by a Level 2 Inspector and will require repair by a qualified contractor. The pool of water at the outlet pipe is discolored, has an odor, or has excessive algae or vegetative growth. Condition 1: Pond pre-treatment zone is full of sediment or not POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 19 constructed as shown on as-built drawings. Condition 2: Excessive buildup of sediment or overgrowth If the pre-treatment area or pond pool is overgrown or filled with sediment so that the original design is compromised, corrective measures are required. If plants have died, then replanting is necessary. If none of the original design exists due to alteration or sediment, kick out to Level 3 inspection. a. Pocket Ponds (P-5) • The principal spillway/device shall be equipped with a removable trash rack, and generally accessible from dry land. Remove any vegetation/debris that is blocking the openings of the trash rack. Check trash rack components for damage and repair as needed. • Sediment in the forebay shall be removed every 5 – 6 years or after 50% of the forebay’s capacity is lost. • All required safety measures must be inspected and maintained on an annual basis, unless prior inspections indicate more frequent maintenance is required. • Maintenance Access to the device needs to be provided and maintained. Inspect access route for damage and/or vegetation issues. Maintain the access route in good condition. • Low flow orifice on outlet control structures shall be inspected and cleaned as needed to insure the pond is functioning properly and that the orifice is not clogged. • Inspect the surface of the pond’s embankment to verify that no erosion or sloughing is occurring. Repair any damaged areas immediately. • If any valves are present, fully operate the valve (open and close the valve) to insure that the valve remains operational. • Inspect vegetation along the safety/aquatic bench to insure that it is still alive and functional. • Verify that warning signs for the pond(s) are posted and are legible. • Verify that fencing is installed and is capable of keeping small children from entering into pipes or pond. I. Infiltration Area PROBLEM ACTION REQUIRED Bare soil, erosion of the ground (rills washing out the dirt) Seed and straw areas of bare soil to establish vegetation. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 20 Fill in erosion areas with soil, compact, and seed and straw to get vegetation established. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths. Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc. Open containers of oil, grease, paint, or other substances Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous. Inlets are collecting grit and debris or grass/weeds are growing. Some water may not be getting into the Infiltration practice. Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots. Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in. Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets. For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Infiltration practice. Dispose of all material properly in an area where it will not re-enter the practice. Inlets are blocked to the extent that most of the water does not seem to be entering the Infiltration practice. . Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Infiltration practice. For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone. In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor. Erosion is occurring at most of the inlets and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Condition 1: Erosion at inlets POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 21 The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a less erosive lining and/or extending the lining further down to where inlet slopes meet the infiltration surface. If problem persists, analysis by a Qualified Professional is warranted For grass-covered Infiltration practices: grass has grown very tall Mow infiltration area at least twice per year For grass-covered Infiltration practices: sparse vegetation cover or bare spots Add topsoil (as needed), grass seed, straw, and water during the growing season to re-establish consistent grass coverage. Sparse vegetation cover can be a sign that the infiltration area is not infiltrating at the proper rate and water is standing too long after a storm. The surface may be saturated or squishy, and the conditions do not enable grass to grow. This situation should be evaluated by a Level 2 Inspection and likely corrected by a qualified contractor. Minor areas of sediment, grit, trash, or other debris are accumulating on the surface. Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Infiltration practice. If removing the material creates a hole or low area, rake the surface smooth and level. Remove trash, debris, and other undesirable materials. Sediment has accumulated more than 2-inches deep and covers 25% or more of the surface of the Infiltration area. Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep Sediment source may be from a one-time or isolated event. For practices with soil cover, remove accumulated sediment and top 2 to 3 inches of soil; replace with clean material. Check drainage area for any ongoing sources of sediment. Condition 2: Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more This can be caused by an improper construction sequence (drainage area not fully stabilized prior to installation of infiltration practice) or another chronic source of sediment in the drainage area. For infiltration basins with soil, augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long the problem does not recur. There is erosion on the surface; water seems to For minor areas of erosion, try filling the eroded areas with clean topsoil, sand, or stone (whatever the POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 22 be carving out rills as it flows across the surface of the Infiltration area or sinkholes are forming in certain areas. existing cover is). If the problem recurs, you may have to use larger stone (e.g., river cobble) to fill in problem areas. The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the infiltration area. Condition 2: Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more This can be caused by an improper construction sequence (drainage area not fully stabilized prior to installation of infiltration practice) or another chronic source of sediment in the drainage area. For infiltration basins with soil, augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long the problem does not recur. The problem does not seem to be caused by flowing water but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem. Observation well is damaged or cap is missing Requires replacing pipes or caps Water still visible in the observation well more than 72 hours after a rain storm. The Infiltration practice does not appear to be draining properly. This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. Condition 1: Small pockets of standing water For infiltration basins with soil, use a soil probe or auger to examine the soil profile. For gravel infiltration trenches or basins, use a shovel to dig into the gravel layer where the problem is occurring. If isolated areas have accumulated grit, fine silt, or vegetative debris or have bad soil or clogged gravel, try removing and replacing with clean material. If the practice is supposed to have grass cover, it will likely be necessary to replant once the problem is resolved. Condition 2: Standing water is widespread or covers entire surface Look in the observation well (if it exists) and use a tape measure to estimate the depth of water standing in the soil or gravel. Requires diagnosis and resolution of problem: • Too much sediment/grit washing in from drainage area? • Too much ponding depth? • Improper infiltration media? • Underlying soil not suitable for infiltration? POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 23 As above, the resolution will likely require replanting and re-establishment of good grass cover if this is part of the design. Outlet obstructed with sediment, debris, trash, etc Remove the debris and dispose of it where it cannot re-enter the infiltration area. Kick-Out to Level 2 Inspection: Outlet is completely obstructed; there is too much material to remove by hand or with simple hand tools. Rills or gullies are forming at outlet For minor rills, fill in with soil, compact, and seed and straw to establish vegetation Kick-Out to Level 2 Inspection: Rills are more than 2" to 3" deep and require more than just hand raking and re-seeding a. Infiltration Basins (I-2) • Remove any sediment or debris buildup by hand if possible in the bottom of the channel when its original WQv volume has been reduced by 25%. • Mow, as required, during the growing season to maintain grass heights at 4 inches to 6 inches. • Use of heavy equipment for mowing and removing plants/debris should be avoided to minimize soil compaction. • Trash and debris shall be removed as necessary. b. Stormwater / Infiltration Chambers (I-4) Each isolator row (if proposed) should initially be inspected immediately after completion of the site construction, and should be inspected on a bi-annual basis unitl an understanding of the sites characteristics is developed. The frequency for cleanout of chamber isolator rows will depend on the amount of sediment build-up. Clean-out should occur when sediment build-up reaches an average depth of 3”. When clean-out of the isolator rows is required, it is recommended that a JetVac be used to remove the sediment accumulation. J. Sand and Organic Filters PROBLEM ACTION REQUIRED Bare soil, erosion of the ground (rills washing out the dirt) Seed and straw areas of bare soil to get vegetation established. Fill in erosion areas with soil, compact, and seed and straw to establish vegetation. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 24 Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths. Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc Open containers of oil, grease, paint, or other substances Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous. Inlets are collecting grit and debris or grass/weeds growing. Some water may not be getting into the filter practice. Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that accumulates at these spots. Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in. Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets. For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Filter practice. Dispose of all material properly in an area where it will not re-enter the practice. Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the filter practice. Some or all of the inlets are eroding so that rills, gullies, and other erosion are present, or there is dirt washing into the filter practice. For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone. In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor. Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets and it looks like there is too much water concentrating at these points. The inlet design may have to be modified. For an underground filter, water is ponding and doesn’t seem to be getting through the filter Kick-Out to Level 2 Inspection: This is generally a more serious problem and should be referred for a Level 2 Inspection because it will require opening up the filter vault to check for clogging. Filter has grass and vegetation growing on more than 25% of the filter bed, threatening to clog the filter. Vegetation growing in the filter bed should be removed either manually or with a water-safe herbicide (e.g., glysophate without surfactants). Kick-Out to Level 2 Inspection: The filter seems clogged, or vegetation and weeds have proliferated past the point where the Level 1 person can manage it. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 25 Minor amounts of sediment, grit, trash, or other debris are accumulating on the surface Use a shovel to scoop out minor amounts of sediment or grit, especially in the spring after winter sanding materials wash in and accumulate. Dispose of the material where it cannot re-enter the filter. If removing the material creates a hole or low area, rake the surface smooth and level. Remove trash, debris, and other undesirable materials. Kick-Out to Level 2 Inspection: Sediment (other than sand) has accumulated more than 2-inches deep and covers 25% or more of the surface of the filter area. There is erosion on the surface; water seems to be carving out rills as it flows across the filter surface, or sinkholes are forming in certain areas. For minor areas of erosion, try filling the eroded areas with clean, coarse construction sand. Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the filter area. Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water but by a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem. Water is still visible on the surface and/or the standpipe (if present) more than 72 hours after a rainstorm. The filter practice drains very slowly or is completely clogged. Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. K. Catch Basins The frequency for cleanout of catch basin sumps will depend on the efficiency of mowing, sweeping, and debris and litter removal. Sumps should be cleaned when accumulation of sediments are within six inches of the catch basin outlet pipe. Disposal of material from catch basins sumps, drainage manholes, and trench drains shall be in accordance with local, state, and federal guidelines. L. Hydrodynamic Separators (CDS Units) • Inspect devices at least twice per year (spring and fall). More often if pollutants rapidly accumulate. • Visual inspection should ascertain that the system components are in working order. • Inspect for blockages or obstruction in the inlet and separation screen. • Quantify the accumulation of hydrocarbons, trash and sediment in the system. This can be done with a dipstick, tape measure or other measuring equipment. • Keep a record for each inspection. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 26 • Clean CDS unit when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. Cleaning should be completed during dry weather and when there is no flow entering the system. The use of a vacuum truck is generally the most effective method. • Disposal of material from the CDS units shall be in accordance with local, state, and federal guidelines. M. Jellyfish Filter • Inspect devices quarterly. More often if pollutants rapidly accumulate. • Visual inspection should ascertain that the system components are in working order. • Inspect for blockages or obstruction in the inlet bay and maintenance access wall. • Quantify the accumulation of hydrocarbons, trash and sediment in the system. This can be done with a dipstick, tape measure or other measuring equipment. • Inspect condition of cartridge lids, deck and receptacles, and backwash pool. • Dry Conditions: Inspect the cartridge deck for standing water, and/or sediment on the deck. There should be no standing water under normal operating conditions. If standing water is present inside the backwash pool, but not outside the backwash pool, the filter cartridges need to be rinsed. • Wet Conditions: Observe the rate and movement of water in the unit. Note the depth of water above deck elevation within the MAW or inlet bay. If lows are 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). If there is 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. If 18 inches of flow or greater and relatively little flow is exiting the cartridge lids and outlet pipe, the filter cartridges need to be rinsed. • Keep a record for each inspection. • Clean unit when the level of sediment has reached 12 inches or greater, or within 3 years of the most recent sediment cleaning, whichever occurs sooner. Cleaning should be completed during dry weather and when there is no flow entering the system. The use of a vacuum truck is generally the most effective method but should only be used after filter cartridges are removed from the system. • Rinse and re-install filter cartridges as required by the most recent inspection results, or within 12 months of the most recent filter rinsing, whichever occurs sooner. Replace tentacles if rinsing does not restore adequate hydraulic capacity, remove accumulated sediment, or if damaged or missing. It is recommended that tentacles should remain in service no longer than 5 years before replacement. • Disposal of material from the system shall be in accordance with local, state, and federal guidelines. N. Winter Maintenance To prevent impacts to storm water management facilities, the following winter maintenance limitations, restrictions, or requirements are recommended: • Remove snow and ice from inlet structures, basin inlet and outlet structures and away from culvert end sections. • Snow removed from paved areas should not be piled at inlets/outlets of the storm water management basin. • Use of deicing materials should be limited to sand and “environmentally friendly” chemical products. Use of salt mixtures should be kept to a minimum. • Sand used for deicing should be clean, course material free of fines, silt, and clay. • Materials used for deicing should be removed during the early spring by sweeping and/ or vacuuming. POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS Page 27 O. Soil Restoration First year maintenance operations should include the following: • Initial inspections for the first six months (once after each storm greater than half- inch) • Reseeding to repair bare or eroding areas to assure grass stabilization • 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. • Fertilization may be needed in the fall after the first growing season to increase plant vigor Ongoing Maintenance to help ensure lasting results of decompaction operations should include the following: • Planting the appropriate ground cover with deep roots to maintain the soil structure • Keeping the site free of vehicular and foot traffic or other weight loads. Consider pedestrian footpaths. (Sometimes it may be necessary to de-thatch the turf every few years) Stormwater Pollution Prevention Plan Appendix G USDA Soils Report United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Saratoga County, New York Natural Resources Conservation Service April 5, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Saratoga County, New York............................................................................13 WnA—Windsor loamy sand, 0 to 3 percent slopes.....................................13 WnB—Windsor loamy sand, 3 to 8 percent slopes.....................................14 Soil Information for All Uses...............................................................................16 Soil Properties and Qualities..............................................................................16 Soil Qualities and Features.............................................................................16 Hydrologic Soil Group.................................................................................16 References............................................................................................................21 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4769110476919047692704769350476943047695104769590476967047691104769190476927047693504769430476951047695904769670597850 597930 598010 598090 598170 598250 597850 597930 598010 598090 598170 598250 43° 4' 25'' N 73° 47' 54'' W43° 4' 25'' N73° 47' 33'' W43° 4' 4'' N 73° 47' 54'' W43° 4' 4'' N 73° 47' 33'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,100 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 23, Sep 6, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI WnA Windsor loamy sand, 0 to 3 percent slopes 4.5 35.7% WnB Windsor loamy sand, 3 to 8 percent slopes 8.1 64.3% Totals for Area of Interest 12.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Saratoga County, New York WnA—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, crest, side slope, nose slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No WnB—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand Custom Soil Resource Report 14 C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:10 percent Landform:Eskers Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Custom Soil Resource Report 15 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 16 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 17 18 Custom Soil Resource Report Map—Hydrologic Soil Group 4769110476919047692704769350476943047695104769590476967047691104769190476927047693504769430476951047695904769670597850 597930 598010 598090 598170 598250 597850 597930 598010 598090 598170 598250 43° 4' 25'' N 73° 47' 54'' W43° 4' 25'' N73° 47' 33'' W43° 4' 4'' N 73° 47' 54'' W43° 4' 4'' N 73° 47' 33'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,100 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 23, Sep 6, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 19 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI WnA Windsor loamy sand, 0 to 3 percent slopes A 4.5 35.7% WnB Windsor loamy sand, 3 to 8 percent slopes A 8.1 64.3% Totals for Area of Interest 12.5 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 20 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 22 Stormwater Pollution Prevention Plan Appendix G Geotechnical Report Facilities | Environmental | Geotechnical | Materials INFILTRATION TEST RESULTS Project: New Street Subdivision Project No.: JB245097 Project Location: Saratoga Springs, NY Tester: DPO Test Date: 5/30/24 Weather: 60’s° F, Clear Test Location Test Depth (feet) Trial No. Water Drop (inches) Elapsed Time (hours) Infiltration Rate (inches/hour) I -1 4 1 18 1.0 18 2 17 1.0 17 3 18 1.0 18 4 18 1.0 18 NOTE: Rate of final trial: 18 in/hr, Average of four trials: 17.8 in/hr I -2 4 .5 1 8 1.0 8 2 10 1.0 10 3 7 1.0 7 4 7 1.0 7 NOTE: Rate of final trial: 7 in/hr, Average of four trials: 8 in/hr I -3 6 1 0 1.0 0 2 0 1.0 0 3 0 1.0 0 4 NOTE: No observable water drop during three 1-hr trials Notes: 1. Test pipes were installed in boreholes made adjacent to test borings I-1, I-2, and I-3. Soil Classification at Test Depth: Test Location I-1: Test Location I-2: Test Location I-3: DRAFT Facilities | Environmental | Geotechnical | Materials INFILTRATION TEST RESULTS Project: New Street Subdivision Project No.: JB245097 Project Location: Saratoga Springs, NY Tester: DPO Test Date: 5/30/24 Weather: 60’s° F, Clear Test Location Test Depth (feet) Trial No. Water Drop (inches) Elapsed Time (hours) Infiltration Rate (inches/hour) I -4 4.5 1 19 1.0 19 2 19 1.0 19 3 20 1.0 20 4 19 1.0 19 NOTE: Rate of final trial: 19 in/hr, Average of four trials: 19.3 in/hr I -5 3.5 1 8 1.0 8 2 7 1.0 7 3 6 1.0 6 4 8 1.0 8 NOTE: Rate of final trial: 8 in/hr, Average of four trials: 7.3 in/hr I -6 4.5 1 18 1.0 18 2 18 1.0 18 3 17 1.0 17 4 14 1.0 14 NOTE: Rate of final trial: 14 in/hr, Average of four trials: 16.8 in/hr Notes: 1. Test pipes were installed in boreholes made adjacent to test borings I-4A, I-5, and I-6. Soil Classification at Test Depth: Test Location I-4A: Test Location I-5: Test Location I-6: DRAFT Stormwater Pollution Prevention Plan Appendix G NYSDEC and USGS Aquifer Mapping Not to Scale FEMA FLOOD PLAIN MAP Source: FEMA Online Database NEW STREET SUBDIVISION NYS PRIMARY & PRINCIPAL AQUIFERS NYS DEC and USGS GIS Data - NYS Aquifers 1:250000 - Main PROJECTSITE Stormwater Pollution Prevention Plan Appendix G NYSDEC Environmental Resource Mapper Not to Scale NYSDEC ENVIRONMENTAL RESOURCE MAP Source: NYSDEC Environmental Mapper NEW STREET SUBDIVISION PROJECTSITE Not to Scale NYSDEC WETLAND MAPSource: NYSDEC Environmental Mapper NEW STREET SUBDIVISION PROJECTSITE Stormwater Pollution Prevention Plan Appendix G USFWS National Wetlands Inventory (NWI) Mapping Source:National Wetland Inventory Mapper Not to Scale NATIONAL WETLANDS MAP NEW STREET SUBDIVISION PROJECTSITE Stormwater Pollution Prevention Plan Appendix G FEMA FIRM Floodplain Mapping Not to Scale FEMA FLOOD PLAIN MAP Source: FEMA Online Database NEW STREET SUBDIVISION PROJECTSITE Stormwater Pollution Prevention Plan Appendix G USFWS Threatened and Endangered Species Screening (IPac) 04/05/2024 13:15:48 UTC United States Department of the Interior FISH AND WILDLIFE SERVICE New York Ecological Services Field Office 3817 Luker Road Cortland, NY 13045-9385 Phone: (607) 753-9334 Fax: (607) 753-9699 Email Address: fw5es_nyfo@fws.gov In Reply Refer To: Project Code: 2024-0073291 Project Name: New Street Subdivision Subject:List of threatened and endangered species that may occur in your proposed project location or may be affected by your proposed project To Whom It May Concern: The enclosed species list identifies threatened, endangered, proposed, and candidate species, as well as proposed and final designated critical habitat, that may occur within the boundary of your proposed project and/or may be affected by your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.). New information based on updated surveys, changes in the abundance and distribution of species, changed habitat conditions, or other factors could change this list. Please feel free to contact us if you need more current information or assistance regarding the potential impacts to federally proposed, listed, and candidate species and federally designated and proposed critical habitat. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the Act, the accuracy of this species list should be verified after 90 days. This verification can be completed formally or informally as desired. The Service recommends that verification be completed by visiting the IPaC website at regular intervals during project planning and implementation for updates to species lists and information. An updated list may be requested through IPaC by completing the same process used to receive the enclosed list. The purpose of the Act is to provide a means whereby threatened and endangered species and the ecosystems upon which they depend may be conserved. Under sections 7(a)(1) and 7(a)(2) of the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to utilize their authorities to carry out programs for the conservation of threatened and endangered species and to determine whether projects may affect threatened and endangered species and/or designated critical habitat. A Biological Assessment is required for construction projects (or other undertakings having similar physical impacts) that are major Federal actions significantly affecting the quality of the human environment as defined in the National Environmental Policy Act (42 U.S.C. 4332(2) Project code: 2024-0073291 04/05/2024 13:15:48 UTC 2 of 7 (c)). For projects other than major construction activities, the Service suggests that a biological evaluation similar to a Biological Assessment be prepared to determine whether the project may affect listed or proposed species and/or designated or proposed critical habitat. Recommended contents of a Biological Assessment are described at 50 CFR 402.12. If a Federal agency determines, based on the Biological Assessment or biological evaluation, that listed species and/or designated critical habitat may be affected by the proposed project, the agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Service recommends that candidate species, proposed species and proposed critical habitat be addressed within the consultation. More information on the regulations and procedures for section 7 consultation, including the role of permit or license applicants, can be found in the "Endangered Species Consultation Handbook" at: https://www.fws.gov/sites/default/files/documents/ endangered-species-consultation-handbook.pdf Migratory Birds: In addition to responsibilities to protect threatened and endangered species under the Endangered Species Act (ESA), there are additional responsibilities under the Migratory Bird Treaty Act (MBTA) and the Bald and Golden Eagle Protection Act (BGEPA) to protect native birds from project-related impacts. Any activity, intentional or unintentional, resulting in take of migratory birds, including eagles, is prohibited unless otherwise permitted by the U.S. Fish and Wildlife Service (50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)). For more information regarding these Acts, see Migratory Bird Permit | What We Do | U.S. Fish & Wildlife Service (fws.gov). The MBTA has no provision for allowing take of migratory birds that may be unintentionally killed or injured by otherwise lawful activities. It is the responsibility of the project proponent to comply with these Acts by identifying potential impacts to migratory birds and eagles within applicable NEPA documents (when there is a federal nexus) or a Bird/Eagle Conservation Plan (when there is no federal nexus). Proponents should implement conservation measures to avoid or minimize the production of project-related stressors or minimize the exposure of birds and their resources to the project-related stressors. For more information on avian stressors and recommended conservation measures, see https://www.fws.gov/library/collections/threats-birds. In addition to MBTA and BGEPA, Executive Order 13186: Responsibilities of Federal Agencies to Protect Migratory Birds, obligates all Federal agencies that engage in or authorize activities that might affect migratory birds, to minimize those effects and encourage conservation measures that will improve bird populations. Executive Order 13186 provides for the protection of both migratory birds and migratory bird habitat. For information regarding the implementation of Executive Order 13186, please visit https://www.fws.gov/partner/council-conservation- migratory-birds. We appreciate your concern for threatened and endangered species. The Service encourages Federal agencies to include conservation of threatened and endangered species into their project planning to further the purposes of the Act. Please include the Consultation Code in the header of this letter with any request for consultation or correspondence about your project that you submit to our office. Project code: 2024-0073291 04/05/2024 13:15:48 UTC 3 of 7 ▪ Attachment(s): Official Species List OFFICIAL SPECIES LIST This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: New York Ecological Services Field Office 3817 Luker Road Cortland, NY 13045-9385 (607) 753-9334 Project code: 2024-0073291 04/05/2024 13:15:48 UTC 4 of 7 PROJECT SUMMARY Project Code:2024-0073291 Project Name:New Street Subdivision Project Type:Residential Construction Project Description:This project involves the development of 20 lots with 18 two-family lots (36 units total), one lot for a relocated maintenance building and one lot for recreation. The project also includes the construction of a new public road, extension of public water and sewer and there shall be provisions for managing stormwater runoff. Project Location: The approximate location of the project can be viewed in Google Maps: https:// www.google.com/maps/@43.070890250000005,-73.79558572671115,14z Counties:Saratoga County, New York Project code: 2024-0073291 04/05/2024 13:15:48 UTC 5 of 7 1. ENDANGERED SPECIES ACT SPECIES There is a total of 4 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheries , as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce. 1 Project code: 2024-0073291 04/05/2024 13:15:48 UTC 6 of 7 MAMMALS NAME STATUS Northern Long-eared Bat Myotis septentrionalis No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/9045 Endangered Tricolored Bat Perimyotis subflavus No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/10515 Proposed Endangered INSECTS NAME STATUS Karner Blue Butterfly Lycaeides melissa samuelis There is proposed critical habitat for this species. Species profile: https://ecos.fws.gov/ecp/species/6656 Endangered Monarch Butterfly Danaus plexippus No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/9743 Candidate CRITICAL HABITATS THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S JURISDICTION. YOU ARE STILL REQUIRED TO DETERMINE IF YOUR PROJECT(S) MAY HAVE EFFECTS ON ALL ABOVE LISTED SPECIES. Project code: 2024-0073291 04/05/2024 13:15:48 UTC 7 of 7 IPAC USER CONTACT INFORMATION Agency:MJ Engineering and Land Surveying Name:Madison Bertolino Address:21 Corporate Drive City:Clifton Park State:NY Zip:12065 Email mbertolino@mjels.com Phone:5183710799 Stormwater Pollution Prevention Plan Appendix G SHPO CRIS Historic Places Screening Maps and Letters Not to Scale NYSOPRHP CULTURAL ANDARCHEOLOGICAL RESOURCE MAP Source: NYSOPRHP CRIS Database NEW STREET SUBDIVISION PROJECTSITE KATHY HOCHUL Governor RANDY SIMONS Commissioner Pro Tempore June 13, 2024 Walter Lippmann Project Manager MJ Engineering MJ Engineering & Land Surv, PC 21 Corporate Drive Clifton Park, NY 12065 Re: DEC New Street Subdivision/Building Conversion 25 New St, Saratoga Springs, Saratoga County, NY 12866 24PR04372 Dear Walter Lippmann: 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. Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. If you have any questions, please contact Leslie Krupa at the following email address: Leslie.Krupa@parks.ny.gov Sincerely, R. Daniel Mackay Deputy Commissioner for Historic Preservation Division for Historic Preservation New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo Stormwater Pollution Prevention Plan Appendix H Pre-Development Watershed Delineation Map NEW STREETEMPIRE AVENUEJOSEPH STREETELM STREETSOUTH ST.ALETTA ST.ELM STREETDP1File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\04 - Utilities\01 - Stormwater\MJ1588.03_WATERSHED.dwg (Layout: FIG-1 )Date: Wed, May 08, 2024 - 8:58 AM (Name: aborza)DATE:MJ PROJ. No.:CONTRACT No.:SCALE:DATENo.DESCRIPTIONSUBMITTAL / REVISIONSPROJ. MANAGER:REVIEWED BY:BYDATEDESIGNED BY:DRAWN BY:CHECKED BY:FIG-1THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESSDONE UNDER THE DIRECTION OF A COMPARABLEPROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT,ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECTFOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THENEW YORK STATE EDUCATION LAW AND/OR REGULATIONSAND IS A CLASS "A" MISDEMEANOR.NOT FOR CONSTRUCT ION Engineeringand Land Surveying, P.C.AS SHOWNWLABABWLNEW STREET SUBDIVISIONCITY OF SARATOGA SPRINGS, NEW YORK-1588.03-PRE-DEVELOPMENT WATERSHED LEGEND:DP1PRE-DEVELOPMENTWATERSHED DELINEATION MAP050'100'100'N Stormwater Pollution Prevention Plan Appendix H Pre-Development HydroCAD Model E1-1 E1-2 E1-3E1-4E1-5 EX CB3 CB EX CB4 CB 1L Routing Diagram for MJ1588.02_PRE Prepared by MJ Engineering & Land Survey, Printed 5/17/2024 HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link MJ1588 PRE-Development Watershed MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 2HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 6.853 39 >75% Grass cover, Good, HSG A (E1-1, E1-2, E1-3, E1-4, E1-5) 0.272 96 Gravel surface, HSG A (E1-2, E1-3, E1-4, E1-5) 2.077 98 Paved parking, HSG A (E1-1, E1-2, E1-3, E1-4, E1-5) 0.088 98 Roofs, HSG A (E1-4) 9.290 54 TOTAL AREA MJ1588 PRE-Development Watershed MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 3HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 9.290 HSG A E1-1, E1-2, E1-3, E1-4, E1-5 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 9.290 TOTAL AREA MJ1588 PRE-Development Watershed MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 4HydroCAD® 10.20-3c s/n 04261 © 2023 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 6.853 0.000 0.000 0.000 0.000 6.853 >75% Grass cover, Good E1-1, E1-2, E1-3, E1-4, E1-5 0.272 0.000 0.000 0.000 0.000 0.272 Gravel surface E1-2, E1-3, E1-4, E1-5 2.077 0.000 0.000 0.000 0.000 2.077 Paved parking E1-1, E1-2, E1-3, E1-4, E1-5 0.088 0.000 0.000 0.000 0.000 0.088 Roofs E1-4 9.290 0.000 0.000 0.000 0.000 9.290 TOTAL AREA MJ1588 PRE-Development Watershed MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 5HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 EX CB3 304.19 303.31 481.0 0.0018 0.013 0.0 12.0 0.0 2 EX CB4 303.21 302.79 67.0 0.0063 0.013 0.0 12.0 0.0 MJ1588 PRE-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 6HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,920 sf 72.74% Impervious Runoff Depth=0.82"Subcatchment E1-1: Flow Length=253' Slope=0.0080 '/' Tc=17.4 min CN=82 Runoff=0.79 cfs 0.056 af Runoff Area=36,715 sf 6.96% Impervious Runoff Depth=0.00"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=98,520 sf 28.09% Impervious Runoff Depth=0.08"Subcatchment E1-3: Flow Length=335' Slope=0.0140 '/' Tc=14.1 min CN=58 Runoff=0.03 cfs 0.015 af Runoff Area=47,242 sf 52.72% Impervious Runoff Depth=0.40"Subcatchment E1-4: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=72 Runoff=0.46 cfs 0.037 af Runoff Area=186,258 sf 7.00% Impervious Runoff Depth=0.00"Subcatchment E1-5: Tc=0.0 min CN=44 Runoff=0.00 cfs 0.000 af Peak Elev=304.31' Inflow=0.03 cfs 0.015 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=0.03 cfs 0.015 af Peak Elev=303.60' Inflow=0.46 cfs 0.052 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.46 cfs 0.052 af Inflow=1.25 cfs 0.108 afLink 1L: Primary=1.25 cfs 0.108 af Total Runoff Area = 9.290 ac Runoff Volume = 0.108 af Average Runoff Depth = 0.14" 76.69% Pervious = 7.125 ac 23.31% Impervious = 2.165 ac MJ1588 PRE-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 7HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 0.79 cfs @ 12.11 hrs, Volume= 0.056 af, Depth= 0.82" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 9,793 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,127 98 Paved parking, HSG A 0 98 Roofs, HSG A 35,920 82 Weighted Average 9,793 27.26% Pervious Area 26,127 72.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0080 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.4 120 0.0080 1.44 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0080 1.82 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 17.4 253 Total Summary for Subcatchment E1-2: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 31,808 39 >75% Grass cover, Good, HSG A 2,350 96 Gravel surface, HSG A 2,557 98 Paved parking, HSG A 0 98 Roofs, HSG A 36,715 47 Weighted Average 34,158 93.04% Pervious Area 2,557 6.96% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 8HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0100 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.0 100 0.0100 1.61 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 15.3 200 Total Summary for Subcatchment E1-3: Runoff = 0.03 cfs @ 12.55 hrs, Volume= 0.015 af, Depth= 0.08" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 66,166 39 >75% Grass cover, Good, HSG A 4,680 96 Gravel surface, HSG A 27,674 98 Paved parking, HSG A 0 98 Roofs, HSG A 98,520 58 Weighted Average 70,846 71.91% Pervious Area 27,674 28.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 65 0.0140 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.0 10 0.0140 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0140 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 35 0.0140 1.90 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.4 200 0.0140 2.40 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.1 335 Total Summary for Subcatchment E1-4: Runoff = 0.46 cfs @ 12.09 hrs, Volume= 0.037 af, Depth= 0.40" Routed to Pond EX CB4 : MJ1588 PRE-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 9HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 20,359 39 >75% Grass cover, Good, HSG A 1,979 96 Gravel surface, HSG A 21,067 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 47,242 72 Weighted Average 22,338 47.28% Pervious Area 24,904 52.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total Summary for Subcatchment E1-5: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 170,371 39 >75% Grass cover, Good, HSG A 2,842 96 Gravel surface, HSG A 13,045 98 Paved parking, HSG A 0 98 Roofs, HSG A 186,258 44 Weighted Average 173,213 93.00% Pervious Area 13,045 7.00% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 10HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 3.105 ac, 22.35% Impervious, Inflow Depth = 0.06" for 1-yr event Inflow = 0.03 cfs @ 12.55 hrs, Volume= 0.015 af Outflow = 0.03 cfs @ 12.55 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 12.55 hrs, Volume= 0.015 af Routed to Pond EX CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.31' @ 12.52 hrs Flood Elev= 307.29' Device Routing Invert Outlet Devices #1 Primary 304.19'12.0" Round Culvert L= 481.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.19' / 303.31' S= 0.0018 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.03 cfs @ 12.55 hrs HW=304.31' TW=303.41' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.03 cfs @ 0.74 fps) Summary for Pond EX CB4: Inflow Area = 4.189 ac, 30.21% Impervious, Inflow Depth = 0.15" for 1-yr event Inflow = 0.46 cfs @ 12.10 hrs, Volume= 0.052 af Outflow = 0.46 cfs @ 12.10 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.10 hrs, Volume= 0.052 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.60' @ 12.10 hrs Flood Elev= 307.21' Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.46 cfs @ 12.10 hrs HW=303.60' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.46 cfs @ 2.45 fps) Summary for Link 1L: Inflow Area = 9.290 ac, 23.31% Impervious, Inflow Depth = 0.14" for 1-yr event Inflow = 1.25 cfs @ 12.10 hrs, Volume= 0.108 af Primary = 1.25 cfs @ 12.10 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588 PRE-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 11HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,920 sf 72.74% Impervious Runoff Depth=1.98"Subcatchment E1-1: Flow Length=253' Slope=0.0080 '/' Tc=17.4 min CN=82 Runoff=1.96 cfs 0.136 af Runoff Area=36,715 sf 6.96% Impervious Runoff Depth=0.17"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=47 Runoff=0.03 cfs 0.012 af Runoff Area=98,520 sf 28.09% Impervious Runoff Depth=0.55"Subcatchment E1-3: Flow Length=335' Slope=0.0140 '/' Tc=14.1 min CN=58 Runoff=1.20 cfs 0.104 af Runoff Area=47,242 sf 52.72% Impervious Runoff Depth=1.28"Subcatchment E1-4: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=72 Runoff=1.76 cfs 0.116 af Runoff Area=186,258 sf 7.00% Impervious Runoff Depth=0.10"Subcatchment E1-5: Tc=0.0 min CN=44 Runoff=0.05 cfs 0.037 af Peak Elev=305.32' Inflow=1.22 cfs 0.116 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=1.22 cfs 0.116 af Peak Elev=304.70' Inflow=2.97 cfs 0.232 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=2.97 cfs 0.232 af Inflow=4.93 cfs 0.404 afLink 1L: Primary=4.93 cfs 0.404 af Total Runoff Area = 9.290 ac Runoff Volume = 0.404 af Average Runoff Depth = 0.52" 76.69% Pervious = 7.125 ac 23.31% Impervious = 2.165 ac MJ1588 PRE-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 12HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 1.96 cfs @ 12.10 hrs, Volume= 0.136 af, Depth= 1.98" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 9,793 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,127 98 Paved parking, HSG A 0 98 Roofs, HSG A 35,920 82 Weighted Average 9,793 27.26% Pervious Area 26,127 72.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0080 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.4 120 0.0080 1.44 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0080 1.82 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 17.4 253 Total Summary for Subcatchment E1-2: Runoff = 0.03 cfs @ 12.43 hrs, Volume= 0.012 af, Depth= 0.17" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 31,808 39 >75% Grass cover, Good, HSG A 2,350 96 Gravel surface, HSG A 2,557 98 Paved parking, HSG A 0 98 Roofs, HSG A 36,715 47 Weighted Average 34,158 93.04% Pervious Area 2,557 6.96% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 13HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0100 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.0 100 0.0100 1.61 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 15.3 200 Total Summary for Subcatchment E1-3: Runoff = 1.20 cfs @ 12.09 hrs, Volume= 0.104 af, Depth= 0.55" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 66,166 39 >75% Grass cover, Good, HSG A 4,680 96 Gravel surface, HSG A 27,674 98 Paved parking, HSG A 0 98 Roofs, HSG A 98,520 58 Weighted Average 70,846 71.91% Pervious Area 27,674 28.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 65 0.0140 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.0 10 0.0140 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0140 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 35 0.0140 1.90 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.4 200 0.0140 2.40 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.1 335 Total Summary for Subcatchment E1-4: Runoff = 1.76 cfs @ 12.08 hrs, Volume= 0.116 af, Depth= 1.28" Routed to Pond EX CB4 : MJ1588 PRE-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 14HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 20,359 39 >75% Grass cover, Good, HSG A 1,979 96 Gravel surface, HSG A 21,067 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 47,242 72 Weighted Average 22,338 47.28% Pervious Area 24,904 52.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total Summary for Subcatchment E1-5: Runoff = 0.05 cfs @ 13.21 hrs, Volume= 0.037 af, Depth= 0.10" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 170,371 39 >75% Grass cover, Good, HSG A 2,842 96 Gravel surface, HSG A 13,045 98 Paved parking, HSG A 0 98 Roofs, HSG A 186,258 44 Weighted Average 173,213 93.00% Pervious Area 13,045 7.00% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 15HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 3.105 ac, 22.35% Impervious, Inflow Depth = 0.45" for 10-yr event Inflow = 1.22 cfs @ 12.10 hrs, Volume= 0.116 af Outflow = 1.22 cfs @ 12.10 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.10 hrs, Volume= 0.116 af Routed to Pond EX CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.32' @ 12.10 hrs Flood Elev= 307.29' Device Routing Invert Outlet Devices #1 Primary 304.19'12.0" Round Culvert L= 481.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.19' / 303.31' S= 0.0018 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.23 cfs @ 12.10 hrs HW=305.32' TW=304.69' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.23 cfs @ 1.73 fps) Summary for Pond EX CB4: Inflow Area = 4.189 ac, 30.21% Impervious, Inflow Depth = 0.66" for 10-yr event Inflow = 2.97 cfs @ 12.09 hrs, Volume= 0.232 af Outflow = 2.97 cfs @ 12.09 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.0 min Primary = 2.97 cfs @ 12.09 hrs, Volume= 0.232 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.70' @ 12.09 hrs Flood Elev= 307.21' Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.96 cfs @ 12.09 hrs HW=304.70' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.96 cfs @ 3.77 fps) Summary for Link 1L: Inflow Area = 9.290 ac, 23.31% Impervious, Inflow Depth = 0.52" for 10-yr event Inflow = 4.93 cfs @ 12.09 hrs, Volume= 0.404 af Primary = 4.93 cfs @ 12.09 hrs, Volume= 0.404 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588 PRE-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 16HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,920 sf 72.74% Impervious Runoff Depth=0.15"Subcatchment E1-1: Flow Length=253' Slope=0.0080 '/' Tc=17.4 min CN=82 Runoff=0.10 cfs 0.011 af Runoff Area=36,715 sf 6.96% Impervious Runoff Depth=0.00"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=98,520 sf 28.09% Impervious Runoff Depth=0.00"Subcatchment E1-3: Flow Length=335' Slope=0.0140 '/' Tc=14.1 min CN=58 Runoff=0.00 cfs 0.000 af Runoff Area=47,242 sf 52.72% Impervious Runoff Depth=0.02"Subcatchment E1-4: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=72 Runoff=0.00 cfs 0.002 af Runoff Area=186,258 sf 7.00% Impervious Runoff Depth=0.00"Subcatchment E1-5: Tc=0.0 min CN=44 Runoff=0.00 cfs 0.000 af Peak Elev=304.19' Inflow=0.00 cfs 0.000 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=0.00 cfs 0.000 af Peak Elev=303.24' Inflow=0.00 cfs 0.002 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.00 cfs 0.002 af Inflow=0.10 cfs 0.013 afLink 1L: Primary=0.10 cfs 0.013 af Total Runoff Area = 9.290 ac Runoff Volume = 0.013 af Average Runoff Depth = 0.02" 76.69% Pervious = 7.125 ac 23.31% Impervious = 2.165 ac MJ1588 PRE-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 17HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 0.10 cfs @ 12.14 hrs, Volume= 0.011 af, Depth= 0.15" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 9,793 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,127 98 Paved parking, HSG A 0 98 Roofs, HSG A 35,920 82 Weighted Average 9,793 27.26% Pervious Area 26,127 72.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0080 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.4 120 0.0080 1.44 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0080 1.82 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 17.4 253 Total Summary for Subcatchment E1-2: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 31,808 39 >75% Grass cover, Good, HSG A 2,350 96 Gravel surface, HSG A 2,557 98 Paved parking, HSG A 0 98 Roofs, HSG A 36,715 47 Weighted Average 34,158 93.04% Pervious Area 2,557 6.96% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 18HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0100 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.0 100 0.0100 1.61 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 15.3 200 Total Summary for Subcatchment E1-3: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 66,166 39 >75% Grass cover, Good, HSG A 4,680 96 Gravel surface, HSG A 27,674 98 Paved parking, HSG A 0 98 Roofs, HSG A 98,520 58 Weighted Average 70,846 71.91% Pervious Area 27,674 28.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 65 0.0140 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.0 10 0.0140 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0140 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 35 0.0140 1.90 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.4 200 0.0140 2.40 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.1 335 Total Summary for Subcatchment E1-4: Runoff = 0.00 cfs @ 13.80 hrs, Volume= 0.002 af, Depth= 0.02" Routed to Pond EX CB4 : MJ1588 PRE-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 19HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 20,359 39 >75% Grass cover, Good, HSG A 1,979 96 Gravel surface, HSG A 21,067 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 47,242 72 Weighted Average 22,338 47.28% Pervious Area 24,904 52.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total Summary for Subcatchment E1-5: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 170,371 39 >75% Grass cover, Good, HSG A 2,842 96 Gravel surface, HSG A 13,045 98 Paved parking, HSG A 0 98 Roofs, HSG A 186,258 44 Weighted Average 173,213 93.00% Pervious Area 13,045 7.00% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 20HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 3.105 ac, 22.35% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond EX CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.19' @ 0.00 hrs Flood Elev= 307.29' Device Routing Invert Outlet Devices #1 Primary 304.19'12.0" Round Culvert L= 481.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.19' / 303.31' S= 0.0018 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.19' TW=303.21' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond EX CB4: Inflow Area = 4.189 ac, 30.21% Impervious, Inflow Depth = 0.01" for 90% event Inflow = 0.00 cfs @ 13.80 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 13.80 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 13.80 hrs, Volume= 0.002 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.24' @ 13.80 hrs Flood Elev= 307.21' Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 13.80 hrs HW=303.24' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.00 cfs @ 0.57 fps) Summary for Link 1L: Inflow Area = 9.290 ac, 23.31% Impervious, Inflow Depth = 0.02" for 90% event Inflow = 0.10 cfs @ 12.14 hrs, Volume= 0.013 af Primary = 0.10 cfs @ 12.14 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588 PRE-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 21HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=35,920 sf 72.74% Impervious Runoff Depth=4.25"Subcatchment E1-1: Flow Length=253' Slope=0.0080 '/' Tc=17.4 min CN=82 Runoff=4.16 cfs 0.292 af Runoff Area=36,715 sf 6.96% Impervious Runoff Depth=1.06"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=47 Runoff=0.89 cfs 0.074 af Runoff Area=98,520 sf 28.09% Impervious Runoff Depth=1.93"Subcatchment E1-3: Flow Length=335' Slope=0.0140 '/' Tc=14.1 min CN=58 Runoff=5.58 cfs 0.364 af Runoff Area=47,242 sf 52.72% Impervious Runoff Depth=3.22"Subcatchment E1-4: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=72 Runoff=4.56 cfs 0.291 af Runoff Area=186,258 sf 7.00% Impervious Runoff Depth=0.85"Subcatchment E1-5: Tc=0.0 min CN=44 Runoff=6.55 cfs 0.302 af Peak Elev=334.96' Inflow=6.44 cfs 0.439 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=6.44 cfs 0.439 af Peak Elev=317.27' Inflow=10.99 cfs 0.730 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=10.99 cfs 0.730 af Inflow=16.23 cfs 1.324 afLink 1L: Primary=16.23 cfs 1.324 af Total Runoff Area = 9.290 ac Runoff Volume = 1.324 af Average Runoff Depth = 1.71" 76.69% Pervious = 7.125 ac 23.31% Impervious = 2.165 ac MJ1588 PRE-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 22HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 4.16 cfs @ 12.09 hrs, Volume= 0.292 af, Depth= 4.25" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 9,793 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,127 98 Paved parking, HSG A 0 98 Roofs, HSG A 35,920 82 Weighted Average 9,793 27.26% Pervious Area 26,127 72.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0080 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.4 120 0.0080 1.44 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0080 1.82 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 17.4 253 Total Summary for Subcatchment E1-2: Runoff = 0.89 cfs @ 12.10 hrs, Volume= 0.074 af, Depth= 1.06" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 31,808 39 >75% Grass cover, Good, HSG A 2,350 96 Gravel surface, HSG A 2,557 98 Paved parking, HSG A 0 98 Roofs, HSG A 36,715 47 Weighted Average 34,158 93.04% Pervious Area 2,557 6.96% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 23HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0100 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.0 100 0.0100 1.61 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 15.3 200 Total Summary for Subcatchment E1-3: Runoff = 5.58 cfs @ 12.07 hrs, Volume= 0.364 af, Depth= 1.93" Routed to Pond EX CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 66,166 39 >75% Grass cover, Good, HSG A 4,680 96 Gravel surface, HSG A 27,674 98 Paved parking, HSG A 0 98 Roofs, HSG A 98,520 58 Weighted Average 70,846 71.91% Pervious Area 27,674 28.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 65 0.0140 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.0 10 0.0140 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.2 10 0.0140 0.68 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0140 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 35 0.0140 1.90 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.4 200 0.0140 2.40 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.1 335 Total Summary for Subcatchment E1-4: Runoff = 4.56 cfs @ 12.07 hrs, Volume= 0.291 af, Depth= 3.22" Routed to Pond EX CB4 : MJ1588 PRE-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 24HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 20,359 39 >75% Grass cover, Good, HSG A 1,979 96 Gravel surface, HSG A 21,067 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 47,242 72 Weighted Average 22,338 47.28% Pervious Area 24,904 52.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total Summary for Subcatchment E1-5: Runoff = 6.55 cfs @ 11.91 hrs, Volume= 0.302 af, Depth= 0.85" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 170,371 39 >75% Grass cover, Good, HSG A 2,842 96 Gravel surface, HSG A 13,045 98 Paved parking, HSG A 0 98 Roofs, HSG A 186,258 44 Weighted Average 173,213 93.00% Pervious Area 13,045 7.00% Impervious Area MJ1588 PRE-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey Page 25HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 3.105 ac, 22.35% Impervious, Inflow Depth = 1.70" for 100-yr event Inflow = 6.44 cfs @ 12.08 hrs, Volume= 0.439 af Outflow = 6.44 cfs @ 12.08 hrs, Volume= 0.439 af, Atten= 0%, Lag= 0.0 min Primary = 6.44 cfs @ 12.08 hrs, Volume= 0.439 af Routed to Pond EX CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 334.96' @ 12.08 hrs Flood Elev= 307.29' Device Routing Invert Outlet Devices #1 Primary 304.19'12.0" Round Culvert L= 481.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.19' / 303.31' S= 0.0018 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=6.42 cfs @ 12.08 hrs HW=334.89' TW=317.24' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.42 cfs @ 8.18 fps) Summary for Pond EX CB4: Inflow Area = 4.189 ac, 30.21% Impervious, Inflow Depth = 2.09" for 100-yr event Inflow = 10.99 cfs @ 12.08 hrs, Volume= 0.730 af Outflow = 10.99 cfs @ 12.08 hrs, Volume= 0.730 af, Atten= 0%, Lag= 0.0 min Primary = 10.99 cfs @ 12.08 hrs, Volume= 0.730 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 317.27' @ 12.08 hrs Flood Elev= 307.21' Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=10.98 cfs @ 12.08 hrs HW=317.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.98 cfs @ 13.98 fps) Summary for Link 1L: Inflow Area = 9.290 ac, 23.31% Impervious, Inflow Depth = 1.71" for 100-yr event Inflow = 16.23 cfs @ 12.08 hrs, Volume= 1.324 af Primary = 16.23 cfs @ 12.08 hrs, Volume= 1.324 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588 PRE-Development Watershed Table of ContentsMJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (all nodes) 3 Soil Listing (all nodes) 4 Ground Covers (all nodes) 5 Pipe Listing (all nodes) 1-yr Event 6 Node Listing 7 Subcat E1-1: 8 Subcat E1-2: 9 Subcat E1-3: 9 Subcat E1-4: 10 Subcat E1-5: 10 Pond EX CB3: 11 Pond EX CB4: 11 Link 1L: 10-yr Event 11 Node Listing 12 Subcat E1-1: 13 Subcat E1-2: 14 Subcat E1-3: 14 Subcat E1-4: 15 Subcat E1-5: 15 Pond EX CB3: 16 Pond EX CB4: 16 Link 1L: 90% Event 16 Node Listing 17 Subcat E1-1: 18 Subcat E1-2: 19 Subcat E1-3: 19 Subcat E1-4: 20 Subcat E1-5: 20 Pond EX CB3: 21 Pond EX CB4: 21 Link 1L: 100-yr Event 21 Node Listing 22 Subcat E1-1: 23 Subcat E1-2: 24 Subcat E1-3: MJ1588 PRE-Development Watershed Table of ContentsMJ1588.02_PRE Printed 5/17/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC 24 Subcat E1-4: 25 Subcat E1-5: 25 Pond EX CB3: 26 Pond EX CB4: 26 Link 1L: Stormwater Pollution Prevention Plan Appendix I Post-Development Watershed Delineation Map NEW STREETEMPIRE AVENUEJOSEPH STREETELM STREETSOUTH ST.ALETTA ST.ELM STREETDP1File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\04 - Utilities\01 - Stormwater\MJ1588.03_WATERSHED.dwg (Layout: FIG-2 )Date: Thu, May 16, 2024 - 5:32 PM (Name: aborza)DATE:MJ PROJ. No.:CONTRACT No.:SCALE:DATENo.DESCRIPTIONSUBMITTAL / REVISIONSPROJ. MANAGER:REVIEWED BY:BYDATEDESIGNED BY:DRAWN BY:CHECKED BY:FIG-2THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESSDONE UNDER THE DIRECTION OF A COMPARABLEPROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT,ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECTFOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THENEW YORK STATE EDUCATION LAW AND/OR REGULATIONSAND IS A CLASS "A" MISDEMEANOR.NOT FOR CONSTRUCT ION Engineeringand Land Surveying, P.C.AS SHOWNWLABABWLNEW STREET SUBDIVISIONCITY OF SARATOGA SPRINGS, NEW YORK-1588.03-PRE-DEVELOPMENT WATERSHED LEGEND:DP1POST-DEVELOPMENTWATERSHED DELINEATION MAP050'100'100'N Stormwater Pollution Prevention Plan Appendix I Post-Development HydroCAD Model B1-8C P1-1 P1-10 P1-11 P1-2P1-3 P1-4P1-5 P1-6 P1-7 P1-8A P1-8B P1-9 1R 2R3R CB1 CB10 CB2CB3CB4CB5CB6CB7 CB8A CB8BCB8C CB9 INFILL1INFILL2 STMH1 STMH2STMH3STMH4STMH5 1L Routing Diagram for MJ1588.02_POST Prepared by MJ Engineering & Land Survey, Printed 6/4/2024 HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link MJ1588.02 Post-Development Watershed MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 2HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 5.431 39 >75% Grass cover, Good, HSG A (B1-8C, P1-1, P1-10, P1-11, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8A, P1-8B, P1-9) 0.272 96 Gravel surface, HSG A (B1-8C, P1-10, P1-8A, P1-8B) 2.384 98 Paved parking, HSG A (B1-8C, P1-1, P1-10, P1-11, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8A, P1-8B, P1-9) 1.203 98 Roofs, HSG A (P1-1, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7) 9.290 63 TOTAL AREA MJ1588.02 Post-Development Watershed MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 3HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 9.290 HSG A B1-8C, P1-1, P1-10, P1-11, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8A, P1-8B, P1-9 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 9.290 TOTAL AREA MJ1588.02 Post-Development Watershed MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 4HydroCAD® 10.20-3c s/n 04261 © 2023 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 5.431 0.000 0.000 0.000 0.000 5.431 >75% Grass cover, Good B1-8C, P1-1, P1-10, P1-11, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8A, P1-8B, P1-9 0.272 0.000 0.000 0.000 0.000 0.272 Gravel surface B1-8C, P1-10, P1-8A, P1-8B 2.384 0.000 0.000 0.000 0.000 2.384 Paved parking B1-8C, P1-1, P1-10, P1-11, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8A, P1-8B, P1-9 1.203 0.000 0.000 0.000 0.000 1.203 Roofs P1-1, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7 9.290 0.000 0.000 0.000 0.000 9.290 TOTAL AREA MJ1588.02 Post-Development Watershed MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 5HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 CB1 305.30 304.30 250.0 0.0040 0.013 0.0 12.0 0.0 2 CB10 303.21 302.79 67.0 0.0063 0.013 0.0 12.0 0.0 3 CB2 304.30 303.95 90.0 0.0039 0.013 0.0 15.0 0.0 4 CB3 305.30 304.30 250.0 0.0040 0.013 0.0 12.0 0.0 5 CB4 303.60 303.55 5.0 0.0100 0.013 0.0 24.0 0.0 6 CB5 305.30 304.30 250.0 0.0040 0.013 0.0 12.0 0.0 7 CB6 304.30 303.30 250.0 0.0040 0.013 0.0 15.0 0.0 8 CB7 303.30 303.25 8.0 0.0063 0.013 0.0 18.0 0.0 9 CB8A 304.55 304.00 130.0 0.0042 0.013 0.0 12.0 0.0 10 CB8B 304.55 304.05 125.0 0.0040 0.013 0.0 12.0 0.0 11 CB8C 303.05 302.50 265.0 0.0021 0.013 0.0 24.0 0.0 12 CB9 305.10 304.40 124.0 0.0056 0.013 0.0 12.0 0.0 13 INFILL1 303.55 303.55 8.0 0.0000 0.013 0.0 24.0 0.0 14 INFILL2 303.25 303.25 8.0 0.0000 0.013 0.0 24.0 0.0 15 STMH1 303.95 303.60 160.0 0.0022 0.013 0.0 18.0 0.0 16 STMH2 303.55 303.55 8.0 0.0000 0.013 0.0 24.0 0.0 17 STMH2 304.05 304.05 8.0 0.0000 0.013 0.0 12.0 0.0 18 STMH3 303.55 303.25 140.0 0.0021 0.013 0.0 24.0 0.0 19 STMH4 303.25 303.25 5.0 0.0000 0.013 0.0 24.0 0.0 20 STMH4 303.75 303.75 5.0 0.0000 0.013 0.0 12.0 0.0 21 STMH5 303.25 303.05 105.0 0.0019 0.020 0.0 24.0 0.0 MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 6HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=85,715 sf 8.17% Impervious Runoff Depth=0.00"Subcatchment B1-8C: Flow Length=185' Slope=0.0130 '/' Tc=13.5 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=15,779 sf 63.49% Impervious Runoff Depth=0.55"Subcatchment P1-1: Flow Length=136' Slope=0.0160 '/' Tc=10.5 min CN=76 Runoff=0.28 cfs 0.017 af Runoff Area=34,812 sf 5.27% Impervious Runoff Depth=0.00"Subcatchment P1-10: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=45 Runoff=0.00 cfs 0.000 af Runoff Area=24,912 sf 2.85% Impervious Runoff Depth=0.00"Subcatchment P1-11: Tc=0.0 min CN=41 Runoff=0.00 cfs 0.000 af Runoff Area=25,650 sf 76.35% Impervious Runoff Depth=0.93"Subcatchment P1-2: Flow Length=175' Tc=11.2 min CN=84 Runoff=0.80 cfs 0.045 af Runoff Area=26,312 sf 75.95% Impervious Runoff Depth=0.93"Subcatchment P1-3: Flow Length=184' Tc=10.4 min CN=84 Runoff=0.85 cfs 0.047 af Runoff Area=26,777 sf 76.30% Impervious Runoff Depth=0.93"Subcatchment P1-4: Flow Length=189' Tc=10.4 min CN=84 Runoff=0.86 cfs 0.047 af Runoff Area=27,225 sf 75.36% Impervious Runoff Depth=0.87"Subcatchment P1-5: Flow Length=200' Tc=11.9 min CN=83 Runoff=0.78 cfs 0.045 af Runoff Area=26,577 sf 75.35% Impervious Runoff Depth=0.87"Subcatchment P1-6: Flow Length=195' Tc=11.9 min CN=83 Runoff=0.76 cfs 0.044 af Runoff Area=26,547 sf 77.31% Impervious Runoff Depth=0.98"Subcatchment P1-7: Flow Length=198' Tc=12.8 min CN=85 Runoff=0.83 cfs 0.050 af Runoff Area=23,700 sf 10.58% Impervious Runoff Depth=0.00"Subcatchment P1-8A: Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=52,085 sf 13.16% Impervious Runoff Depth=0.02"Subcatchment P1-8B: Flow Length=210' Slope=0.0050 '/' Tc=20.5 min CN=52 Runoff=0.00 cfs 0.002 af Runoff Area=8,564 sf 72.80% Impervious Runoff Depth=0.82"Subcatchment P1-9: Flow Length=165' Tc=12.8 min CN=82 Runoff=0.22 cfs 0.013 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 1R: n=0.030 L=350.0' S=0.0076 '/' Capacity=23.19 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.05' Max Vel=0.39 fps Inflow=0.00 cfs 0.002 afReach 2R: n=0.030 L=160.0' S=0.0103 '/' Capacity=27.06 cfs Outflow=0.00 cfs 0.002 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 3R: n=0.030 L=400.0' S=0.0050 '/' Capacity=18.84 cfs Outflow=0.00 cfs 0.000 af MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 7HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=305.67' Storage=2 cf Inflow=0.28 cfs 0.017 afPond CB1: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.28 cfs 0.017 af Peak Elev=303.47' Storage=6 cf Inflow=0.22 cfs 0.013 afPond CB10: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.22 cfs 0.013 af Peak Elev=305.06' Storage=5 cf Inflow=1.08 cfs 0.062 afPond CB2: 15.0" Round Culvert n=0.013 L=90.0' S=0.0039 '/' Outflow=1.08 cfs 0.062 af Peak Elev=305.88' Storage=4 cf Inflow=0.85 cfs 0.047 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.85 cfs 0.047 af Peak Elev=304.64' Storage=7 cf Inflow=2.78 cfs 0.156 afPond CB4: 24.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' Outflow=2.78 cfs 0.156 af Peak Elev=305.91' Storage=4 cf Inflow=0.78 cfs 0.045 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.78 cfs 0.045 af Peak Elev=305.11' Storage=5 cf Inflow=1.53 cfs 0.090 afPond CB6: 15.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.53 cfs 0.090 af Peak Elev=304.31' Storage=6 cf Inflow=2.37 cfs 0.140 afPond CB7: 18.0" Round Culvert n=0.013 L=8.0' S=0.0063 '/' Outflow=2.37 cfs 0.140 af Peak Elev=304.55' Storage=0 cf Inflow=0.00 cfs 0.000 afPond CB8A: 12.0" Round Culvert n=0.013 L=130.0' S=0.0042 '/' Outflow=0.00 cfs 0.000 af Peak Elev=304.58' Storage=0 cf Inflow=0.00 cfs 0.002 afPond CB8B: 12.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=0.00 cfs 0.002 af Peak Elev=303.05' Storage=0 cf Inflow=0.00 cfs 0.000 afPond CB8C: 24.0" Round Culvert n=0.013 L=265.0' S=0.0021 '/' Outflow=0.00 cfs 0.000 af Peak Elev=305.36' Storage=2 cf Inflow=0.22 cfs 0.013 afPond CB9: 12.0" Round Culvert n=0.013 L=124.0' S=0.0056 '/' Outflow=0.22 cfs 0.013 af Peak Elev=303.62' Storage=1,417 cf Inflow=2.78 cfs 0.156 afPond INFILL1: Discarded=0.77 cfs 0.156 af Primary=0.01 cfs 0.000 af Outflow=0.77 cfs 0.156 af Peak Elev=302.93' Storage=627 cf Inflow=2.37 cfs 0.141 afPond INFILL2: Discarded=1.22 cfs 0.141 af Primary=0.00 cfs 0.000 af Outflow=1.22 cfs 0.141 af Peak Elev=304.82' Storage=11 cf Inflow=1.08 cfs 0.062 afPond STMH1: 18.0" Round Culvert n=0.013 L=160.0' S=0.0022 '/' Outflow=1.08 cfs 0.062 af Peak Elev=304.45' Storage=11 cf Inflow=2.78 cfs 0.156 afPond STMH2: Primary=2.46 cfs 0.152 af Secondary=0.32 cfs 0.004 af Outflow=2.78 cfs 0.156 af Peak Elev=303.62' Storage=1 cf Inflow=0.01 cfs 0.002 afPond STMH3: 24.0" Round Culvert n=0.013 L=140.0' S=0.0021 '/' Outflow=0.00 cfs 0.002 af MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 8HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=304.08' Storage=10 cf Inflow=2.37 cfs 0.141 afPond STMH4: Primary=2.14 cfs 0.138 af Secondary=0.23 cfs 0.003 af Outflow=2.37 cfs 0.141 af Peak Elev=303.25' Storage=0 cf Inflow=0.00 cfs 0.000 afPond STMH5: 24.0" Round Culvert n=0.020 L=105.0' S=0.0019 '/' Outflow=0.00 cfs 0.000 af Inflow=0.22 cfs 0.013 afLink 1L: Primary=0.22 cfs 0.013 af Total Runoff Area = 9.290 ac Runoff Volume = 0.311 af Average Runoff Depth = 0.40" 61.39% Pervious = 5.703 ac 38.61% Impervious = 3.586 ac MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 9HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B1-8C: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 3R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 74,062 39 >75% Grass cover, Good, HSG A 4,652 96 Gravel surface, HSG A 7,001 98 Paved parking, HSG A 0 98 Roofs, HSG A 85,715 47 Weighted Average 78,714 91.83% Pervious Area 7,001 8.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 85 0.0130 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.2 5 0.0130 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.8 85 0.0130 1.84 Shallow Concentrated Flow, 5 Unpaved Kv= 16.1 fps 13.5 185 Total Summary for Subcatchment P1-1: Runoff = 0.28 cfs @ 12.04 hrs, Volume= 0.017 af, Depth= 0.55" Routed to Pond CB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 5,761 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,587 98 Paved parking, HSG A 3,431 98 Roofs, HSG A 15,779 76 Weighted Average 5,761 36.51% Pervious Area 10,018 63.49% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 10HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 80 0.0160 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.2 36 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 10.5 136 Total Summary for Subcatchment P1-10: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond CB10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 31,328 39 >75% Grass cover, Good, HSG A 1,650 96 Gravel surface, HSG A 1,834 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,812 45 Weighted Average 32,978 94.73% Pervious Area 1,834 5.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 11HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 24,202 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 710 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,912 41 Weighted Average 24,202 97.15% Pervious Area 710 2.85% Impervious Area Summary for Subcatchment P1-2: Runoff = 0.80 cfs @ 12.03 hrs, Volume= 0.045 af, Depth= 0.93" Routed to Pond CB2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 6,067 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,401 98 Paved parking, HSG A 8,182 98 Roofs, HSG A 25,650 84 Weighted Average 6,067 23.65% Pervious Area 19,583 76.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 55 0.0100 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 75 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 175 Total MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 12HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 0.85 cfs @ 12.03 hrs, Volume= 0.047 af, Depth= 0.93" Routed to Pond CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 6,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,670 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,312 84 Weighted Average 6,329 24.05% Pervious Area 19,983 75.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 60 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 84 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 184 Total Summary for Subcatchment P1-4: Runoff = 0.86 cfs @ 12.03 hrs, Volume= 0.047 af, Depth= 0.93" Routed to Pond CB4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 6,345 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,381 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,777 84 Weighted Average 6,345 23.70% Pervious Area 20,432 76.30% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 13HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 55 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.6 5 0.0160 0.05 Sheet Flow, 3 Grass: Dense n= 0.240 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 89 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 189 Total Summary for Subcatchment P1-5: Runoff = 0.78 cfs @ 12.04 hrs, Volume= 0.045 af, Depth= 0.87" Routed to Pond CB5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 6,709 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,465 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 27,225 83 Weighted Average 6,709 24.64% Pervious Area 20,516 75.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 100 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 200 Total MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 14HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 0.76 cfs @ 12.04 hrs, Volume= 0.044 af, Depth= 0.87" Routed to Pond CB6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 6,550 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,714 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,577 83 Weighted Average 6,550 24.65% Pervious Area 20,027 75.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 95 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 195 Total Summary for Subcatchment P1-7: Runoff = 0.83 cfs @ 12.05 hrs, Volume= 0.050 af, Depth= 0.98" Routed to Pond CB7 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 6,024 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,472 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,547 85 Weighted Average 6,024 22.69% Pervious Area 20,523 77.31% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 15HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 60 0.0080 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 98 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 198 Total Summary for Subcatchment P1-8A: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 1R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 20,275 39 >75% Grass cover, Good, HSG A 918 96 Gravel surface, HSG A 2,507 98 Paved parking, HSG A 0 98 Roofs, HSG A 23,700 47 Weighted Average 21,193 89.42% Pervious Area 2,507 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 4.0 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P1-8B: Runoff = 0.00 cfs @ 23.99 hrs, Volume= 0.002 af, Depth= 0.02" Routed to Reach 2R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 16HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 40,600 39 >75% Grass cover, Good, HSG A 4,631 96 Gravel surface, HSG A 6,854 98 Paved parking, HSG A 0 98 Roofs, HSG A 52,085 52 Weighted Average 45,231 86.84% Pervious Area 6,854 13.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 100 0.0050 0.09 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.6 110 0.0050 1.14 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 20.5 210 Total Summary for Subcatchment P1-9: Runoff = 0.22 cfs @ 12.05 hrs, Volume= 0.013 af, Depth= 0.82" Routed to Pond CB9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.25" Area (sf) CN Description 2,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,235 98 Paved parking, HSG A 0 98 Roofs, HSG A 8,564 82 Weighted Average 2,329 27.20% Pervious Area 6,235 72.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 70 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 65 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 165 Total MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 17HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Pond CB8A : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 23.19 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 350.0' Slope= 0.0076 '/' Inlet Invert= 310.00', Outlet Invert= 307.35' Summary for Reach 2R: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 0.00 cfs @ 23.99 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 24.04 hrs, Volume= 0.002 af, Atten= 0%, Lag= 3.1 min Routed to Pond CB8B : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.39 fps, Min. Travel Time= 6.8 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 7.5 min Peak Storage= 1 cf @ 24.04 hrs Average Depth at Peak Storage= 0.05' , Surface Width= 0.27' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 27.06 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 160.0' Slope= 0.0103 '/' Inlet Invert= 309.00', Outlet Invert= 307.35' MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 18HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1.968 ac, 8.17% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 18.84 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 400.0' Slope= 0.0050 '/' Inlet Invert= 309.00', Outlet Invert= 307.00' Summary for Pond CB1: Inflow Area = 0.362 ac, 63.49% Impervious, Inflow Depth = 0.55" for 1-yr event Inflow = 0.28 cfs @ 12.04 hrs, Volume= 0.017 af Outflow = 0.28 cfs @ 12.04 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.1 min Primary = 0.28 cfs @ 12.04 hrs, Volume= 0.017 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.67' @ 12.04 hrs Surf.Area= 6 sf Storage= 2 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.5 min calculated for 0.017 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 881.0 - 880.5 ) MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 19HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.28 cfs @ 12.04 hrs HW=305.67' TW=305.06' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.28 cfs @ 1.56 fps) Summary for Pond CB10: Inflow Area = 8.718 ac, 40.95% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 0.22 cfs @ 12.05 hrs, Volume= 0.013 af Outflow = 0.22 cfs @ 12.06 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.1 min Primary = 0.22 cfs @ 12.06 hrs, Volume= 0.013 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.47' @ 12.06 hrs Surf.Area= 6 sf Storage= 6 cf Flood Elev= 307.20' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 6.8 min calculated for 0.013 af (99% of inflow) Center-of-Mass det. time= 2.0 min ( 860.3 - 858.3 ) Volume Invert Avail.Storage Storage Description #1 302.45' 36 cf 2.50'W x 2.50'L x 5.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.22 cfs @ 12.06 hrs HW=303.47' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.22 cfs @ 2.03 fps) Summary for Pond CB2: Inflow Area = 0.951 ac, 71.45% Impervious, Inflow Depth = 0.78" for 1-yr event Inflow = 1.08 cfs @ 12.03 hrs, Volume= 0.062 af Outflow = 1.08 cfs @ 12.04 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.1 min Primary = 1.08 cfs @ 12.04 hrs, Volume= 0.062 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 20HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.06' @ 12.05 hrs Surf.Area= 6 sf Storage= 5 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.2 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 857.4 - 857.2 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.95' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.06 cfs @ 12.04 hrs HW=305.06' TW=304.81' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.06 cfs @ 1.95 fps) Summary for Pond CB3: Inflow Area = 0.604 ac, 75.95% Impervious, Inflow Depth = 0.93" for 1-yr event Inflow = 0.85 cfs @ 12.03 hrs, Volume= 0.047 af Outflow = 0.85 cfs @ 12.03 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.03 hrs, Volume= 0.047 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.88' @ 12.03 hrs Surf.Area= 6 sf Storage= 4 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.3 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 848.0 - 847.7 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.85 cfs @ 12.03 hrs HW=305.88' TW=304.64' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.85 cfs @ 2.61 fps) MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 21HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 0.69" for 1-yr event Inflow = 2.78 cfs @ 12.03 hrs, Volume= 0.156 af Outflow = 2.78 cfs @ 12.03 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Primary = 2.78 cfs @ 12.03 hrs, Volume= 0.156 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.64' @ 12.04 hrs Surf.Area= 6 sf Storage= 7 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 28 cf Plug-Flow detention time= 0.2 min calculated for 0.156 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 852.0 - 851.9 ) Volume Invert Avail.Storage Storage Description #1 303.60' 34 cf 2.50'W x 2.50'L x 5.50'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.60'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.60' / 303.55' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.76 cfs @ 12.03 hrs HW=304.64' TW=304.45' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.76 cfs @ 1.67 fps) Summary for Pond CB5: Inflow Area = 0.625 ac, 75.36% Impervious, Inflow Depth = 0.87" for 1-yr event Inflow = 0.78 cfs @ 12.04 hrs, Volume= 0.045 af Outflow = 0.78 cfs @ 12.04 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.1 min Primary = 0.78 cfs @ 12.04 hrs, Volume= 0.045 af Routed to Pond CB6 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.91' @ 12.05 hrs Surf.Area= 6 sf Storage= 4 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.3 min calculated for 0.045 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 853.4 - 853.1 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 22HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=0.77 cfs @ 12.04 hrs HW=305.91' TW=305.11' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.77 cfs @ 2.22 fps) Summary for Pond CB6: Inflow Area = 1.235 ac, 75.36% Impervious, Inflow Depth = 0.87" for 1-yr event Inflow = 1.53 cfs @ 12.04 hrs, Volume= 0.090 af Outflow = 1.53 cfs @ 12.04 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary = 1.53 cfs @ 12.04 hrs, Volume= 0.090 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.11' @ 12.05 hrs Surf.Area= 6 sf Storage= 5 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.2 min calculated for 0.090 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 853.4 - 853.2 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.53 cfs @ 12.04 hrs HW=305.11' TW=304.31' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.53 cfs @ 2.56 fps) Summary for Pond CB7: Inflow Area = 1.845 ac, 76.00% Impervious, Inflow Depth = 0.91" for 1-yr event Inflow = 2.37 cfs @ 12.05 hrs, Volume= 0.140 af Outflow = 2.37 cfs @ 12.05 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary = 2.37 cfs @ 12.05 hrs, Volume= 0.140 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.31' @ 12.05 hrs Surf.Area= 6 sf Storage= 6 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 0.2 min calculated for 0.140 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 850.9 - 850.8 ) Volume Invert Avail.Storage Storage Description #1 303.30' 36 cf 2.50'W x 2.50'L x 5.80'H Prismatoid MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 23HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 303.30'18.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.30' / 303.25' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.35 cfs @ 12.05 hrs HW=304.31' TW=304.08' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.35 cfs @ 1.85 fps) Summary for Pond CB8A: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.55' @ 0.00 hrs Surf.Area= 6 sf Storage= 0 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 130.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.00' S= 0.0042 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.55' TW=303.95' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB8B: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 0.00 cfs @ 24.04 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 24.05 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.5 min Primary = 0.00 cfs @ 24.05 hrs, Volume= 0.002 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.58' @ 24.05 hrs Surf.Area= 6 sf Storage= 0 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 1.6 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 1,201.4 - 1,199.8 ) MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 24HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.05' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 24.05 hrs HW=304.58' TW=303.59' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.00 cfs @ 0.47 fps) Summary for Pond CB8C: Inflow Area = 7.722 ac, 43.83% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.05' @ 0.00 hrs Surf.Area= 9 sf Storage= 0 cf Flood Elev= 307.00' Surf.Area= 9 sf Storage= 36 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 303.05' 45 cf 3.00'W x 3.00'L x 4.95'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.05'24.0" Round Culvert L= 265.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.05' / 302.50' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.05' TW=302.45' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: Inflow Area = 0.197 ac, 72.80% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 0.22 cfs @ 12.05 hrs, Volume= 0.013 af Outflow = 0.22 cfs @ 12.05 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.1 min Primary = 0.22 cfs @ 12.05 hrs, Volume= 0.013 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 25HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.36' @ 12.05 hrs Surf.Area= 6 sf Storage= 2 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 19 cf Plug-Flow detention time= 0.7 min calculated for 0.013 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 858.3 - 857.9 ) Volume Invert Avail.Storage Storage Description #1 305.10' 25 cf 2.50'W x 2.50'L x 4.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.10'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.40' S= 0.0056 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.22 cfs @ 12.05 hrs HW=305.36' TW=303.47' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.22 cfs @ 2.00 fps) Summary for Pond INFILL1: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 0.69" for 1-yr event Inflow = 2.78 cfs @ 12.03 hrs, Volume= 0.156 af Outflow = 0.77 cfs @ 12.17 hrs, Volume= 0.156 af, Atten= 72%, Lag= 8.3 min Discarded = 0.77 cfs @ 11.92 hrs, Volume= 0.156 af Primary = 0.01 cfs @ 12.17 hrs, Volume= 0.000 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.62' @ 12.24 hrs Surf.Area= 5,520 sf Storage= 1,417 cf Flood Elev= 306.55' Surf.Area= 5,520 sf Storage= 12,348 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 9.2 min ( 861.5 - 852.3 ) Volume Invert Avail.Storage Storage Description #1 303.55' 7,701 cf Cultec R-330XLHD x 147 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 303.05' 4,648 cf 16.00'W x 345.00'L x 3.50'H Prismatoid 19,320 cf Overall - 7,701 cf Embedded = 11,619 cf x 40.0% Voids 12,348 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.05'6.000 in/hr Exfiltration over Surface area MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 26HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.77 cfs @ 11.92 hrs HW=303.09' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=0.00 cfs @ 12.17 hrs HW=303.61' TW=303.60' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.00 cfs @ 0.21 fps) Summary for Pond INFILL2: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.29" for 1-yr event Inflow = 2.37 cfs @ 12.05 hrs, Volume= 0.141 af Outflow = 1.22 cfs @ 12.00 hrs, Volume= 0.141 af, Atten= 49%, Lag= 0.0 min Discarded = 1.22 cfs @ 12.00 hrs, Volume= 0.141 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 302.93' @ 12.18 hrs Surf.Area= 8,768 sf Storage= 627 cf Flood Elev= 306.25' Surf.Area= 8,768 sf Storage= 19,618 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.9 min ( 857.3 - 855.4 ) Volume Invert Avail.Storage Storage Description #1 303.25' 12,238 cf Cultec R-330XLHD x 234 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 302.75' 7,380 cf 16.00'W x 548.00'L x 3.50'H Prismatoid 30,688 cf Overall - 12,238 cf Embedded = 18,450 cf x 40.0% Voids 19,618 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 302.75'6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.22 cfs @ 12.00 hrs HW=302.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.75' TW=303.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 27HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 1.495 ac, 49.30% Impervious, Inflow Depth = 0.50" for 1-yr event Inflow = 1.08 cfs @ 12.04 hrs, Volume= 0.062 af Outflow = 1.08 cfs @ 12.04 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.1 min Primary = 1.08 cfs @ 12.04 hrs, Volume= 0.062 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.82' @ 12.04 hrs Surf.Area= 13 sf Storage= 11 cf Flood Elev= 309.30' Surf.Area= 13 sf Storage= 67 cf Plug-Flow detention time= 0.5 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 857.9 - 857.4 ) Volume Invert Avail.Storage Storage Description #1 303.95' 80 cf 4.00'D x 6.35'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.95'18.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.95' / 303.60' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.07 cfs @ 12.04 hrs HW=304.81' TW=304.64' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.07 cfs @ 1.46 fps) Summary for Pond STMH2: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 0.69" for 1-yr event Inflow = 2.78 cfs @ 12.03 hrs, Volume= 0.156 af Outflow = 2.78 cfs @ 12.03 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Primary = 2.46 cfs @ 12.03 hrs, Volume= 0.152 af Routed to Pond INFILL1 : Secondary = 0.32 cfs @ 12.03 hrs, Volume= 0.004 af Routed to Pond INFILL1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.45' @ 12.03 hrs Surf.Area= 13 sf Storage= 11 cf Flood Elev= 308.55' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.4 min calculated for 0.156 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 852.3 - 852.0 ) Volume Invert Avail.Storage Storage Description #1 303.55' 72 cf 4.00'D x 5.70'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 28HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 304.05'12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.05' / 304.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.46 cfs @ 12.03 hrs HW=304.45' TW=303.37' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.46 cfs @ 2.65 fps) Secondary OutFlow Max=0.32 cfs @ 12.03 hrs HW=304.45' TW=303.37' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.32 cfs @ 1.66 fps) Summary for Pond STMH3: Inflow Area = 3.910 ac, 46.61% Impervious, Inflow Depth = 0.01" for 1-yr event Inflow = 0.01 cfs @ 12.17 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 24.11 hrs, Volume= 0.002 af, Atten= 59%, Lag= 716.5 min Primary = 0.00 cfs @ 24.11 hrs, Volume= 0.002 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.62' @ 12.33 hrs Surf.Area= 13 sf Storage= 1 cf Flood Elev= 309.65' Surf.Area= 13 sf Storage= 77 cf Plug-Flow detention time= 3.8 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 3.9 min ( 1,199.3 - 1,195.4 ) Volume Invert Avail.Storage Storage Description #1 303.55' 89 cf 4.00'D x 7.10'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.25' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 24.11 hrs HW=303.59' TW=303.36' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.00 cfs @ 0.31 fps) Summary for Pond STMH4: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.29" for 1-yr event Inflow = 2.37 cfs @ 12.05 hrs, Volume= 0.141 af Outflow = 2.37 cfs @ 12.05 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Primary = 2.14 cfs @ 12.05 hrs, Volume= 0.138 af Routed to Pond INFILL2 : Secondary = 0.23 cfs @ 12.05 hrs, Volume= 0.003 af Routed to Pond INFILL2 : MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 29HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.08' @ 12.05 hrs Surf.Area= 13 sf Storage= 10 cf Flood Elev= 308.25' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.4 min calculated for 0.141 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 855.4 - 855.1 ) Volume Invert Avail.Storage Storage Description #1 303.25' 75 cf 4.00'D x 6.00'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 303.75'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.75' / 303.75' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.14 cfs @ 12.05 hrs HW=304.08' TW=302.84' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.14 cfs @ 2.58 fps) Secondary OutFlow Max=0.23 cfs @ 12.05 hrs HW=304.08' TW=302.84' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.23 cfs @ 1.53 fps) Summary for Pond STMH5: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.25' @ 0.00 hrs Surf.Area= 13 sf Storage= 0 cf Flood Elev= 309.05' Surf.Area= 13 sf Storage= 73 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 303.25' 85 cf 4.00'D x 6.80'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 105.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.05' S= 0.0019 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 3.14 sf MJ1588.02 Post-Development Watershed Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 30HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.25' TW=303.05' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Link 1L: Inflow Area = 9.290 ac, 38.61% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 0.22 cfs @ 12.06 hrs, Volume= 0.013 af Primary = 0.22 cfs @ 12.06 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 31HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=85,715 sf 8.17% Impervious Runoff Depth=0.17"Subcatchment B1-8C: Flow Length=185' Slope=0.0130 '/' Tc=13.5 min CN=47 Runoff=0.07 cfs 0.028 af Runoff Area=15,779 sf 63.49% Impervious Runoff Depth=1.54"Subcatchment P1-1: Flow Length=136' Slope=0.0160 '/' Tc=10.5 min CN=76 Runoff=0.84 cfs 0.047 af Runoff Area=34,812 sf 5.27% Impervious Runoff Depth=0.12"Subcatchment P1-10: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=45 Runoff=0.01 cfs 0.008 af Runoff Area=24,912 sf 2.85% Impervious Runoff Depth=0.05"Subcatchment P1-11: Tc=0.0 min CN=41 Runoff=0.00 cfs 0.002 af Runoff Area=25,650 sf 76.35% Impervious Runoff Depth=2.14"Subcatchment P1-2: Flow Length=175' Tc=11.2 min CN=84 Runoff=1.86 cfs 0.105 af Runoff Area=26,312 sf 75.95% Impervious Runoff Depth=2.14"Subcatchment P1-3: Flow Length=184' Tc=10.4 min CN=84 Runoff=1.96 cfs 0.108 af Runoff Area=26,777 sf 76.30% Impervious Runoff Depth=2.14"Subcatchment P1-4: Flow Length=189' Tc=10.4 min CN=84 Runoff=1.99 cfs 0.110 af Runoff Area=27,225 sf 75.36% Impervious Runoff Depth=2.06"Subcatchment P1-5: Flow Length=200' Tc=11.9 min CN=83 Runoff=1.85 cfs 0.107 af Runoff Area=26,577 sf 75.35% Impervious Runoff Depth=2.06"Subcatchment P1-6: Flow Length=195' Tc=11.9 min CN=83 Runoff=1.81 cfs 0.105 af Runoff Area=26,547 sf 77.31% Impervious Runoff Depth=2.23"Subcatchment P1-7: Flow Length=198' Tc=12.8 min CN=85 Runoff=1.89 cfs 0.113 af Runoff Area=23,700 sf 10.58% Impervious Runoff Depth=0.17"Subcatchment P1-8A: Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=47 Runoff=0.02 cfs 0.008 af Runoff Area=52,085 sf 13.16% Impervious Runoff Depth=0.32"Subcatchment P1-8B: Flow Length=210' Slope=0.0050 '/' Tc=20.5 min CN=52 Runoff=0.18 cfs 0.032 af Runoff Area=8,564 sf 72.80% Impervious Runoff Depth=1.98"Subcatchment P1-9: Flow Length=165' Tc=12.8 min CN=82 Runoff=0.54 cfs 0.032 af Avg. Flow Depth=0.10' Max Vel=0.58 fps Inflow=0.02 cfs 0.008 afReach 1R: n=0.030 L=350.0' S=0.0076 '/' Capacity=23.19 cfs Outflow=0.02 cfs 0.008 af Avg. Flow Depth=0.23' Max Vel=1.14 fps Inflow=0.18 cfs 0.032 afReach 2R: n=0.030 L=160.0' S=0.0103 '/' Capacity=27.06 cfs Outflow=0.18 cfs 0.032 af Avg. Flow Depth=0.18' Max Vel=0.67 fps Inflow=0.07 cfs 0.028 afReach 3R: n=0.030 L=400.0' S=0.0050 '/' Capacity=18.84 cfs Outflow=0.06 cfs 0.028 af MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 32HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=306.15' Storage=5 cf Inflow=0.84 cfs 0.047 afPond CB1: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.84 cfs 0.047 af Peak Elev=303.63' Storage=7 cf Inflow=0.54 cfs 0.084 afPond CB10: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.54 cfs 0.084 af Peak Elev=305.82' Storage=10 cf Inflow=2.70 cfs 0.152 afPond CB2: 15.0" Round Culvert n=0.013 L=90.0' S=0.0039 '/' Outflow=2.69 cfs 0.152 af Peak Elev=306.35' Storage=7 cf Inflow=1.96 cfs 0.108 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.96 cfs 0.108 af Peak Elev=305.28' Storage=11 cf Inflow=6.63 cfs 0.377 afPond CB4: 24.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' Outflow=6.63 cfs 0.377 af Peak Elev=307.01' Storage=11 cf Inflow=1.85 cfs 0.107 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.84 cfs 0.107 af Peak Elev=306.21' Storage=12 cf Inflow=3.65 cfs 0.212 afPond CB6: 15.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=3.65 cfs 0.212 af Peak Elev=305.16' Storage=12 cf Inflow=5.53 cfs 0.325 afPond CB7: 18.0" Round Culvert n=0.013 L=8.0' S=0.0063 '/' Outflow=5.53 cfs 0.325 af Peak Elev=305.08' Storage=3 cf Inflow=0.02 cfs 0.008 afPond CB8A: 12.0" Round Culvert n=0.013 L=130.0' S=0.0042 '/' Outflow=0.04 cfs 0.008 af Peak Elev=304.83' Storage=2 cf Inflow=0.18 cfs 0.032 afPond CB8B: 12.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=0.18 cfs 0.032 af Peak Elev=303.63' Storage=5 cf Inflow=0.42 cfs 0.043 afPond CB8C: 24.0" Round Culvert n=0.013 L=265.0' S=0.0021 '/' Outflow=0.39 cfs 0.043 af Peak Elev=305.52' Storage=3 cf Inflow=0.54 cfs 0.032 afPond CB9: 12.0" Round Culvert n=0.013 L=124.0' S=0.0056 '/' Outflow=0.54 cfs 0.032 af Peak Elev=304.43' Storage=5,119 cf Inflow=6.63 cfs 0.377 afPond INFILL1: Discarded=0.77 cfs 0.317 af Primary=1.76 cfs 0.060 af Outflow=2.53 cfs 0.377 af Peak Elev=303.69' Storage=4,996 cf Inflow=5.57 cfs 0.417 afPond INFILL2: Discarded=1.22 cfs 0.403 af Primary=0.60 cfs 0.015 af Outflow=1.82 cfs 0.418 af Peak Elev=305.50' Storage=19 cf Inflow=2.69 cfs 0.160 afPond STMH1: 18.0" Round Culvert n=0.013 L=160.0' S=0.0022 '/' Outflow=2.69 cfs 0.160 af Peak Elev=304.90' Storage=17 cf Inflow=6.63 cfs 0.377 afPond STMH2: Primary=5.28 cfs 0.346 af Secondary=1.35 cfs 0.031 af Outflow=6.63 cfs 0.377 af Peak Elev=304.48' Storage=12 cf Inflow=1.93 cfs 0.092 afPond STMH3: 24.0" Round Culvert n=0.013 L=140.0' S=0.0021 '/' Outflow=1.85 cfs 0.092 af MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 33HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=304.48' Storage=15 cf Inflow=5.57 cfs 0.417 afPond STMH4: Primary=4.51 cfs 0.390 af Secondary=1.06 cfs 0.027 af Outflow=5.57 cfs 0.417 af Peak Elev=303.71' Storage=6 cf Inflow=0.60 cfs 0.015 afPond STMH5: 24.0" Round Culvert n=0.020 L=105.0' S=0.0019 '/' Outflow=0.35 cfs 0.015 af Inflow=0.54 cfs 0.086 afLink 1L: Primary=0.54 cfs 0.086 af Total Runoff Area = 9.290 ac Runoff Volume = 0.806 af Average Runoff Depth = 1.04" 61.39% Pervious = 5.703 ac 38.61% Impervious = 3.586 ac MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 34HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B1-8C: Runoff = 0.07 cfs @ 12.40 hrs, Volume= 0.028 af, Depth= 0.17" Routed to Reach 3R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 74,062 39 >75% Grass cover, Good, HSG A 4,652 96 Gravel surface, HSG A 7,001 98 Paved parking, HSG A 0 98 Roofs, HSG A 85,715 47 Weighted Average 78,714 91.83% Pervious Area 7,001 8.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 85 0.0130 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.2 5 0.0130 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.8 85 0.0130 1.84 Shallow Concentrated Flow, 5 Unpaved Kv= 16.1 fps 13.5 185 Total Summary for Subcatchment P1-1: Runoff = 0.84 cfs @ 12.03 hrs, Volume= 0.047 af, Depth= 1.54" Routed to Pond CB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 5,761 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,587 98 Paved parking, HSG A 3,431 98 Roofs, HSG A 15,779 76 Weighted Average 5,761 36.51% Pervious Area 10,018 63.49% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 35HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 80 0.0160 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.2 36 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 10.5 136 Total Summary for Subcatchment P1-10: Runoff = 0.01 cfs @ 12.58 hrs, Volume= 0.008 af, Depth= 0.12" Routed to Pond CB10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 31,328 39 >75% Grass cover, Good, HSG A 1,650 96 Gravel surface, HSG A 1,834 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,812 45 Weighted Average 32,978 94.73% Pervious Area 1,834 5.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 36HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: Runoff = 0.00 cfs @ 17.47 hrs, Volume= 0.002 af, Depth= 0.05" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 24,202 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 710 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,912 41 Weighted Average 24,202 97.15% Pervious Area 710 2.85% Impervious Area Summary for Subcatchment P1-2: Runoff = 1.86 cfs @ 12.03 hrs, Volume= 0.105 af, Depth= 2.14" Routed to Pond CB2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 6,067 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,401 98 Paved parking, HSG A 8,182 98 Roofs, HSG A 25,650 84 Weighted Average 6,067 23.65% Pervious Area 19,583 76.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 55 0.0100 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 75 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 175 Total MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 37HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 1.96 cfs @ 12.02 hrs, Volume= 0.108 af, Depth= 2.14" Routed to Pond CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 6,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,670 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,312 84 Weighted Average 6,329 24.05% Pervious Area 19,983 75.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 60 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 84 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 184 Total Summary for Subcatchment P1-4: Runoff = 1.99 cfs @ 12.02 hrs, Volume= 0.110 af, Depth= 2.14" Routed to Pond CB4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 6,345 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,381 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,777 84 Weighted Average 6,345 23.70% Pervious Area 20,432 76.30% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 38HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 55 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.6 5 0.0160 0.05 Sheet Flow, 3 Grass: Dense n= 0.240 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 89 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 189 Total Summary for Subcatchment P1-5: Runoff = 1.85 cfs @ 12.04 hrs, Volume= 0.107 af, Depth= 2.06" Routed to Pond CB5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 6,709 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,465 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 27,225 83 Weighted Average 6,709 24.64% Pervious Area 20,516 75.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 100 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 200 Total MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 39HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 1.81 cfs @ 12.04 hrs, Volume= 0.105 af, Depth= 2.06" Routed to Pond CB6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 6,550 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,714 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,577 83 Weighted Average 6,550 24.65% Pervious Area 20,027 75.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 95 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 195 Total Summary for Subcatchment P1-7: Runoff = 1.89 cfs @ 12.05 hrs, Volume= 0.113 af, Depth= 2.23" Routed to Pond CB7 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 6,024 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,472 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,547 85 Weighted Average 6,024 22.69% Pervious Area 20,523 77.31% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 40HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 60 0.0080 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 98 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 198 Total Summary for Subcatchment P1-8A: Runoff = 0.02 cfs @ 12.05 hrs, Volume= 0.008 af, Depth= 0.17" Routed to Reach 1R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 20,275 39 >75% Grass cover, Good, HSG A 918 96 Gravel surface, HSG A 2,507 98 Paved parking, HSG A 0 98 Roofs, HSG A 23,700 47 Weighted Average 21,193 89.42% Pervious Area 2,507 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 4.0 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P1-8B: Runoff = 0.18 cfs @ 12.23 hrs, Volume= 0.032 af, Depth= 0.32" Routed to Reach 2R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 41HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 40,600 39 >75% Grass cover, Good, HSG A 4,631 96 Gravel surface, HSG A 6,854 98 Paved parking, HSG A 0 98 Roofs, HSG A 52,085 52 Weighted Average 45,231 86.84% Pervious Area 6,854 13.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 100 0.0050 0.09 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.6 110 0.0050 1.14 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 20.5 210 Total Summary for Subcatchment P1-9: Runoff = 0.54 cfs @ 12.05 hrs, Volume= 0.032 af, Depth= 1.98" Routed to Pond CB9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.74" Area (sf) CN Description 2,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,235 98 Paved parking, HSG A 0 98 Roofs, HSG A 8,564 82 Weighted Average 2,329 27.20% Pervious Area 6,235 72.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 70 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 65 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 165 Total MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 42HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 0.17" for 10-yr event Inflow = 0.02 cfs @ 12.05 hrs, Volume= 0.008 af Outflow = 0.02 cfs @ 12.44 hrs, Volume= 0.008 af, Atten= 27%, Lag= 23.4 min Routed to Pond CB8A : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.58 fps, Min. Travel Time= 10.1 min Avg. Velocity = 0.42 fps, Avg. Travel Time= 13.9 min Peak Storage= 11 cf @ 12.44 hrs Average Depth at Peak Storage= 0.10' , Surface Width= 0.61' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 23.19 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 350.0' Slope= 0.0076 '/' Inlet Invert= 310.00', Outlet Invert= 307.35' Summary for Reach 2R: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 0.32" for 10-yr event Inflow = 0.18 cfs @ 12.23 hrs, Volume= 0.032 af Outflow = 0.18 cfs @ 12.26 hrs, Volume= 0.032 af, Atten= 2%, Lag= 1.7 min Routed to Pond CB8B : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 1.14 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.67 fps, Avg. Travel Time= 4.0 min Peak Storage= 25 cf @ 12.26 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 1.36' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 27.06 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 160.0' Slope= 0.0103 '/' Inlet Invert= 309.00', Outlet Invert= 307.35' MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 43HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1.968 ac, 8.17% Impervious, Inflow Depth = 0.17" for 10-yr event Inflow = 0.07 cfs @ 12.40 hrs, Volume= 0.028 af Outflow = 0.06 cfs @ 12.55 hrs, Volume= 0.028 af, Atten= 6%, Lag= 8.9 min Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.67 fps, Min. Travel Time= 9.9 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 14.4 min Peak Storage= 38 cf @ 12.55 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 1.07' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 18.84 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 400.0' Slope= 0.0050 '/' Inlet Invert= 309.00', Outlet Invert= 307.00' Summary for Pond CB1: Inflow Area = 0.362 ac, 63.49% Impervious, Inflow Depth = 1.54" for 10-yr event Inflow = 0.84 cfs @ 12.03 hrs, Volume= 0.047 af Outflow = 0.84 cfs @ 12.03 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.1 min Primary = 0.84 cfs @ 12.03 hrs, Volume= 0.047 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.15' @ 12.05 hrs Surf.Area= 6 sf Storage= 5 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.3 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 848.0 - 847.7 ) MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 44HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.80 cfs @ 12.03 hrs HW=306.13' TW=305.81' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.80 cfs @ 1.56 fps) Summary for Pond CB10: Inflow Area = 8.718 ac, 40.95% Impervious, Inflow Depth = 0.12" for 10-yr event Inflow = 0.54 cfs @ 12.05 hrs, Volume= 0.084 af Outflow = 0.54 cfs @ 12.05 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.05 hrs, Volume= 0.084 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.63' @ 12.05 hrs Surf.Area= 6 sf Storage= 7 cf Flood Elev= 307.20' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 1.6 min calculated for 0.084 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 906.3 - 905.6 ) Volume Invert Avail.Storage Storage Description #1 302.45' 36 cf 2.50'W x 2.50'L x 5.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.05 hrs HW=303.63' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.54 cfs @ 2.55 fps) Summary for Pond CB2: Inflow Area = 0.951 ac, 71.45% Impervious, Inflow Depth = 1.91" for 10-yr event Inflow = 2.70 cfs @ 12.03 hrs, Volume= 0.152 af Outflow = 2.69 cfs @ 12.03 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.1 min Primary = 2.69 cfs @ 12.03 hrs, Volume= 0.152 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 45HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.82' @ 12.04 hrs Surf.Area= 6 sf Storage= 10 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.2 min calculated for 0.152 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 831.7 - 831.6 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.95' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.63 cfs @ 12.03 hrs HW=305.81' TW=305.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.63 cfs @ 2.14 fps) Summary for Pond CB3: Inflow Area = 0.604 ac, 75.95% Impervious, Inflow Depth = 2.14" for 10-yr event Inflow = 1.96 cfs @ 12.02 hrs, Volume= 0.108 af Outflow = 1.96 cfs @ 12.02 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.1 min Primary = 1.96 cfs @ 12.02 hrs, Volume= 0.108 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.35' @ 12.03 hrs Surf.Area= 6 sf Storage= 7 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.2 min calculated for 0.108 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 823.8 - 823.6 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.94 cfs @ 12.02 hrs HW=306.34' TW=305.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.94 cfs @ 2.94 fps) MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 46HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 1.67" for 10-yr event Inflow = 6.63 cfs @ 12.03 hrs, Volume= 0.377 af Outflow = 6.63 cfs @ 12.03 hrs, Volume= 0.377 af, Atten= 0%, Lag= 0.0 min Primary = 6.63 cfs @ 12.03 hrs, Volume= 0.377 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.28' @ 12.03 hrs Surf.Area= 6 sf Storage= 11 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 28 cf Plug-Flow detention time= 0.1 min calculated for 0.377 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 831.1 - 831.0 ) Volume Invert Avail.Storage Storage Description #1 303.60' 34 cf 2.50'W x 2.50'L x 5.50'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.60'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.60' / 303.55' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.59 cfs @ 12.03 hrs HW=305.28' TW=304.90' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.59 cfs @ 2.34 fps) Summary for Pond CB5: Inflow Area = 0.625 ac, 75.36% Impervious, Inflow Depth = 2.06" for 10-yr event Inflow = 1.85 cfs @ 12.04 hrs, Volume= 0.107 af Outflow = 1.84 cfs @ 12.04 hrs, Volume= 0.107 af, Atten= 1%, Lag= 0.4 min Primary = 1.84 cfs @ 12.04 hrs, Volume= 0.107 af Routed to Pond CB6 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.01' @ 12.06 hrs Surf.Area= 6 sf Storage= 11 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.2 min calculated for 0.107 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 828.3 - 828.1 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 47HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=1.80 cfs @ 12.04 hrs HW=306.98' TW=306.19' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.80 cfs @ 2.29 fps) Summary for Pond CB6: Inflow Area = 1.235 ac, 75.36% Impervious, Inflow Depth = 2.06" for 10-yr event Inflow = 3.65 cfs @ 12.04 hrs, Volume= 0.212 af Outflow = 3.65 cfs @ 12.05 hrs, Volume= 0.212 af, Atten= 0%, Lag= 0.3 min Primary = 3.65 cfs @ 12.05 hrs, Volume= 0.212 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.21' @ 12.05 hrs Surf.Area= 6 sf Storage= 12 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.3 min calculated for 0.212 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 828.4 - 828.2 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.62 cfs @ 12.05 hrs HW=306.20' TW=305.15' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.62 cfs @ 2.95 fps) Summary for Pond CB7: Inflow Area = 1.845 ac, 76.00% Impervious, Inflow Depth = 2.12" for 10-yr event Inflow = 5.53 cfs @ 12.05 hrs, Volume= 0.325 af Outflow = 5.53 cfs @ 12.05 hrs, Volume= 0.325 af, Atten= 0%, Lag= 0.0 min Primary = 5.53 cfs @ 12.05 hrs, Volume= 0.325 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.16' @ 12.05 hrs Surf.Area= 6 sf Storage= 12 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 0.2 min calculated for 0.325 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 826.5 - 826.3 ) Volume Invert Avail.Storage Storage Description #1 303.30' 36 cf 2.50'W x 2.50'L x 5.80'H Prismatoid MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 48HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 303.30'18.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.30' / 303.25' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.53 cfs @ 12.05 hrs HW=305.15' TW=304.48' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.53 cfs @ 3.13 fps) Summary for Pond CB8A: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 0.17" for 10-yr event Inflow = 0.02 cfs @ 12.44 hrs, Volume= 0.008 af Outflow = 0.04 cfs @ 12.15 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 12.15 hrs, Volume= 0.008 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.08' @ 12.14 hrs Surf.Area= 6 sf Storage= 3 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 1.0 min calculated for 0.008 af (100% of inflow) Center-of-Mass det. time= 0.9 min ( 1,015.8 - 1,014.9 ) Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 130.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.00' S= 0.0042 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.18 cfs @ 12.15 hrs HW=305.04' TW=304.99' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.18 cfs @ 0.69 fps) Summary for Pond CB8B: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 0.32" for 10-yr event Inflow = 0.18 cfs @ 12.26 hrs, Volume= 0.032 af Outflow = 0.18 cfs @ 12.27 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.8 min Primary = 0.18 cfs @ 12.27 hrs, Volume= 0.032 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.83' @ 12.24 hrs Surf.Area= 6 sf Storage= 2 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.4 min calculated for 0.032 af (100% of inflow) Center-of-Mass det. time= 0.4 min ( 966.1 - 965.8 ) MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 49HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.05' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.17 cfs @ 12.27 hrs HW=304.82' TW=304.37' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.17 cfs @ 1.53 fps) Summary for Pond CB8C: Inflow Area = 7.722 ac, 43.83% Impervious, Inflow Depth = 0.07" for 10-yr event Inflow = 0.42 cfs @ 12.62 hrs, Volume= 0.043 af Outflow = 0.39 cfs @ 12.62 hrs, Volume= 0.043 af, Atten= 6%, Lag= 0.0 min Primary = 0.39 cfs @ 12.62 hrs, Volume= 0.043 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.63' @ 12.56 hrs Surf.Area= 9 sf Storage= 5 cf Flood Elev= 307.00' Surf.Area= 9 sf Storage= 36 cf Plug-Flow detention time= 1.3 min calculated for 0.043 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 934.7 - 934.0 ) Volume Invert Avail.Storage Storage Description #1 303.05' 45 cf 3.00'W x 3.00'L x 4.95'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.05'24.0" Round Culvert L= 265.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.05' / 302.50' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.18 cfs @ 12.62 hrs HW=303.60' TW=303.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.18 cfs @ 0.38 fps) Summary for Pond CB9: Inflow Area = 0.197 ac, 72.80% Impervious, Inflow Depth = 1.98" for 10-yr event Inflow = 0.54 cfs @ 12.05 hrs, Volume= 0.032 af Outflow = 0.54 cfs @ 12.05 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.05 hrs, Volume= 0.032 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 50HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.52' @ 12.05 hrs Surf.Area= 6 sf Storage= 3 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 19 cf Plug-Flow detention time= 0.5 min calculated for 0.032 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 832.4 - 832.1 ) Volume Invert Avail.Storage Storage Description #1 305.10' 25 cf 2.50'W x 2.50'L x 4.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.10'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.40' S= 0.0056 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.05 hrs HW=305.52' TW=303.63' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.54 cfs @ 2.55 fps) Summary for Pond INFILL1: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 1.67" for 10-yr event Inflow = 6.63 cfs @ 12.03 hrs, Volume= 0.377 af Outflow = 2.53 cfs @ 12.20 hrs, Volume= 0.377 af, Atten= 62%, Lag= 10.4 min Discarded = 0.77 cfs @ 11.77 hrs, Volume= 0.317 af Primary = 1.76 cfs @ 12.20 hrs, Volume= 0.060 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.43' @ 12.22 hrs Surf.Area= 5,520 sf Storage= 5,119 cf Flood Elev= 306.55' Surf.Area= 5,520 sf Storage= 12,348 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 25.8 min ( 857.1 - 831.3 ) Volume Invert Avail.Storage Storage Description #1 303.55' 7,701 cf Cultec R-330XLHD x 147 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 303.05' 4,648 cf 16.00'W x 345.00'L x 3.50'H Prismatoid 19,320 cf Overall - 7,701 cf Embedded = 11,619 cf x 40.0% Voids 12,348 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.05'6.000 in/hr Exfiltration over Surface area MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 51HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.77 cfs @ 11.77 hrs HW=303.10' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=0.00 cfs @ 12.20 hrs HW=304.42' TW=304.42' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond INFILL2: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.87" for 10-yr event Inflow = 5.57 cfs @ 12.03 hrs, Volume= 0.417 af Outflow = 1.82 cfs @ 12.61 hrs, Volume= 0.418 af, Atten= 67%, Lag= 34.6 min Discarded = 1.22 cfs @ 11.87 hrs, Volume= 0.403 af Primary = 0.60 cfs @ 12.61 hrs, Volume= 0.015 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.69' @ 12.60 hrs Surf.Area= 8,768 sf Storage= 4,996 cf Flood Elev= 306.25' Surf.Area= 8,768 sf Storage= 19,618 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 25.9 min ( 853.0 - 827.1 ) Volume Invert Avail.Storage Storage Description #1 303.25' 12,238 cf Cultec R-330XLHD x 234 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 302.75' 7,380 cf 16.00'W x 548.00'L x 3.50'H Prismatoid 30,688 cf Overall - 12,238 cf Embedded = 18,450 cf x 40.0% Voids 19,618 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 302.75'6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.22 cfs @ 11.87 hrs HW=302.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 12.61 hrs HW=303.69' TW=303.71' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 52HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 1.495 ac, 49.30% Impervious, Inflow Depth = 1.28" for 10-yr event Inflow = 2.69 cfs @ 12.03 hrs, Volume= 0.160 af Outflow = 2.69 cfs @ 12.03 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.1 min Primary = 2.69 cfs @ 12.03 hrs, Volume= 0.160 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.50' @ 12.04 hrs Surf.Area= 13 sf Storage= 19 cf Flood Elev= 309.30' Surf.Area= 13 sf Storage= 67 cf Plug-Flow detention time= 0.4 min calculated for 0.160 af (100% of inflow) Center-of-Mass det. time= 0.4 min ( 841.1 - 840.8 ) Volume Invert Avail.Storage Storage Description #1 303.95' 80 cf 4.00'D x 6.35'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.95'18.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.95' / 303.60' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.66 cfs @ 12.03 hrs HW=305.49' TW=305.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.66 cfs @ 1.82 fps) Summary for Pond STMH2: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 1.67" for 10-yr event Inflow = 6.63 cfs @ 12.03 hrs, Volume= 0.377 af Outflow = 6.63 cfs @ 12.03 hrs, Volume= 0.377 af, Atten= 0%, Lag= 0.0 min Primary = 5.28 cfs @ 12.03 hrs, Volume= 0.346 af Routed to Pond INFILL1 : Secondary = 1.35 cfs @ 12.03 hrs, Volume= 0.031 af Routed to Pond INFILL1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.90' @ 12.03 hrs Surf.Area= 13 sf Storage= 17 cf Flood Elev= 308.55' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.3 min calculated for 0.377 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 831.3 - 831.1 ) Volume Invert Avail.Storage Storage Description #1 303.55' 72 cf 4.00'D x 5.70'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 53HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 304.05'12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.05' / 304.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.27 cfs @ 12.03 hrs HW=304.90' TW=303.94' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.27 cfs @ 3.30 fps) Secondary OutFlow Max=1.35 cfs @ 12.03 hrs HW=304.90' TW=303.94' (Dynamic Tailwater) 2=Culvert (Barrel Controls 1.35 cfs @ 2.55 fps) Summary for Pond STMH3: Inflow Area = 3.910 ac, 46.61% Impervious, Inflow Depth = 0.28" for 10-yr event Inflow = 1.93 cfs @ 12.20 hrs, Volume= 0.092 af Outflow = 1.85 cfs @ 12.20 hrs, Volume= 0.092 af, Atten= 4%, Lag= 0.0 min Primary = 1.85 cfs @ 12.20 hrs, Volume= 0.092 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.48' @ 12.06 hrs Surf.Area= 13 sf Storage= 12 cf Flood Elev= 309.65' Surf.Area= 13 sf Storage= 77 cf Plug-Flow detention time= 0.4 min calculated for 0.092 af (100% of inflow) Center-of-Mass det. time= 0.4 min ( 828.7 - 828.3 ) Volume Invert Avail.Storage Storage Description #1 303.55' 89 cf 4.00'D x 7.10'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.25' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.16 cfs @ 12.20 hrs HW=304.42' TW=304.30' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.16 cfs @ 1.29 fps) Summary for Pond STMH4: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.87" for 10-yr event Inflow = 5.57 cfs @ 12.03 hrs, Volume= 0.417 af Outflow = 5.57 cfs @ 12.03 hrs, Volume= 0.417 af, Atten= 0%, Lag= 0.1 min Primary = 4.51 cfs @ 12.03 hrs, Volume= 0.390 af Routed to Pond INFILL2 : Secondary = 1.06 cfs @ 12.03 hrs, Volume= 0.027 af Routed to Pond INFILL2 : MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 54HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.48' @ 12.03 hrs Surf.Area= 13 sf Storage= 15 cf Flood Elev= 308.25' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.3 min calculated for 0.417 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 827.1 - 826.9 ) Volume Invert Avail.Storage Storage Description #1 303.25' 75 cf 4.00'D x 6.00'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 303.75'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.75' / 303.75' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.49 cfs @ 12.03 hrs HW=304.48' TW=303.25' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.49 cfs @ 3.17 fps) Secondary OutFlow Max=1.05 cfs @ 12.03 hrs HW=304.48' TW=303.25' (Dynamic Tailwater) 2=Culvert (Barrel Controls 1.05 cfs @ 2.40 fps) Summary for Pond STMH5: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.03" for 10-yr event Inflow = 0.60 cfs @ 12.61 hrs, Volume= 0.015 af Outflow = 0.35 cfs @ 12.62 hrs, Volume= 0.015 af, Atten= 42%, Lag= 0.4 min Primary = 0.35 cfs @ 12.62 hrs, Volume= 0.015 af Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.71' @ 12.61 hrs Surf.Area= 13 sf Storage= 6 cf Flood Elev= 309.05' Surf.Area= 13 sf Storage= 73 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 767.1 - 765.5 ) Volume Invert Avail.Storage Storage Description #1 303.25' 85 cf 4.00'D x 6.80'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 105.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.05' S= 0.0019 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 3.14 sf MJ1588.02 Post-Development Watershed Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 55HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=0.28 cfs @ 12.62 hrs HW=303.71' TW=303.60' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.28 cfs @ 0.77 fps) Summary for Link 1L: Inflow Area = 9.290 ac, 38.61% Impervious, Inflow Depth = 0.11" for 10-yr event Inflow = 0.54 cfs @ 12.05 hrs, Volume= 0.086 af Primary = 0.54 cfs @ 12.05 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 56HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=85,715 sf 8.17% Impervious Runoff Depth=0.00"Subcatchment B1-8C: Flow Length=185' Slope=0.0130 '/' Tc=13.5 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=15,779 sf 63.49% Impervious Runoff Depth=0.06"Subcatchment P1-1: Flow Length=136' Slope=0.0160 '/' Tc=10.5 min CN=76 Runoff=0.01 cfs 0.002 af Runoff Area=34,812 sf 5.27% Impervious Runoff Depth=0.00"Subcatchment P1-10: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=45 Runoff=0.00 cfs 0.000 af Runoff Area=24,912 sf 2.85% Impervious Runoff Depth=0.00"Subcatchment P1-11: Tc=0.0 min CN=41 Runoff=0.00 cfs 0.000 af Runoff Area=25,650 sf 76.35% Impervious Runoff Depth=0.20"Subcatchment P1-2: Flow Length=175' Tc=11.2 min CN=84 Runoff=0.14 cfs 0.010 af Runoff Area=26,312 sf 75.95% Impervious Runoff Depth=0.20"Subcatchment P1-3: Flow Length=184' Tc=10.4 min CN=84 Runoff=0.15 cfs 0.010 af Runoff Area=26,777 sf 76.30% Impervious Runoff Depth=0.20"Subcatchment P1-4: Flow Length=189' Tc=10.4 min CN=84 Runoff=0.15 cfs 0.010 af Runoff Area=27,225 sf 75.36% Impervious Runoff Depth=0.17"Subcatchment P1-5: Flow Length=200' Tc=11.9 min CN=83 Runoff=0.12 cfs 0.009 af Runoff Area=26,577 sf 75.35% Impervious Runoff Depth=0.17"Subcatchment P1-6: Flow Length=195' Tc=11.9 min CN=83 Runoff=0.12 cfs 0.009 af Runoff Area=26,547 sf 77.31% Impervious Runoff Depth=0.22"Subcatchment P1-7: Flow Length=198' Tc=12.8 min CN=85 Runoff=0.16 cfs 0.011 af Runoff Area=23,700 sf 10.58% Impervious Runoff Depth=0.00"Subcatchment P1-8A: Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=52,085 sf 13.16% Impervious Runoff Depth=0.00"Subcatchment P1-8B: Flow Length=210' Slope=0.0050 '/' Tc=20.5 min CN=52 Runoff=0.00 cfs 0.000 af Runoff Area=8,564 sf 72.80% Impervious Runoff Depth=0.15"Subcatchment P1-9: Flow Length=165' Tc=12.8 min CN=82 Runoff=0.03 cfs 0.003 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 1R: n=0.030 L=350.0' S=0.0076 '/' Capacity=23.19 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 2R: n=0.030 L=160.0' S=0.0103 '/' Capacity=27.06 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 3R: n=0.030 L=400.0' S=0.0050 '/' Capacity=18.84 cfs Outflow=0.00 cfs 0.000 af MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 57HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=305.36' Storage=0 cf Inflow=0.01 cfs 0.002 afPond CB1: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.01 cfs 0.002 af Peak Elev=303.31' Storage=5 cf Inflow=0.03 cfs 0.003 afPond CB10: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.03 cfs 0.002 af Peak Elev=304.54' Storage=1 cf Inflow=0.15 cfs 0.011 afPond CB2: 15.0" Round Culvert n=0.013 L=90.0' S=0.0039 '/' Outflow=0.15 cfs 0.011 af Peak Elev=305.54' Storage=1 cf Inflow=0.15 cfs 0.010 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.15 cfs 0.010 af Peak Elev=304.00' Storage=3 cf Inflow=0.45 cfs 0.032 afPond CB4: 24.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' Outflow=0.45 cfs 0.032 af Peak Elev=305.52' Storage=1 cf Inflow=0.12 cfs 0.009 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.12 cfs 0.009 af Peak Elev=304.59' Storage=2 cf Inflow=0.24 cfs 0.018 afPond CB6: 15.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.24 cfs 0.018 af Peak Elev=303.70' Storage=2 cf Inflow=0.40 cfs 0.029 afPond CB7: 18.0" Round Culvert n=0.013 L=8.0' S=0.0063 '/' Outflow=0.40 cfs 0.029 af Peak Elev=304.55' Storage=0 cf Inflow=0.00 cfs 0.000 afPond CB8A: 12.0" Round Culvert n=0.013 L=130.0' S=0.0042 '/' Outflow=0.00 cfs 0.000 af Peak Elev=304.55' Storage=0 cf Inflow=0.00 cfs 0.000 afPond CB8B: 12.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=0.00 cfs 0.000 af Peak Elev=303.05' Storage=0 cf Inflow=0.00 cfs 0.000 afPond CB8C: 24.0" Round Culvert n=0.013 L=265.0' S=0.0021 '/' Outflow=0.00 cfs 0.000 af Peak Elev=305.20' Storage=1 cf Inflow=0.03 cfs 0.003 afPond CB9: 12.0" Round Culvert n=0.013 L=124.0' S=0.0056 '/' Outflow=0.03 cfs 0.003 af Peak Elev=303.05' Storage=0 cf Inflow=0.45 cfs 0.032 afPond INFILL1: Discarded=0.45 cfs 0.032 af Primary=0.00 cfs 0.000 af Outflow=0.45 cfs 0.032 af Peak Elev=302.75' Storage=0 cf Inflow=0.40 cfs 0.029 afPond INFILL2: Discarded=0.40 cfs 0.029 af Primary=0.00 cfs 0.000 af Outflow=0.40 cfs 0.029 af Peak Elev=304.23' Storage=3 cf Inflow=0.15 cfs 0.011 afPond STMH1: 18.0" Round Culvert n=0.013 L=160.0' S=0.0022 '/' Outflow=0.15 cfs 0.011 af Peak Elev=303.93' Storage=5 cf Inflow=0.45 cfs 0.032 afPond STMH2: Primary=0.45 cfs 0.032 af Secondary=0.00 cfs 0.000 af Outflow=0.45 cfs 0.032 af Peak Elev=303.55' Storage=0 cf Inflow=0.00 cfs 0.000 afPond STMH3: 24.0" Round Culvert n=0.013 L=140.0' S=0.0021 '/' Outflow=0.00 cfs 0.000 af MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 58HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=303.60' Storage=4 cf Inflow=0.40 cfs 0.029 afPond STMH4: Primary=0.40 cfs 0.029 af Secondary=0.00 cfs 0.000 af Outflow=0.40 cfs 0.029 af Peak Elev=303.25' Storage=0 cf Inflow=0.00 cfs 0.000 afPond STMH5: 24.0" Round Culvert n=0.020 L=105.0' S=0.0019 '/' Outflow=0.00 cfs 0.000 af Inflow=0.03 cfs 0.002 afLink 1L: Primary=0.03 cfs 0.002 af Total Runoff Area = 9.290 ac Runoff Volume = 0.063 af Average Runoff Depth = 0.08" 61.39% Pervious = 5.703 ac 38.61% Impervious = 3.586 ac MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 59HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B1-8C: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 3R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 74,062 39 >75% Grass cover, Good, HSG A 4,652 96 Gravel surface, HSG A 7,001 98 Paved parking, HSG A 0 98 Roofs, HSG A 85,715 47 Weighted Average 78,714 91.83% Pervious Area 7,001 8.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 85 0.0130 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.2 5 0.0130 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.8 85 0.0130 1.84 Shallow Concentrated Flow, 5 Unpaved Kv= 16.1 fps 13.5 185 Total Summary for Subcatchment P1-1: Runoff = 0.01 cfs @ 12.10 hrs, Volume= 0.002 af, Depth= 0.06" Routed to Pond CB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 5,761 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,587 98 Paved parking, HSG A 3,431 98 Roofs, HSG A 15,779 76 Weighted Average 5,761 36.51% Pervious Area 10,018 63.49% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 60HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 80 0.0160 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.2 36 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 10.5 136 Total Summary for Subcatchment P1-10: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond CB10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 31,328 39 >75% Grass cover, Good, HSG A 1,650 96 Gravel surface, HSG A 1,834 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,812 45 Weighted Average 32,978 94.73% Pervious Area 1,834 5.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 61HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 24,202 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 710 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,912 41 Weighted Average 24,202 97.15% Pervious Area 710 2.85% Impervious Area Summary for Subcatchment P1-2: Runoff = 0.14 cfs @ 12.05 hrs, Volume= 0.010 af, Depth= 0.20" Routed to Pond CB2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 6,067 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,401 98 Paved parking, HSG A 8,182 98 Roofs, HSG A 25,650 84 Weighted Average 6,067 23.65% Pervious Area 19,583 76.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 55 0.0100 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 75 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 175 Total MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 62HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af, Depth= 0.20" Routed to Pond CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 6,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,670 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,312 84 Weighted Average 6,329 24.05% Pervious Area 19,983 75.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 60 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 84 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 184 Total Summary for Subcatchment P1-4: Runoff = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af, Depth= 0.20" Routed to Pond CB4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 6,345 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,381 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,777 84 Weighted Average 6,345 23.70% Pervious Area 20,432 76.30% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 63HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 55 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.6 5 0.0160 0.05 Sheet Flow, 3 Grass: Dense n= 0.240 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 89 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 189 Total Summary for Subcatchment P1-5: Runoff = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af, Depth= 0.17" Routed to Pond CB5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 6,709 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,465 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 27,225 83 Weighted Average 6,709 24.64% Pervious Area 20,516 75.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 100 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 200 Total MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 64HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af, Depth= 0.17" Routed to Pond CB6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 6,550 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,714 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,577 83 Weighted Average 6,550 24.65% Pervious Area 20,027 75.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 95 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 195 Total Summary for Subcatchment P1-7: Runoff = 0.16 cfs @ 12.07 hrs, Volume= 0.011 af, Depth= 0.22" Routed to Pond CB7 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 6,024 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,472 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,547 85 Weighted Average 6,024 22.69% Pervious Area 20,523 77.31% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 65HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 60 0.0080 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 98 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 198 Total Summary for Subcatchment P1-8A: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 1R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 20,275 39 >75% Grass cover, Good, HSG A 918 96 Gravel surface, HSG A 2,507 98 Paved parking, HSG A 0 98 Roofs, HSG A 23,700 47 Weighted Average 21,193 89.42% Pervious Area 2,507 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 4.0 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P1-8B: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 2R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 66HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 40,600 39 >75% Grass cover, Good, HSG A 4,631 96 Gravel surface, HSG A 6,854 98 Paved parking, HSG A 0 98 Roofs, HSG A 52,085 52 Weighted Average 45,231 86.84% Pervious Area 6,854 13.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 100 0.0050 0.09 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.6 110 0.0050 1.14 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 20.5 210 Total Summary for Subcatchment P1-9: Runoff = 0.03 cfs @ 12.08 hrs, Volume= 0.003 af, Depth= 0.15" Routed to Pond CB9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 90% Rainfall=1.10" Area (sf) CN Description 2,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,235 98 Paved parking, HSG A 0 98 Roofs, HSG A 8,564 82 Weighted Average 2,329 27.20% Pervious Area 6,235 72.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 70 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 65 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 165 Total MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 67HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Pond CB8A : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 23.19 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 350.0' Slope= 0.0076 '/' Inlet Invert= 310.00', Outlet Invert= 307.35' Summary for Reach 2R: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Pond CB8B : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 27.06 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 160.0' Slope= 0.0103 '/' Inlet Invert= 309.00', Outlet Invert= 307.35' MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 68HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1.968 ac, 8.17% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 18.84 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 400.0' Slope= 0.0050 '/' Inlet Invert= 309.00', Outlet Invert= 307.00' Summary for Pond CB1: Inflow Area = 0.362 ac, 63.49% Impervious, Inflow Depth = 0.06" for 90% event Inflow = 0.01 cfs @ 12.10 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 12.11 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.5 min Primary = 0.01 cfs @ 12.11 hrs, Volume= 0.002 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.36' @ 12.11 hrs Surf.Area= 6 sf Storage= 0 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 1.8 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 992.6 - 990.9 ) MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 69HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.01 cfs @ 12.11 hrs HW=305.36' TW=304.52' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.01 cfs @ 0.61 fps) Summary for Pond CB10: Inflow Area = 8.718 ac, 40.95% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.03 cfs @ 12.08 hrs, Volume= 0.003 af Outflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.1 min Primary = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.31' @ 12.09 hrs Surf.Area= 6 sf Storage= 5 cf Flood Elev= 307.20' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 32.8 min calculated for 0.002 af (96% of inflow) Center-of-Mass det. time= 10.4 min ( 931.1 - 920.7 ) Volume Invert Avail.Storage Storage Description #1 302.45' 36 cf 2.50'W x 2.50'L x 5.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.03 cfs @ 12.09 hrs HW=303.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.03 cfs @ 1.16 fps) Summary for Pond CB2: Inflow Area = 0.951 ac, 71.45% Impervious, Inflow Depth = 0.15" for 90% event Inflow = 0.15 cfs @ 12.06 hrs, Volume= 0.011 af Outflow = 0.15 cfs @ 12.06 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.1 min Primary = 0.15 cfs @ 12.06 hrs, Volume= 0.011 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 70HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 304.54' @ 12.06 hrs Surf.Area= 6 sf Storage= 1 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.7 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 915.9 - 915.4 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.95' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.15 cfs @ 12.06 hrs HW=304.54' TW=304.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.15 cfs @ 1.39 fps) Summary for Pond CB3: Inflow Area = 0.604 ac, 75.95% Impervious, Inflow Depth = 0.20" for 90% event Inflow = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af Outflow = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.1 min Primary = 0.15 cfs @ 12.04 hrs, Volume= 0.010 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.54' @ 12.04 hrs Surf.Area= 6 sf Storage= 1 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.8 min calculated for 0.010 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 900.7 - 900.1 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.15 cfs @ 12.04 hrs HW=305.54' TW=304.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.15 cfs @ 1.62 fps) MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 71HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 0.14" for 90% event Inflow = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af Outflow = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.00' @ 12.06 hrs Surf.Area= 6 sf Storage= 3 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 28 cf Plug-Flow detention time= 0.3 min calculated for 0.032 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 906.8 - 906.5 ) Volume Invert Avail.Storage Storage Description #1 303.60' 34 cf 2.50'W x 2.50'L x 5.50'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.60'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.60' / 303.55' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.45 cfs @ 12.05 hrs HW=304.00' TW=303.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.45 cfs @ 1.49 fps) Summary for Pond CB5: Inflow Area = 0.625 ac, 75.36% Impervious, Inflow Depth = 0.17" for 90% event Inflow = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af Outflow = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.1 min Primary = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af Routed to Pond CB6 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.52' @ 12.07 hrs Surf.Area= 6 sf Storage= 1 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.8 min calculated for 0.009 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 910.4 - 909.8 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 72HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=0.12 cfs @ 12.07 hrs HW=305.52' TW=304.59' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.12 cfs @ 1.45 fps) Summary for Pond CB6: Inflow Area = 1.235 ac, 75.36% Impervious, Inflow Depth = 0.17" for 90% event Inflow = 0.24 cfs @ 12.07 hrs, Volume= 0.018 af Outflow = 0.24 cfs @ 12.07 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 12.07 hrs, Volume= 0.018 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.59' @ 12.07 hrs Surf.Area= 6 sf Storage= 2 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.6 min calculated for 0.018 af (100% of inflow) Center-of-Mass det. time= 0.4 min ( 910.5 - 910.1 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.24 cfs @ 12.07 hrs HW=304.59' TW=303.70' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.24 cfs @ 1.69 fps) Summary for Pond CB7: Inflow Area = 1.845 ac, 76.00% Impervious, Inflow Depth = 0.19" for 90% event Inflow = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af Outflow = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.1 min Primary = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.70' @ 12.07 hrs Surf.Area= 6 sf Storage= 2 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 0.3 min calculated for 0.029 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 904.7 - 904.3 ) Volume Invert Avail.Storage Storage Description #1 303.30' 36 cf 2.50'W x 2.50'L x 5.80'H Prismatoid MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 73HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 303.30'18.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.30' / 303.25' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.40 cfs @ 12.07 hrs HW=303.70' TW=303.60' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.40 cfs @ 1.61 fps) Summary for Pond CB8A: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.55' @ 0.00 hrs Surf.Area= 6 sf Storage= 0 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 130.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.00' S= 0.0042 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.55' TW=303.95' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB8B: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.55' @ 0.00 hrs Surf.Area= 6 sf Storage= 0 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 74HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.05' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.55' TW=303.55' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB8C: Inflow Area = 7.722 ac, 43.83% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.05' @ 0.00 hrs Surf.Area= 9 sf Storage= 0 cf Flood Elev= 307.00' Surf.Area= 9 sf Storage= 36 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 303.05' 45 cf 3.00'W x 3.00'L x 4.95'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.05'24.0" Round Culvert L= 265.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.05' / 302.50' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.05' TW=302.45' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: Inflow Area = 0.197 ac, 72.80% Impervious, Inflow Depth = 0.15" for 90% event Inflow = 0.03 cfs @ 12.08 hrs, Volume= 0.003 af Outflow = 0.03 cfs @ 12.08 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.2 min Primary = 0.03 cfs @ 12.08 hrs, Volume= 0.003 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 75HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 305.20' @ 12.08 hrs Surf.Area= 6 sf Storage= 1 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 19 cf Plug-Flow detention time= 1.4 min calculated for 0.003 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 920.7 - 919.5 ) Volume Invert Avail.Storage Storage Description #1 305.10' 25 cf 2.50'W x 2.50'L x 4.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.10'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.40' S= 0.0056 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.03 cfs @ 12.08 hrs HW=305.20' TW=303.31' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.03 cfs @ 1.12 fps) Summary for Pond INFILL1: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 0.14" for 90% event Inflow = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af Outflow = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Discarded = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.05' @ 12.05 hrs Surf.Area= 5,520 sf Storage= 0 cf Flood Elev= 306.55' Surf.Area= 5,520 sf Storage= 12,348 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 907.5 - 907.5 ) Volume Invert Avail.Storage Storage Description #1 303.55' 7,701 cf Cultec R-330XLHD x 147 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 303.05' 4,648 cf 16.00'W x 345.00'L x 3.50'H Prismatoid 19,320 cf Overall - 7,701 cf Embedded = 11,619 cf x 40.0% Voids 12,348 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.05'6.000 in/hr Exfiltration over Surface area MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 76HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.77 cfs @ 12.05 hrs HW=303.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.05' TW=303.55' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond INFILL2: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.06" for 90% event Inflow = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af Outflow = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Discarded = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 302.75' @ 0.00 hrs Surf.Area= 8,768 sf Storage= 0 cf Flood Elev= 306.25' Surf.Area= 8,768 sf Storage= 19,618 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 303.25' 12,238 cf Cultec R-330XLHD x 234 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 302.75' 7,380 cf 16.00'W x 548.00'L x 3.50'H Prismatoid 30,688 cf Overall - 12,238 cf Embedded = 18,450 cf x 40.0% Voids 19,618 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 302.75'6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=302.75' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 1.22 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=302.75' TW=303.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 77HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 1.495 ac, 49.30% Impervious, Inflow Depth = 0.09" for 90% event Inflow = 0.15 cfs @ 12.06 hrs, Volume= 0.011 af Outflow = 0.15 cfs @ 12.06 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.2 min Primary = 0.15 cfs @ 12.06 hrs, Volume= 0.011 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.23' @ 12.06 hrs Surf.Area= 13 sf Storage= 3 cf Flood Elev= 309.30' Surf.Area= 13 sf Storage= 67 cf Plug-Flow detention time= 1.4 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 917.2 - 915.9 ) Volume Invert Avail.Storage Storage Description #1 303.95' 80 cf 4.00'D x 6.35'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.95'18.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.95' / 303.60' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.15 cfs @ 12.06 hrs HW=304.23' TW=304.00' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.15 cfs @ 1.00 fps) Summary for Pond STMH2: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 0.14" for 90% event Inflow = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af Outflow = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.1 min Primary = 0.45 cfs @ 12.05 hrs, Volume= 0.032 af Routed to Pond INFILL1 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond INFILL1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.93' @ 12.05 hrs Surf.Area= 13 sf Storage= 5 cf Flood Elev= 308.55' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.7 min calculated for 0.032 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 907.5 - 906.8 ) Volume Invert Avail.Storage Storage Description #1 303.55' 72 cf 4.00'D x 5.70'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 78HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 304.05'12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.05' / 304.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.45 cfs @ 12.05 hrs HW=303.93' TW=303.05' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.45 cfs @ 1.63 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.55' TW=303.05' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Summary for Pond STMH3: Inflow Area = 3.910 ac, 46.61% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.55' @ 0.00 hrs Surf.Area= 13 sf Storage= 0 cf Flood Elev= 309.65' Surf.Area= 13 sf Storage= 77 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 303.55' 89 cf 4.00'D x 7.10'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.25' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.55' TW=303.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond STMH4: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.06" for 90% event Inflow = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af Outflow = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.1 min Primary = 0.40 cfs @ 12.07 hrs, Volume= 0.029 af Routed to Pond INFILL2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond INFILL2 : MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 79HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.60' @ 12.07 hrs Surf.Area= 13 sf Storage= 4 cf Flood Elev= 308.25' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.7 min calculated for 0.029 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 905.4 - 904.7 ) Volume Invert Avail.Storage Storage Description #1 303.25' 75 cf 4.00'D x 6.00'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 303.75'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.75' / 303.75' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.40 cfs @ 12.07 hrs HW=303.60' TW=302.75' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.40 cfs @ 1.62 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.25' TW=302.75' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Summary for Pond STMH5: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.25' @ 0.00 hrs Surf.Area= 13 sf Storage= 0 cf Flood Elev= 309.05' Surf.Area= 13 sf Storage= 73 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 303.25' 85 cf 4.00'D x 6.80'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 105.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.05' S= 0.0019 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 3.14 sf MJ1588.02 Post-Development Watershed Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 80HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.25' TW=303.05' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Link 1L: Inflow Area = 9.290 ac, 38.61% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af Primary = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 81HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=85,715 sf 8.17% Impervious Runoff Depth=1.06"Subcatchment B1-8C: Flow Length=185' Slope=0.0130 '/' Tc=13.5 min CN=47 Runoff=2.24 cfs 0.174 af Runoff Area=15,779 sf 63.49% Impervious Runoff Depth=3.62"Subcatchment P1-1: Flow Length=136' Slope=0.0160 '/' Tc=10.5 min CN=76 Runoff=1.98 cfs 0.109 af Runoff Area=34,812 sf 5.27% Impervious Runoff Depth=0.92"Subcatchment P1-10: Flow Length=210' Slope=0.0110 '/' Tc=14.8 min CN=45 Runoff=0.68 cfs 0.061 af Runoff Area=24,912 sf 2.85% Impervious Runoff Depth=0.65"Subcatchment P1-11: Tc=0.0 min CN=41 Runoff=0.57 cfs 0.031 af Runoff Area=25,650 sf 76.35% Impervious Runoff Depth=4.46"Subcatchment P1-2: Flow Length=175' Tc=11.2 min CN=84 Runoff=3.76 cfs 0.219 af Runoff Area=26,312 sf 75.95% Impervious Runoff Depth=4.46"Subcatchment P1-3: Flow Length=184' Tc=10.4 min CN=84 Runoff=3.96 cfs 0.224 af Runoff Area=26,777 sf 76.30% Impervious Runoff Depth=4.46"Subcatchment P1-4: Flow Length=189' Tc=10.4 min CN=84 Runoff=4.03 cfs 0.228 af Runoff Area=27,225 sf 75.36% Impervious Runoff Depth=4.35"Subcatchment P1-5: Flow Length=200' Tc=11.9 min CN=83 Runoff=3.82 cfs 0.227 af Runoff Area=26,577 sf 75.35% Impervious Runoff Depth=4.35"Subcatchment P1-6: Flow Length=195' Tc=11.9 min CN=83 Runoff=3.73 cfs 0.221 af Runoff Area=26,547 sf 77.31% Impervious Runoff Depth=4.57"Subcatchment P1-7: Flow Length=198' Tc=12.8 min CN=85 Runoff=3.77 cfs 0.232 af Runoff Area=23,700 sf 10.58% Impervious Runoff Depth=1.06"Subcatchment P1-8A: Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=47 Runoff=0.89 cfs 0.048 af Runoff Area=52,085 sf 13.16% Impervious Runoff Depth=1.44"Subcatchment P1-8B: Flow Length=210' Slope=0.0050 '/' Tc=20.5 min CN=52 Runoff=1.62 cfs 0.143 af Runoff Area=8,564 sf 72.80% Impervious Runoff Depth=4.25"Subcatchment P1-9: Flow Length=165' Tc=12.8 min CN=82 Runoff=1.14 cfs 0.070 af Avg. Flow Depth=0.41' Max Vel=1.45 fps Inflow=0.89 cfs 0.048 afReach 1R: n=0.030 L=350.0' S=0.0076 '/' Capacity=23.19 cfs Outflow=0.73 cfs 0.048 af Avg. Flow Depth=0.52' Max Vel=1.98 fps Inflow=1.62 cfs 0.143 afReach 2R: n=0.030 L=160.0' S=0.0103 '/' Capacity=27.06 cfs Outflow=1.61 cfs 0.143 af Avg. Flow Depth=0.64' Max Vel=1.59 fps Inflow=2.24 cfs 0.174 afReach 3R: n=0.030 L=400.0' S=0.0050 '/' Capacity=18.84 cfs Outflow=1.97 cfs 0.174 af MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 82HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=310.49' Storage=24 cf Inflow=1.98 cfs 0.109 afPond CB1: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.98 cfs 0.109 af Peak Elev=313.06' Storage=36 cf Inflow=9.73 cfs 0.749 afPond CB10: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=9.21 cfs 0.749 af Peak Elev=309.62' Storage=30 cf Inflow=5.74 cfs 0.328 afPond CB2: 15.0" Round Culvert n=0.013 L=90.0' S=0.0039 '/' Outflow=5.76 cfs 0.328 af Peak Elev=310.98' Storage=24 cf Inflow=3.96 cfs 0.224 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=4.00 cfs 0.224 af Peak Elev=307.33' Storage=23 cf Inflow=14.43 cfs 0.829 afPond CB4: 24.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' Outflow=14.39 cfs 0.829 af Peak Elev=316.01' Storage=24 cf Inflow=3.82 cfs 0.227 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=3.90 cfs 0.227 af Peak Elev=312.63' Storage=30 cf Inflow=7.63 cfs 0.448 afPond CB6: 15.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=7.65 cfs 0.448 af Peak Elev=308.17' Storage=30 cf Inflow=11.39 cfs 0.680 afPond CB7: 18.0" Round Culvert n=0.013 L=8.0' S=0.0063 '/' Outflow=11.30 cfs 0.680 af Peak Elev=308.33' Storage=24 cf Inflow=0.73 cfs 0.048 afPond CB8A: 12.0" Round Culvert n=0.013 L=130.0' S=0.0042 '/' Outflow=0.73 cfs 0.048 af Peak Elev=306.57' Storage=13 cf Inflow=1.61 cfs 0.143 afPond CB8B: 12.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=1.85 cfs 0.143 af Peak Elev=313.10' Storage=45 cf Inflow=9.21 cfs 0.618 afPond CB8C: 24.0" Round Culvert n=0.013 L=265.0' S=0.0021 '/' Outflow=9.34 cfs 0.618 af Peak Elev=307.62' Storage=16 cf Inflow=1.14 cfs 0.070 afPond CB9: 12.0" Round Culvert n=0.013 L=124.0' S=0.0056 '/' Outflow=1.46 cfs 0.070 af Peak Elev=306.10' Storage=11,360 cf Inflow=14.31 cfs 0.829 afPond INFILL1: Discarded=0.77 cfs 0.542 af Primary=10.97 cfs 0.287 af Outflow=11.73 cfs 0.829 af Peak Elev=305.24' Storage=15,467 cf Inflow=18.97 cfs 1.110 afPond INFILL2: Discarded=1.22 cfs 0.723 af Primary=10.02 cfs 0.387 af Outflow=11.24 cfs 1.110 af Peak Elev=308.25' Storage=54 cf Inflow=6.46 cfs 0.376 afPond STMH1: 18.0" Round Culvert n=0.013 L=160.0' S=0.0022 '/' Outflow=6.42 cfs 0.376 af Peak Elev=306.25' Storage=34 cf Inflow=14.39 cfs 0.829 afPond STMH2: Primary=11.45 cfs 0.724 af Secondary=2.98 cfs 0.105 af Outflow=14.31 cfs 0.829 af Peak Elev=306.16' Storage=33 cf Inflow=12.67 cfs 0.430 afPond STMH3: 24.0" Round Culvert n=0.013 L=140.0' S=0.0021 '/' Outflow=12.02 cfs 0.430 af MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 83HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=306.01' Storage=35 cf Inflow=18.96 cfs 1.110 afPond STMH4: Primary=15.15 cfs 0.944 af Secondary=3.83 cfs 0.166 af Outflow=18.97 cfs 1.110 af Peak Elev=313.26' Storage=85 cf Inflow=10.02 cfs 0.387 afPond STMH5: 24.0" Round Culvert n=0.020 L=105.0' S=0.0019 '/' Outflow=8.20 cfs 0.444 af Inflow=9.30 cfs 0.780 afLink 1L: Primary=9.30 cfs 0.780 af Total Runoff Area = 9.290 ac Runoff Volume = 1.987 af Average Runoff Depth = 2.57" 61.39% Pervious = 5.703 ac 38.61% Impervious = 3.586 ac MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 84HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B1-8C: Runoff = 2.24 cfs @ 12.08 hrs, Volume= 0.174 af, Depth= 1.06" Routed to Reach 3R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 74,062 39 >75% Grass cover, Good, HSG A 4,652 96 Gravel surface, HSG A 7,001 98 Paved parking, HSG A 0 98 Roofs, HSG A 85,715 47 Weighted Average 78,714 91.83% Pervious Area 7,001 8.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 85 0.0130 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.2 5 0.0130 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0130 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.8 85 0.0130 1.84 Shallow Concentrated Flow, 5 Unpaved Kv= 16.1 fps 13.5 185 Total Summary for Subcatchment P1-1: Runoff = 1.98 cfs @ 12.02 hrs, Volume= 0.109 af, Depth= 3.62" Routed to Pond CB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 5,761 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,587 98 Paved parking, HSG A 3,431 98 Roofs, HSG A 15,779 76 Weighted Average 5,761 36.51% Pervious Area 10,018 63.49% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 85HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 80 0.0160 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.2 36 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 10.5 136 Total Summary for Subcatchment P1-10: Runoff = 0.68 cfs @ 12.10 hrs, Volume= 0.061 af, Depth= 0.92" Routed to Pond CB10 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 31,328 39 >75% Grass cover, Good, HSG A 1,650 96 Gravel surface, HSG A 1,834 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,812 45 Weighted Average 32,978 94.73% Pervious Area 1,834 5.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0110 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 10 0.0110 1.69 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 10 0.0110 2.13 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 40 0.0110 1.69 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.2 30 0.0110 2.13 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.8 210 Total MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 86HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: Runoff = 0.57 cfs @ 11.92 hrs, Volume= 0.031 af, Depth= 0.65" Routed to Link 1L : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 24,202 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 710 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,912 41 Weighted Average 24,202 97.15% Pervious Area 710 2.85% Impervious Area Summary for Subcatchment P1-2: Runoff = 3.76 cfs @ 12.03 hrs, Volume= 0.219 af, Depth= 4.46" Routed to Pond CB2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 6,067 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,401 98 Paved parking, HSG A 8,182 98 Roofs, HSG A 25,650 84 Weighted Average 6,067 23.65% Pervious Area 19,583 76.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 55 0.0100 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 75 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 175 Total MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 87HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 3.96 cfs @ 12.02 hrs, Volume= 0.224 af, Depth= 4.46" Routed to Pond CB3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 6,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,670 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,312 84 Weighted Average 6,329 24.05% Pervious Area 19,983 75.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 60 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.5 84 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 184 Total Summary for Subcatchment P1-4: Runoff = 4.03 cfs @ 12.02 hrs, Volume= 0.228 af, Depth= 4.46" Routed to Pond CB4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 6,345 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,381 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,777 84 Weighted Average 6,345 23.70% Pervious Area 20,432 76.30% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 88HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 55 0.0150 0.12 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.6 5 0.0160 0.05 Sheet Flow, 3 Grass: Dense n= 0.240 P2= 2.61" 0.6 35 0.0160 0.92 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 89 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.4 189 Total Summary for Subcatchment P1-5: Runoff = 3.82 cfs @ 12.03 hrs, Volume= 0.227 af, Depth= 4.35" Routed to Pond CB5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 6,709 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,465 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 27,225 83 Weighted Average 6,709 24.64% Pervious Area 20,516 75.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 100 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 200 Total MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 89HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 3.73 cfs @ 12.03 hrs, Volume= 0.221 af, Depth= 4.35" Routed to Pond CB6 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 6,550 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 11,714 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 26,577 83 Weighted Average 6,550 24.65% Pervious Area 20,027 75.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 60 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 95 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.9 195 Total Summary for Subcatchment P1-7: Runoff = 3.77 cfs @ 12.04 hrs, Volume= 0.232 af, Depth= 4.57" Routed to Pond CB7 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 6,024 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 12,472 98 Paved parking, HSG A 8,051 98 Roofs, HSG A 26,547 85 Weighted Average 6,024 22.69% Pervious Area 20,523 77.31% Impervious Area MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 90HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 60 0.0080 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.6 30 0.0160 0.89 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.6 98 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 198 Total Summary for Subcatchment P1-8A: Runoff = 0.89 cfs @ 11.99 hrs, Volume= 0.048 af, Depth= 1.06" Routed to Reach 1R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 20,275 39 >75% Grass cover, Good, HSG A 918 96 Gravel surface, HSG A 2,507 98 Paved parking, HSG A 0 98 Roofs, HSG A 23,700 47 Weighted Average 21,193 89.42% Pervious Area 2,507 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 4.0 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P1-8B: Runoff = 1.62 cfs @ 12.16 hrs, Volume= 0.143 af, Depth= 1.44" Routed to Reach 2R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 91HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area (sf) CN Description 40,600 39 >75% Grass cover, Good, HSG A 4,631 96 Gravel surface, HSG A 6,854 98 Paved parking, HSG A 0 98 Roofs, HSG A 52,085 52 Weighted Average 45,231 86.84% Pervious Area 6,854 13.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 100 0.0050 0.09 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 1.6 110 0.0050 1.14 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 20.5 210 Total Summary for Subcatchment P1-9: Runoff = 1.14 cfs @ 12.04 hrs, Volume= 0.070 af, Depth= 4.25" Routed to Pond CB9 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.28" Area (sf) CN Description 2,329 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 6,235 98 Paved parking, HSG A 0 98 Roofs, HSG A 8,564 82 Weighted Average 2,329 27.20% Pervious Area 6,235 72.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 70 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.1 5 0.0150 0.61 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 1.1 5 0.0160 0.08 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0160 0.82 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 65 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.8 165 Total MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 92HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 0.89 cfs @ 11.99 hrs, Volume= 0.048 af Outflow = 0.73 cfs @ 12.03 hrs, Volume= 0.048 af, Atten= 18%, Lag= 2.5 min Routed to Pond CB8A : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 1.45 fps, Min. Travel Time= 4.0 min Avg. Velocity = 0.60 fps, Avg. Travel Time= 9.7 min Peak Storage= 177 cf @ 12.03 hrs Average Depth at Peak Storage= 0.41' , Surface Width= 2.46' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 23.19 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 350.0' Slope= 0.0076 '/' Inlet Invert= 310.00', Outlet Invert= 307.35' Summary for Reach 2R: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 1.44" for 100-yr event Inflow = 1.62 cfs @ 12.16 hrs, Volume= 0.143 af Outflow = 1.61 cfs @ 12.18 hrs, Volume= 0.143 af, Atten= 1%, Lag= 1.1 min Routed to Pond CB8B : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 1.98 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.91 fps, Avg. Travel Time= 2.9 min Peak Storage= 130 cf @ 12.18 hrs Average Depth at Peak Storage= 0.52' , Surface Width= 3.12' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 27.06 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 160.0' Slope= 0.0103 '/' Inlet Invert= 309.00', Outlet Invert= 307.35' MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 93HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1.968 ac, 8.17% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 2.24 cfs @ 12.08 hrs, Volume= 0.174 af Outflow = 1.97 cfs @ 12.14 hrs, Volume= 0.174 af, Atten= 12%, Lag= 3.2 min Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 1.59 fps, Min. Travel Time= 4.2 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 10.1 min Peak Storage= 497 cf @ 12.14 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 3.86' Bank-Full Depth= 1.50' Flow Area= 6.8 sf, Capacity= 18.84 cfs 0.00' x 1.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 400.0' Slope= 0.0050 '/' Inlet Invert= 309.00', Outlet Invert= 307.00' Summary for Pond CB1: Inflow Area = 0.362 ac, 63.49% Impervious, Inflow Depth = 3.62" for 100-yr event Inflow = 1.98 cfs @ 12.02 hrs, Volume= 0.109 af Outflow = 1.98 cfs @ 12.02 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.02 hrs, Volume= 0.109 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 310.49' @ 12.05 hrs Surf.Area= 6 sf Storage= 24 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.5 min calculated for 0.109 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 823.4 - 823.1 ) MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 94HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.71 cfs @ 12.02 hrs HW=310.14' TW=309.42' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.71 cfs @ 2.18 fps) Summary for Pond CB10: Inflow Area = 8.718 ac, 40.95% Impervious, Inflow Depth = 1.03" for 100-yr event Inflow = 9.73 cfs @ 12.88 hrs, Volume= 0.749 af Outflow = 9.21 cfs @ 12.32 hrs, Volume= 0.749 af, Atten= 5%, Lag= 0.0 min Primary = 9.21 cfs @ 12.32 hrs, Volume= 0.749 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.06' @ 12.32 hrs Surf.Area= 6 sf Storage= 36 cf Flood Elev= 307.20' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 827.2 - 827.0 ) Volume Invert Avail.Storage Storage Description #1 302.45' 36 cf 2.50'W x 2.50'L x 5.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.21'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.21' / 302.79' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=8.67 cfs @ 12.32 hrs HW=312.14' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.67 cfs @ 11.04 fps) Summary for Pond CB2: Inflow Area = 0.951 ac, 71.45% Impervious, Inflow Depth = 4.14" for 100-yr event Inflow = 5.74 cfs @ 12.03 hrs, Volume= 0.328 af Outflow = 5.76 cfs @ 12.02 hrs, Volume= 0.328 af, Atten= 0%, Lag= 0.0 min Primary = 5.76 cfs @ 12.02 hrs, Volume= 0.328 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 95HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 309.62' @ 12.04 hrs Surf.Area= 6 sf Storage= 30 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.1 min calculated for 0.328 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 810.3 - 810.1 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.95' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.44 cfs @ 12.02 hrs HW=309.40' TW=308.05' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.44 cfs @ 4.43 fps) Summary for Pond CB3: Inflow Area = 0.604 ac, 75.95% Impervious, Inflow Depth = 4.46" for 100-yr event Inflow = 3.96 cfs @ 12.02 hrs, Volume= 0.224 af Outflow = 4.00 cfs @ 12.02 hrs, Volume= 0.224 af, Atten= 0%, Lag= 0.1 min Primary = 4.00 cfs @ 12.02 hrs, Volume= 0.224 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 310.98' @ 12.02 hrs Surf.Area= 6 sf Storage= 24 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.2 min calculated for 0.224 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 802.9 - 802.7 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.94 cfs @ 12.02 hrs HW=310.95' TW=307.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.94 cfs @ 5.02 fps) MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 96HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 14.43 cfs @ 12.02 hrs, Volume= 0.829 af Outflow = 14.39 cfs @ 12.02 hrs, Volume= 0.829 af, Atten= 0%, Lag= 0.0 min Primary = 14.39 cfs @ 12.02 hrs, Volume= 0.829 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.33' @ 12.05 hrs Surf.Area= 6 sf Storage= 23 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 28 cf Plug-Flow detention time= 0.1 min calculated for 0.829 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 812.1 - 812.0 ) Volume Invert Avail.Storage Storage Description #1 303.60' 34 cf 2.50'W x 2.50'L x 5.50'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.60'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.60' / 303.55' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=13.79 cfs @ 12.02 hrs HW=307.16' TW=305.83' (Dynamic Tailwater) 1=Culvert (Inlet Controls 13.79 cfs @ 4.39 fps) Summary for Pond CB5: Inflow Area = 0.625 ac, 75.36% Impervious, Inflow Depth = 4.35" for 100-yr event Inflow = 3.82 cfs @ 12.03 hrs, Volume= 0.227 af Outflow = 3.90 cfs @ 12.03 hrs, Volume= 0.227 af, Atten= 0%, Lag= 0.0 min Primary = 3.90 cfs @ 12.03 hrs, Volume= 0.227 af Routed to Pond CB6 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 316.01' @ 12.05 hrs Surf.Area= 6 sf Storage= 24 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.2 min calculated for 0.227 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 807.0 - 806.9 ) Volume Invert Avail.Storage Storage Description #1 305.30' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.30'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.30' / 304.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 97HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=3.67 cfs @ 12.03 hrs HW=315.81' TW=312.50' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.67 cfs @ 4.67 fps) Summary for Pond CB6: Inflow Area = 1.235 ac, 75.36% Impervious, Inflow Depth = 4.35" for 100-yr event Inflow = 7.63 cfs @ 12.03 hrs, Volume= 0.448 af Outflow = 7.65 cfs @ 12.03 hrs, Volume= 0.448 af, Atten= 0%, Lag= 0.0 min Primary = 7.65 cfs @ 12.03 hrs, Volume= 0.448 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 312.63' @ 12.05 hrs Surf.Area= 6 sf Storage= 30 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 24 cf Plug-Flow detention time= 0.2 min calculated for 0.448 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 807.1 - 807.0 ) Volume Invert Avail.Storage Storage Description #1 304.30' 30 cf 2.50'W x 2.50'L x 4.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.30'15.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.30' / 303.30' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=7.55 cfs @ 12.03 hrs HW=312.50' TW=307.95' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.55 cfs @ 6.16 fps) Summary for Pond CB7: Inflow Area = 1.845 ac, 76.00% Impervious, Inflow Depth = 4.42" for 100-yr event Inflow = 11.39 cfs @ 12.03 hrs, Volume= 0.680 af Outflow = 11.30 cfs @ 12.03 hrs, Volume= 0.680 af, Atten= 1%, Lag= 0.1 min Primary = 11.30 cfs @ 12.03 hrs, Volume= 0.680 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.17' @ 12.05 hrs Surf.Area= 6 sf Storage= 30 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 30 cf Plug-Flow detention time= 0.2 min calculated for 0.680 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 805.5 - 805.4 ) Volume Invert Avail.Storage Storage Description #1 303.30' 36 cf 2.50'W x 2.50'L x 5.80'H Prismatoid MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 98HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 303.30'18.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.30' / 303.25' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=11.01 cfs @ 12.03 hrs HW=307.98' TW=305.29' (Dynamic Tailwater) 1=Culvert (Inlet Controls 11.01 cfs @ 6.23 fps) Summary for Pond CB8A: Inflow Area = 0.544 ac, 10.58% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 0.73 cfs @ 12.03 hrs, Volume= 0.048 af Outflow = 0.73 cfs @ 12.04 hrs, Volume= 0.048 af, Atten= 1%, Lag= 0.3 min Primary = 0.73 cfs @ 12.04 hrs, Volume= 0.048 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.33' @ 12.06 hrs Surf.Area= 6 sf Storage= 24 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.7 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 907.8 - 907.3 ) Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 130.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.00' S= 0.0042 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=308.19' TW=308.21' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB8B: Inflow Area = 1.196 ac, 13.16% Impervious, Inflow Depth = 1.44" for 100-yr event Inflow = 1.61 cfs @ 12.18 hrs, Volume= 0.143 af Outflow = 1.85 cfs @ 12.21 hrs, Volume= 0.143 af, Atten= 0%, Lag= 2.1 min Primary = 1.85 cfs @ 12.21 hrs, Volume= 0.143 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.57' @ 12.18 hrs Surf.Area= 6 sf Storage= 13 cf Flood Elev= 307.35' Surf.Area= 6 sf Storage= 18 cf Plug-Flow detention time= 0.2 min calculated for 0.143 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 896.1 - 895.9 ) MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 99HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 304.55' 24 cf 2.50'W x 2.50'L x 3.80'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 304.55'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.05' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.49 cfs @ 12.21 hrs HW=306.33' TW=305.42' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.49 cfs @ 3.17 fps) Summary for Pond CB8C: Inflow Area = 7.722 ac, 43.83% Impervious, Inflow Depth = 0.96" for 100-yr event Inflow = 9.21 cfs @ 12.35 hrs, Volume= 0.618 af Outflow = 9.34 cfs @ 12.88 hrs, Volume= 0.618 af, Atten= 0%, Lag= 31.9 min Primary = 9.34 cfs @ 12.88 hrs, Volume= 0.618 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.10' @ 12.33 hrs Surf.Area= 9 sf Storage= 45 cf Flood Elev= 307.00' Surf.Area= 9 sf Storage= 36 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.2 min ( 820.0 - 819.8 ) Volume Invert Avail.Storage Storage Description #1 303.05' 45 cf 3.00'W x 3.00'L x 4.95'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 303.05'24.0" Round Culvert L= 265.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.05' / 302.50' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 12.88 hrs HW=304.99' TW=310.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: Inflow Area = 0.197 ac, 72.80% Impervious, Inflow Depth = 4.25" for 100-yr event Inflow = 1.14 cfs @ 12.04 hrs, Volume= 0.070 af Outflow = 1.46 cfs @ 12.19 hrs, Volume= 0.070 af, Atten= 0%, Lag= 8.7 min Primary = 1.46 cfs @ 12.19 hrs, Volume= 0.070 af Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 100HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev= 307.62' @ 12.21 hrs Surf.Area= 6 sf Storage= 16 cf Flood Elev= 308.10' Surf.Area= 6 sf Storage= 19 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 305.10' 25 cf 2.50'W x 2.50'L x 4.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 305.10'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.40' S= 0.0056 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.19 hrs HW=305.89' TW=307.85' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond INFILL1: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 14.31 cfs @ 12.02 hrs, Volume= 0.829 af Outflow = 11.73 cfs @ 12.19 hrs, Volume= 0.829 af, Atten= 18%, Lag= 9.9 min Discarded = 0.77 cfs @ 11.60 hrs, Volume= 0.542 af Primary = 10.97 cfs @ 12.19 hrs, Volume= 0.287 af Routed to Pond STMH3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.10' @ 12.18 hrs Surf.Area= 5,520 sf Storage= 11,360 cf Flood Elev= 306.55' Surf.Area= 5,520 sf Storage= 12,348 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 36.5 min ( 848.8 - 812.2 ) Volume Invert Avail.Storage Storage Description #1 303.55' 7,701 cf Cultec R-330XLHD x 147 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 303.05' 4,648 cf 16.00'W x 345.00'L x 3.50'H Prismatoid 19,320 cf Overall - 7,701 cf Embedded = 11,619 cf x 40.0% Voids 12,348 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.05'6.000 in/hr Exfiltration over Surface area MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 101HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.77 cfs @ 11.60 hrs HW=303.09' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=2.56 cfs @ 12.19 hrs HW=306.06' TW=306.02' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.56 cfs @ 0.81 fps) Summary for Pond INFILL2: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 2.31" for 100-yr event Inflow = 18.97 cfs @ 12.13 hrs, Volume= 1.110 af Outflow = 11.24 cfs @ 12.46 hrs, Volume= 1.110 af, Atten= 41%, Lag= 19.8 min Discarded = 1.22 cfs @ 11.74 hrs, Volume= 0.723 af Primary = 10.02 cfs @ 12.46 hrs, Volume= 0.387 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.24' @ 12.48 hrs Surf.Area= 8,768 sf Storage= 15,467 cf Flood Elev= 306.25' Surf.Area= 8,768 sf Storage= 19,618 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 43.9 min ( 851.5 - 807.6 ) Volume Invert Avail.Storage Storage Description #1 303.25' 12,238 cf Cultec R-330XLHD x 234 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows #2 302.75' 7,380 cf 16.00'W x 548.00'L x 3.50'H Prismatoid 30,688 cf Overall - 12,238 cf Embedded = 18,450 cf x 40.0% Voids 19,618 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 302.75'6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.22 cfs @ 11.74 hrs HW=302.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 12.46 hrs HW=305.23' TW=312.05' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 102HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 1.495 ac, 49.30% Impervious, Inflow Depth = 3.02" for 100-yr event Inflow = 6.46 cfs @ 12.02 hrs, Volume= 0.376 af Outflow = 6.42 cfs @ 12.02 hrs, Volume= 0.376 af, Atten= 1%, Lag= 0.1 min Primary = 6.42 cfs @ 12.02 hrs, Volume= 0.376 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 308.25' @ 12.05 hrs Surf.Area= 13 sf Storage= 54 cf Flood Elev= 309.30' Surf.Area= 13 sf Storage= 67 cf Plug-Flow detention time= 0.4 min calculated for 0.376 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 823.0 - 822.7 ) Volume Invert Avail.Storage Storage Description #1 303.95' 80 cf 4.00'D x 6.35'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.95'18.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.95' / 303.60' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=6.07 cfs @ 12.02 hrs HW=308.07' TW=307.19' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.07 cfs @ 3.44 fps) Summary for Pond STMH2: Inflow Area = 2.714 ac, 61.35% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 14.39 cfs @ 12.02 hrs, Volume= 0.829 af Outflow = 14.31 cfs @ 12.02 hrs, Volume= 0.829 af, Atten= 1%, Lag= 0.1 min Primary = 11.45 cfs @ 12.02 hrs, Volume= 0.724 af Routed to Pond INFILL1 : Secondary = 2.98 cfs @ 11.99 hrs, Volume= 0.105 af Routed to Pond INFILL1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.25' @ 12.13 hrs Surf.Area= 13 sf Storage= 34 cf Flood Elev= 308.55' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.3 min calculated for 0.829 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 812.2 - 812.1 ) Volume Invert Avail.Storage Storage Description #1 303.55' 72 cf 4.00'D x 5.70'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 103HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 303.55' / 303.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 304.05'12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.05' / 304.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=10.71 cfs @ 12.02 hrs HW=305.86' TW=305.06' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.71 cfs @ 3.41 fps) Secondary OutFlow Max=2.83 cfs @ 11.99 hrs HW=305.57' TW=304.67' (Dynamic Tailwater) 2=Culvert (Inlet Controls 2.83 cfs @ 3.60 fps) Summary for Pond STMH3: Inflow Area = 3.910 ac, 46.61% Impervious, Inflow Depth = 1.32" for 100-yr event Inflow = 12.67 cfs @ 12.19 hrs, Volume= 0.430 af Outflow = 12.02 cfs @ 12.19 hrs, Volume= 0.430 af, Atten= 5%, Lag= 0.0 min Primary = 12.02 cfs @ 12.19 hrs, Volume= 0.430 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.16' @ 12.19 hrs Surf.Area= 13 sf Storage= 33 cf Flood Elev= 309.65' Surf.Area= 13 sf Storage= 77 cf Plug-Flow detention time= 0.2 min calculated for 0.430 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 810.5 - 810.3 ) Volume Invert Avail.Storage Storage Description #1 303.55' 89 cf 4.00'D x 7.10'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.55'24.0" Round Culvert L= 140.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.55' / 303.25' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.82 cfs @ 12.19 hrs HW=306.01' TW=305.85' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.82 cfs @ 1.54 fps) Summary for Pond STMH4: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 2.31" for 100-yr event Inflow = 18.96 cfs @ 12.13 hrs, Volume= 1.110 af Outflow = 18.97 cfs @ 12.13 hrs, Volume= 1.110 af, Atten= 0%, Lag= 0.0 min Primary = 15.15 cfs @ 12.13 hrs, Volume= 0.944 af Routed to Pond INFILL2 : Secondary = 3.83 cfs @ 12.13 hrs, Volume= 0.166 af Routed to Pond INFILL2 : MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 104HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.01' @ 12.16 hrs Surf.Area= 13 sf Storage= 35 cf Flood Elev= 308.25' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 0.1 min calculated for 1.110 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 807.6 - 807.4 ) Volume Invert Avail.Storage Storage Description #1 303.25' 75 cf 4.00'D x 6.00'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 303.75'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.75' / 303.75' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=14.67 cfs @ 12.13 hrs HW=305.91' TW=304.38' (Dynamic Tailwater) 1=Culvert (Barrel Controls 14.67 cfs @ 4.67 fps) Secondary OutFlow Max=3.65 cfs @ 12.13 hrs HW=305.88' TW=304.38' (Dynamic Tailwater) 2=Culvert (Inlet Controls 3.65 cfs @ 4.65 fps) Summary for Pond STMH5: Inflow Area = 5.754 ac, 56.03% Impervious, Inflow Depth = 0.81" for 100-yr event Inflow = 10.02 cfs @ 12.46 hrs, Volume= 0.387 af Outflow = 8.20 cfs @ 12.88 hrs, Volume= 0.444 af, Atten= 18%, Lag= 25.2 min Primary = 8.20 cfs @ 12.88 hrs, Volume= 0.444 af Routed to Pond CB8C : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.26' @ 12.34 hrs Surf.Area= 13 sf Storage= 85 cf Flood Elev= 309.05' Surf.Area= 13 sf Storage= 73 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 303.25' 85 cf 4.00'D x 6.80'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 303.25'24.0" Round Culvert L= 105.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.25' / 303.05' S= 0.0019 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 3.14 sf MJ1588.02 Post-Development Watershed Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey Page 105HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Primary OutFlow Max=14.97 cfs @ 12.88 hrs HW=306.81' TW=305.01' (Dynamic Tailwater) 1=Culvert (Barrel Controls 14.97 cfs @ 4.77 fps) Summary for Link 1L: Inflow Area = 9.290 ac, 38.61% Impervious, Inflow Depth = 1.01" for 100-yr event Inflow = 9.30 cfs @ 12.32 hrs, Volume= 0.780 af Primary = 9.30 cfs @ 12.32 hrs, Volume= 0.780 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MJ1588.02 Post-Development Watershed Table of ContentsMJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (all nodes) 3 Soil Listing (all nodes) 4 Ground Covers (all nodes) 5 Pipe Listing (all nodes) 1-yr Event 6 Node Listing 9 Subcat B1-8C: 10 Subcat P1-1: 11 Subcat P1-10: 11 Subcat P1-11: 12 Subcat P1-2: 12 Subcat P1-3: 13 Subcat P1-4: 14 Subcat P1-5: 14 Subcat P1-6: 15 Subcat P1-7: 16 Subcat P1-8A: 16 Subcat P1-8B: 17 Subcat P1-9: 17 Reach 1R: 18 Reach 2R: 19 Reach 3R: 19 Pond CB1: 20 Pond CB10: 20 Pond CB2: 21 Pond CB3: 21 Pond CB4: 22 Pond CB5: 23 Pond CB6: 23 Pond CB7: 24 Pond CB8A: 24 Pond CB8B: 25 Pond CB8C: 25 Pond CB9: 26 Pond INFILL1: 27 Pond INFILL2: 27 Pond STMH1: 28 Pond STMH2: 29 Pond STMH3: 29 Pond STMH4: 30 Pond STMH5: 31 Link 1L: MJ1588.02 Post-Development Watershed Table of ContentsMJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC 10-yr Event 31 Node Listing 34 Subcat B1-8C: 35 Subcat P1-1: 36 Subcat P1-10: 36 Subcat P1-11: 37 Subcat P1-2: 37 Subcat P1-3: 38 Subcat P1-4: 39 Subcat P1-5: 39 Subcat P1-6: 40 Subcat P1-7: 41 Subcat P1-8A: 41 Subcat P1-8B: 42 Subcat P1-9: 42 Reach 1R: 43 Reach 2R: 44 Reach 3R: 44 Pond CB1: 45 Pond CB10: 45 Pond CB2: 46 Pond CB3: 46 Pond CB4: 47 Pond CB5: 48 Pond CB6: 48 Pond CB7: 49 Pond CB8A: 49 Pond CB8B: 50 Pond CB8C: 50 Pond CB9: 51 Pond INFILL1: 52 Pond INFILL2: 52 Pond STMH1: 53 Pond STMH2: 54 Pond STMH3: 54 Pond STMH4: 55 Pond STMH5: 56 Link 1L: 90% Event 56 Node Listing 59 Subcat B1-8C: 60 Subcat P1-1: 61 Subcat P1-10: 61 Subcat P1-11: 62 Subcat P1-2: 62 Subcat P1-3: MJ1588.02 Post-Development Watershed Table of ContentsMJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC 63 Subcat P1-4: 64 Subcat P1-5: 64 Subcat P1-6: 65 Subcat P1-7: 66 Subcat P1-8A: 66 Subcat P1-8B: 67 Subcat P1-9: 67 Reach 1R: 68 Reach 2R: 69 Reach 3R: 69 Pond CB1: 70 Pond CB10: 70 Pond CB2: 71 Pond CB3: 71 Pond CB4: 72 Pond CB5: 73 Pond CB6: 73 Pond CB7: 74 Pond CB8A: 74 Pond CB8B: 75 Pond CB8C: 75 Pond CB9: 76 Pond INFILL1: 77 Pond INFILL2: 77 Pond STMH1: 78 Pond STMH2: 79 Pond STMH3: 79 Pond STMH4: 80 Pond STMH5: 81 Link 1L: 100-yr Event 81 Node Listing 84 Subcat B1-8C: 85 Subcat P1-1: 86 Subcat P1-10: 86 Subcat P1-11: 87 Subcat P1-2: 87 Subcat P1-3: 88 Subcat P1-4: 89 Subcat P1-5: 89 Subcat P1-6: 90 Subcat P1-7: 91 Subcat P1-8A: 91 Subcat P1-8B: 92 Subcat P1-9: 92 Reach 1R: MJ1588.02 Post-Development Watershed Table of ContentsMJ1588.02_POST Printed 6/4/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC 93 Reach 2R: 94 Reach 3R: 94 Pond CB1: 95 Pond CB10: 95 Pond CB2: 96 Pond CB3: 96 Pond CB4: 97 Pond CB5: 98 Pond CB6: 98 Pond CB7: 99 Pond CB8A: 99 Pond CB8B: 100 Pond CB8C: 100 Pond CB9: 101 Pond INFILL1: 102 Pond INFILL2: 102 Pond STMH1: 103 Pond STMH2: 104 Pond STMH3: 104 Pond STMH4: 105 Pond STMH5: 106 Link 1L: Stormwater Pollution Prevention Plan Appendix J Stormwater Design Calculations TOTAL WATER QUALITY VOLUME CALCULATION For ALL DEVELOPMENT PROJECTS in Non-Impaired Watersheds GENERAL PROJECT INFORMATION Project:Date:5/17/2024 Address:By:AIB County: SITE CHARACTERISTICS Project Type: 90% Rain (P):1.10 inches Total Project Area (DA):283,310.00 sf 6.504 ac Existing Impervious Area:81,855.00 sf 1.879 ac Total Project Impervious Area (I):144,033.00 sf 3.307 ac Difference in Impervious Area:62,178.00 sf 1.427 ac Percent Increase/Reduction:75.96%Increased Impervious (Redev +) Proprietary Devices? Is a Proprietary Practice being used?No (Can only be used on existing impervious) Existing Impervious to practice?0.00 sf 0.000 ac % Existing Impervious to practice?0.00% BASE WATER QUALITY VOLUME Re-Development Areas Redevelopment Impervious Area:81,855 sf (from above) Total Redevelopment Area:81,855 sf Percent Existing Impervious (i):100.00% New Development Areas Proposed New Impervious Area:62,178 sf Total New Development Area:201,455 sf Percent New Impervious (i):30.86% Calculation of Runoff Coef. (Rv) = 0.05 + [(0.009)*(i)] = Re-Development Runoff Coef. (Rv) =0.950 New Development Runoff Coef. (Rv) =0.328 WQv = [ (P) * (A) * (Rv) ] / 12 = Existing Impervious WQv =1,782 cf 0.041 ac-ft New Impervious WQv =6,053 cf 0.139 ac-ft Adjusted Min Required WQv = 7,835 cf 0.180 ac-ft BREAKDOWN OF SUBCATCHMENTS Calculations below assume no proprietary practice is being used for treatement of redevelopment runoff. Catchment Total Area Total Prop. Name (sf)Imperv. Area (sf) P1-1 15,779 10,0180 899 899 NEW P1-2 25,650 19,5830 1,733 1,733 NEW P1-3 26,312 19,9830 1,769 1,769 NEW P1-4 26,777 20,6940 1,830 1,830 NEW P1-5 27,225 20,516 22,740 277 1,817 Redev - P1-6 26,577 20,027 19,664 490 1,774 Redev + P1-7 26,547 20,523 370 1,791 1,815 Redev + P1-8A 17,710 1,5500 209 209 NEW P1-8B 21,180 1,8280 248 248 NEW P1-8C 20,885 2,187 15,048 -167 276 Redev - P1-9 8,564 6,235 6,354 128 554 Redev - P1-10 16,809 179 13,252 -68 92 Redev - OFFSITE 23,295 710 4,427 -97 165 Redev - Total 283,310 144,033 81,855 9,041 13,181 Note: Total Min WQv calculated (left) may not match the "Adjusted Min Required WQv" (above) due to the way the Rv is calculated. The project should meet the WQv Requirements calculated above. Min WQv Required MJ1588.03 New Street Subdivision-City of Saratoga Springs Exist. Imp. Area (sf) For redevelopment projects total equals 25% of calculated WQv for SMPs or 75% for proprietary devices Redevelopment with INCREASED Impervious WQv Going to Practice Development Type Treatment Practice Updated 4/19/18 BASE WQv CALCULATION TOTAL WATER QUALITY VOLUME CALCULATION For ALL DEVELOPMENT PROJECTS in Non-Impaired Watersheds GENERAL PROJECT INFORMATION Project:Date:5/17/2024 Address:By:AIB County: RUNOFF REDUCTION TECHNIQUES BY AREA Total Contrib. Area Contrib. Imperv. Area sf sf RR-100 RR-2 0 0 RR-3 1,350.00 1,350.0000 1,350 1,350 SITE CHARACTERISTICS WITH AREA REDUCTION TECHNIQUES 90% Rain (P):1.10 inches Total Project Area (DA) - Area Reduction:283,310.00 sf 6.504 ac Existing Impervious Area:81,855.00 sf 1.879 ac Total Project Impervious Area - Area Reduction (I):144,033.00 sf 3.307 ac Difference in Impervious Area:62,178.00 sf 1.427 ac Percent Increase/Reduction:75.96%Increased Impervious (Redev +) Proprietary Devices? Is a Proprietary Practice being used?No (Can only be used on existing impervious) Existing Impervious to practice?0.00 sf 0.000 ac % Existing Impervious to practice?0.00% REVISED WATER QUALITY VOLUME WITH AREA REDUCTION TECHNIQUES Re-Development Areas Redevelopment Impervious Area:81,855 sf (from above) Total Redevelopment Area:81,855 sf Percent Existing Impervious (i):100.00% New Development Areas Proposed New Impervious Area:62,178 sf Total New Development Area:201,455 sf Percent New Impervious (i):30.86% Calculation of Runoff Coef. (Rv) = 0.05 + [(0.009)*(i)] = Re-Development Runoff Coef. (Rv) =0.950 New Development Runoff Coef. (Rv) =0.328 WQv = [ (P) * (A) * (Rv) ] / 12 = Existing Impervious WQv =1,782 cf 0.041 ac-ft New Impervious WQv =6,053 cf 0.139 ac-ft Adjusted Min Required WQv = 7,835 cf 0.180 ac-ft For redevelopment projects total equals 25% of calculated WQv for SMPs or 75% for proprietary devices Conservation of Natural Areas minimum 10,000 sf Sheetflow to Riparian Buffers/Filter Strips maximum contributing length 75-150 feet Tree Planting/Tree Box Up to 100 sf directly connected impervious area may be subtracted Notes Filter Strips Total MJ1588.03 New Street Subdivision-City of Saratoga Springs Area Reduction Technique DEC Ref. No. Updated 4/19/18 BASE WQv CALCULATION MINIMUM RRv CALCULATION For All Development Projects in Non-Impaired Watersheds GENERAL PROJECT INFORMATION Project:Date:5/17/2024 Address:By:AIB County: SOIL DATA FOR PROJECT SITE CatchmentABCD Total Name (sf) (sf) (sf) (sf) (sf) P1-1 15,779 15,779.00 OK P1-2 25,650 25,650.00 OK P1-3 26,312 26,312.00 OK P1-4 26,777 26,777.00 OK P1-5 27,225 27,225.00 OK P1-6 26,577 26,577.00 OK P1-7 26,547 26,547.00 OK P1-8A 17,710 17,710.00 OK P1-8B 21,180 21,180.00 OK P1-8C 20,885 20,885.00 OK P1-9 8,564 8,564.00 OK P1-10 16,809 16,809.00 OK OFFSITE 23,295 23,295.00 OK Total 283,310.00 0.00 0.00 0.00 283,310.00 OK S 0.55 0.40 0.30 0.20 0.55 Adjusted S Adjusted Total (sf) 155,820.50 0.00 0.00 0.00 155,820.50 Percentage 100.00%0.00%0.00%0.00% MINIMUM RRv CALCULATION 90% Rain (P):1.10 inches Proposed Increased Impervious Area:62,178.00 sf Rv (100% I) = 0.05 + 0.009(I) = 0.95 HSG Specific Reduction Factor = 0.55 Min. RRv = [ (P) * (Rv) * (Ai) * (S) ] / 12 = 2,978 cf 0.068 ac-ft Area by Hydrologic Soil Group (HSG) MJ1588.03 New Street Subdivision-City of Saratoga Springs MIN. RRv CALCULATION SWPPP SUMMARY GENERAL PROJECT INFORMATION Project:Date:5/17/2024 Address:By:AIB County: Min. Runoff Treatment Volume (WQv) for Project:7,835 cf 0.180 ac-ft Min. Volume of WQv to be met by Runoff Red.(RRv):2,978 cf 0.068 ac SUMMARY OF SMPs Contrib. Area Contrib. Imperv. Area Revised Min. RRv Revised WQv sf sf cf cf RR-1 RR-2 RR-3 1,350 1,350 RR-4 Total Area Reduction 1350 1350 Revised Areas 0.00 0.00 Revised WQv & Minimum RRv N/A 7,835 Contrib. Area Contrib. Imperv. Area RRv Provided Treated WQv sf sf cf cf RR-5 RR-6 RR-7 RR-8 RR-9 RR-10- - - - Contrib. Area Contrib. Imperv. Area RRv Provided Treated WQv sf sf cf cf I-1 I-2 I-3 I-5 311,450 205,637 18,393 Bioretention & Infiltration Bioretention (Total)F-5 Dry Swale O-2 311,450 205,637 18,393 12,161 Rain Garden (2) Stormwater Planter STANDARD SMPs W/ RRv CAPACITY Green Roof Rain Barrel/Cistern Porous Pavement Infiltration Trench Totals Volume Reduction Technique DEC Ref. No. MJ1588.03 New Street Subdivision Conservation of Natural Areas Sheetflow to Riparian Buffers/Filter Strips Tree Planting/Tree Box-City of Saratoga Springs GREEN INFRASTRUCTURE AREA REDUCTION TECHNIQUES Area Reduction Technique DEC Ref. No. Disconnection of Rooftop Runoff GREEN INFRASTRUCTURE RUNOFF REDUCTION TECHNIQUES Dry Well Infiltration Basins Totals Volume Reduction Technique DEC Ref. No. Vegetated Swale Underground Infiltration System SUMMARY PAGE 4 OF 2 SWPPP SUMMARY Contrib. Area Contrib. Imperv. Area RRv Provided Treated WQv sf sf cf cf P-1 P-2 P-3 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 W-4 O-2- - - Contrib. Area Contrib. Imperv. Area RRv Provided Treated WQv sf sf cf cf Contech HDS SUMMARY cf ac-ft cf ac-ft Required WQv after Area Reduction Practices:N/A N/A 7,835 0.180 Total Provided by Treatment Practices 18,393 0.422 12,161 0.279 Total WQv Provided Including Runoff Reduced (ac-ft)0.701 OK - Minimum WQv Provided Multiple Pond System Pocket Wetland Wet Swale Runoff Reduced (RRv) Runoff Treated (WQv) PROPRIETARY TREATMENT SYSTEMS Micropool Extended Detention Wet Pond Wet Extended Detention Totals Type DEC Ref. No. Standard Management Practice DEC Ref. No. STANDARD SMPs SUMMARY PAGE 5 OF 2 INFILTRATION CHAMBERS (I-5) GENERAL PROJECT INFORMATION Project:Date: Address:By: County: Chamber Group:1DRAINAGE AREA TO BE TREATED BY PRACTICE Catchment Total Area Imperv. Name (sf)Area (sf) P1-1 15,779.00 10,018.00 63.5% 0.62 P1-2 25,650.00 19,583.00 76.3% 0.74 P1-3 26,312.00 19,983.00 75.9% 0.73 P1-4 26,777.00 20,694.00 77.3% 0.75 P1-8A 17,710.00 1,550.00 8.8% 0.13 Total 94,518.00 70,278.00 63.49% 0.621 DESIGN ELEMENTS Infiltration Rate:6in/hour OK - Infiltration rate is acceptable Pretreatment Required:100%of WQv 25% min; 50% if > 2 in/hr; 100% if > 5in/hr Required Pretreatment Volume:6,231 cf Pretreatment Techniques Utilized: Pretreatment Volume Provided: 6,231 cf BASIN SIZING Depth to Groundwater*:>4.00 ft Provide Length of Device:345.00 ft Provide Width of Device:16.00 ft Surface Area Provided:5,520.00 sf Porosity of Stone:0.40 Depth of Stone Bed:3.54 ft Number of Chambers:147 Storage Volume per Unit:52.50 cf Total Chamber Storage Volume:7,717.50 cf Total Stone Bed Storage Volume:102.50 cf Total Volume Provided:7,820.00 cf WQv & RRv CAPACITY RRv Applied:6,231 cf 0.143 ac-ft-209 - 100% of the storage provided in the basin or WQv, whichever is less Storage Volume provided in infiltration basin area (not including pretreatment) *Ground water must be at least 3' from bottom of practice, 4' in sole source aquifer 6,231--1,830 1,733 Isolator Row(s)-1,769 MJ1588.03 New Street Subdivision 5/17/2024 - AIB City of Saratoga Springs % Imperv Pre-Treatment PracticeRvCalculated WQv (cf) 899 INFILTATION CHAMBER GROUP NO. 01 INFILTRATION CHAMBERS (I-5) GENERAL PROJECT INFORMATION Project:Date: Address:By: County: Chamber Group:2DRAINAGE AREA TO BE TREATED BY PRACTICE Catchment Total Area Imperv. Name (sf)Area (sf) P1-5 27,225.00 20,516.00 75.4% 0.73 P1-6 26,577.00 20,027.00 75.4% 0.73 P1-7 26,547.00 20,523.00 77.3% 0.75 P1-8B 21,180.00 1,828.00 8.6% 0.13 P1-8C 20,885.00 2,187.00 10.5% 0.14 Areas from I5-A 94,518.00 70,278.00 74.4% 0.72 Total 216,932.00 135,359.00 75.36% 0.73 DESIGN ELEMENTS Infiltration Rate:6in/hour OK - Infiltration rate is acceptable Pretreatment Required:100%of WQv 25% min; 50% if > 2 in/hr; 100% if > 5in/hr Required Pretreatment Volume:12,161 cf Pretreatment Techniques Utilized: Pretreatment Volume Provided: 5,930 cf *100% of new untreated area BASIN SIZING Depth to Groundwater*:>4.00 ft Provide Length of Device:548.00 ft Provide Width of Device:16.00 ft Surface Area Provided:8,768.00 sf Porosity of Stone:0.40 Depth of Stone Bed:3.54 ft Number of Chambers:234 Storage Volume per Unit:52.50 cf Total Chamber Storage Volume:12,285.00 cf Total Stone Bed Storage Volume:136.33 cf Total Volume Provided:12,421.33 cf WQv & RRv CAPACITY RRv Applied:12,161 cf 0.279 ac-ft Isolator Row(s) *Ground water must be at least 3' from bottom of practice, 4' in sole source aquifer Storage Volume provided in infiltration basin area (not including pretreatment) 100% of the storage provided in the basin or WQv, whichever is less 1,817 - 276 - 12,161 1,774 1,815 248---6,231 - % Imperv Rv Calculated WQv (cf) Pre-Treatment Practice MJ1588.03 New Street Subdivision 5/17/2024 - AIB City of Saratoga Springs INFILTATION CHAMBER GROUP NO. 01 Stormwater Pollution Prevention Plan Appendix K Project Plans TYPICAL NOTESFile Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-001.dwg (Layout: C-001 )Date: Tue, Jun 04, 2024 - 2:11 PM (Name: aborza)DATE:MJ PROJ. No.:CONTRACT No.:SCALE:DATENo.DESCRIPTIONSUBMITTAL / REVISIONSPROJ. MANAGER:REVIEWED BY:BYDATEDESIGNED BY:DRAWN BY:CHECKED BY:C-001THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESSDONE UNDER THE DIRECTION OF A COMPARABLEPROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT,ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECTFOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THENEW YORK STATE EDUCATION LAW AND/OR REGULATIONSAND IS A CLASS "A" MISDEMEANOR.NOT FOR CONSTRUCT ION Engineeringand Land Surveying, P.C.AS SHOWNWLABABWLNEW STREET SUBDIVISIONCITY OF SARATOGA SPRINGS, NEW YORK-1588.03-UDIG NY: CALL 811 BEFORE YOU DIG:REMOVAL NOTES:GENERAL CONSTRUCTION NOTES:GENERAL CONSTRUCTION NOTES (CONT.):LAYOUT AND GRADING NOTES:PAVING NOTES:UTILITY NOTES:UTILITY NOTES (CONT.):TEMPORARY UTILITY NOTES:SWPPP NOTES:SWPPP NOTES (CONT.):SWPPP NOTES (CONT.):TEST PIT INFORMATION:INFILTRATION TEST INFORMATION:ZONING MAPZONING MAP LEGEND:PROJECTSITENEW YORK STATE DEPT OF HEALTH NEW STREET ELM S T R E E T EXISTING CONDITIONS PLAN File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-100.dwg (Layout: C-100 ) Date: Tue, Jun 04, 2024 - 2:13 PM (Name: aborza) DATE: MJ PROJ. No.: CONTRACT No.: SCALE: DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER:REVIEWED BY:BY DATE DESIGNED BY: DRAWN BY: CHECKED BY: C-100 THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. NOT F O R C O N S T R U C TI O N Engineering and Land Surveying, P.C. AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 - 020'40'40'NEXISTING CONDITIONS PLAN VIEW 020'40'40'EXISTING CONDITIONS PLAN VIEW NMATCHLINE - THIS SHEETMATCHLINE - THIS SHEETEXISTING CONDITIONS PLAN LEGEND NEW YORK STATE DEPT OF HEALTH NEW STREET■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■●●● ●●● ● ELM S T R E E T SOUTH ST.ALETTA ST.■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■UTILITY PLAN File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-140.dwg (Layout: C-140 ) Date: Tue, Jun 04, 2024 - 2:14 PM (Name: aborza) DATE: MJ PROJ. No.: CONTRACT No.: SCALE: DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER:REVIEWED BY:BY DATE DESIGNED BY: DRAWN BY: CHECKED BY: C-140 THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. NOT F O R C O N S T R U C TI O N Engineering and Land Surveying, P.C. AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 - 020'40'40'NUTILITY PLAN VIEW: STA. 9+50 THROUGH STA. 18+68 020'40'40'UTILITY PLAN VIEW: STA. 0+00 THROUGH STA. 9+50 NMATCHLINE - THIS SHEETMATCHLINE - THIS SHEETUTILITY PLAN LEGEND: NEW YORK STATE DEPT OF HEALTH NEW STREET■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■●●● ●●● ● ELM S T R E E T ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■EROSION AND SEDIMENT CONTROL PLAN File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-160.dwg (Layout: C-160 ) Date: Tue, Jun 04, 2024 - 2:15 PM (Name: aborza) DATE: MJ PROJ. No.: CONTRACT No.: SCALE: DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER:REVIEWED BY:BY DATE DESIGNED BY: DRAWN BY: CHECKED BY: C-160 THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. NOT F O R C O N S T R U C TI O N Engineering and Land Surveying, P.C. AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 - 020'40'40'NEROSION AND SEDIMENT CONTROL PLAN VIEW: STA. 9+50 THROUGH STA. 18+68 020'40'40'EROSION AND SEDIMENT CONTROL PLAN VIEW: STA. 0+00 THROUGH STA. 9+50 NMATCHLINE - THIS SHEETMATCHLINE - THIS SHEETEROSION AND SEDIMENT CONTROL PLAN LEGEND: NEW YORK STATE DEPT OF HEALTH PLANSECTIONSECTIONPLANSTORM CATCH BASIN (SQUARE) - KNOCKOUT4STORM SEWER MANHOLE1PLANINSPECTION PORT11SYSTEM INSPECTION REQUIREMENTS:···SUBSURFACE STORMWATER INFILTRATION SYSTEM1 - SECTION7SUBSURFACE STORMWATER INFILTRATION SYSTEM1 - PLAN8PIPE CONNECTION TO DRAINAGE STRUCTURECEMENT GROUT SEAL JOINT3DOWNSPOUT BOOT5NOTES:SECTIONPLANBUILDING DOWNSPOUT (DAYLIGHTED)6BUILDING LEADER ROOF CONNECTION2SECTIONPLANNOTES:NOTES:NOTESSYSTEM INSPECTION REQUIREMENTS:···SUBSURFACE STORMWATER INFILTRATION SYSTEM2 - SECTION9SUBSURFACE STORMWATER INFILTRATION SYSTEM2 - PLAN10SECTIONPLANSTORM CATCH BASIN (ROUND)12NOTES:NOTESFile Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-500.dwg (Layout: C-502 )Date: Tue, Jun 04, 2024 - 2:15 PM (Name: aborza)DATE:MJ PROJ. No.:CONTRACT No.:SCALE:DATENo.DESCRIPTIONSUBMITTAL / REVISIONSPROJ. MANAGER:REVIEWED BY:BYDATEDESIGNED BY:DRAWN BY:CHECKED BY:C-502THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESSDONE UNDER THE DIRECTION OF A COMPARABLEPROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT,ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECTFOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THENEW YORK STATE EDUCATION LAW AND/OR REGULATIONSAND IS A CLASS "A" MISDEMEANOR.NOT FOR CONSTRUCT ION Engineeringand Land Surveying, P.C.AS SHOWNWLABABWLNEW STREET SUBDIVISIONCITY OF SARATOGA SPRINGS, NEW YORK-1588.03-TYPICAL DETAILSNEW YORK STATE DEPT OF HEALTH Stormwater Pollution Prevention Plan Appendix L Rainfall Data: IDF Curve and Table Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 5/17/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Storm Distribution Report Rainfall Depth vs. Time Type II 24-hr Elapsed Time (hours) 20151050Fractional Rainfall Depth1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 5/17/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Rainfall Depth vs. Time Time (hours) Type II 24-hr (depth) 0.00 0.000000 0.10 0.001005 0.20 0.002020 0.30 0.003045 0.40 0.004080 0.50 0.005125 0.60 0.006180 0.70 0.007245 0.80 0.008320 0.90 0.009405 1.00 0.010500 1.10 0.011605 1.20 0.012720 1.30 0.013845 1.40 0.014980 1.50 0.016125 1.60 0.017280 1.70 0.018445 1.80 0.019620 1.90 0.020805 2.00 0.022000 2.10 0.023205 2.20 0.024420 2.30 0.025645 2.40 0.026880 2.50 0.028125 2.60 0.029380 2.70 0.030645 2.80 0.031920 2.90 0.033205 3.00 0.034500 3.10 0.035805 3.20 0.037120 3.30 0.038445 3.40 0.039780 3.50 0.041125 3.60 0.042480 3.70 0.043845 3.80 0.045220 3.90 0.046605 4.00 0.048000 4.10 0.049410 4.20 0.050840 4.30 0.052290 4.40 0.053760 4.50 0.055250 4.60 0.056760 4.70 0.058290 4.80 0.059840 4.90 0.061410 5.00 0.063000 5.10 0.064610 Time (hours) Type II 24-hr (depth) 5.20 0.066240 5.30 0.067890 5.40 0.069560 5.50 0.071250 5.60 0.072960 5.70 0.074690 5.80 0.076440 5.90 0.078210 6.00 0.080000 6.10 0.081810 6.20 0.083640 6.30 0.085490 6.40 0.087360 6.50 0.089250 6.60 0.091160 6.70 0.093090 6.80 0.095040 6.90 0.097010 7.00 0.099000 7.10 0.101010 7.20 0.103040 7.30 0.105090 7.40 0.107160 7.50 0.109250 7.60 0.111360 7.70 0.113490 7.80 0.115640 7.90 0.117810 8.00 0.120000 8.10 0.122250 8.20 0.124600 8.30 0.127050 8.40 0.129600 8.50 0.132250 8.60 0.135000 8.70 0.137850 8.80 0.140800 8.90 0.143850 9.00 0.147000 9.10 0.150200 9.20 0.153400 9.30 0.156600 9.40 0.159800 9.50 0.163000 9.60 0.166280 9.70 0.169720 9.80 0.173320 9.90 0.177080 10.00 0.181000 10.10 0.185120 10.20 0.189480 10.30 0.194080 Time (hours) Type II 24-hr (depth) 10.40 0.198920 10.50 0.204000 10.60 0.209400 10.70 0.215200 10.80 0.221400 10.90 0.228000 11.00 0.235000 11.10 0.242680 11.20 0.251320 11.30 0.260920 11.40 0.271480 11.50 0.283000 11.60 0.306840 11.70 0.354360 11.80 0.430793 11.90 0.567859 12.00 0.663000 12.10 0.681960 12.20 0.698640 12.30 0.713040 12.40 0.725160 12.50 0.735000 12.60 0.743440 12.70 0.751360 12.80 0.758760 12.90 0.765640 13.00 0.772000 13.10 0.777960 13.20 0.783640 13.30 0.789040 13.40 0.794160 13.50 0.799000 13.60 0.803600 13.70 0.808000 13.80 0.812200 13.90 0.816200 14.00 0.820000 14.10 0.823665 14.20 0.827260 14.30 0.830785 14.40 0.834240 14.50 0.837625 14.60 0.840940 14.70 0.844185 14.80 0.847360 14.90 0.850465 15.00 0.853500 15.10 0.856465 15.20 0.859360 15.30 0.862185 15.40 0.864940 15.50 0.867625 Time (hours) Type II 24-hr (depth) 15.60 0.870240 15.70 0.872785 15.80 0.875260 15.90 0.877665 16.00 0.880000 16.10 0.882288 16.20 0.884550 16.30 0.886787 16.40 0.889000 16.50 0.891188 16.60 0.893350 16.70 0.895487 16.80 0.897600 16.90 0.899688 17.00 0.901750 17.10 0.903787 17.20 0.905800 17.30 0.907787 17.40 0.909750 17.50 0.911687 17.60 0.913600 17.70 0.915488 17.80 0.917350 17.90 0.919188 18.00 0.921000 18.10 0.922787 18.20 0.924550 18.30 0.926288 18.40 0.928000 18.50 0.929688 18.60 0.931350 18.70 0.932987 18.80 0.934600 18.90 0.936187 19.00 0.937750 19.10 0.939288 19.20 0.940800 19.30 0.942288 19.40 0.943750 19.50 0.945187 19.60 0.946600 19.70 0.947987 19.80 0.949350 19.90 0.950688 20.00 0.952000 20.10 0.953297 20.20 0.954590 20.30 0.955877 20.40 0.957160 20.50 0.958437 20.60 0.959710 20.70 0.960977 Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 5/17/2024Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-3c s/n 04261 © 2023 HydroCAD Software Solutions LLC Rainfall Depth vs. Time (continued) Time (hours) Type II 24-hr (depth) 20.80 0.962240 20.90 0.963498 21.00 0.964750 21.10 0.965997 21.20 0.967240 21.30 0.968477 21.40 0.969710 21.50 0.970938 21.60 0.972160 21.70 0.973378 21.80 0.974590 21.90 0.975797 22.00 0.977000 22.10 0.978197 22.20 0.979390 22.30 0.980577 22.40 0.981760 22.50 0.982937 22.60 0.984110 22.70 0.985277 22.80 0.986440 22.90 0.987597 23.00 0.988750 23.10 0.989897 23.20 0.991040 23.30 0.992177 23.40 0.993310 23.50 0.994437 23.60 0.995560 23.70 0.996677 23.80 0.997790 23.90 0.998897 24.00 1.000000