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HomeMy WebLinkAbout20240682 25 New St Subdivision SWPPP Storm Water Pollution Prevention Plan for New Street Subdivision 25 New Street, Saratoga Springs, NY 12866 MJ Project No.: 1588.03 January, 2025 Revised August 8, 2025 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, Architecture, Landscape Architecture 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 Future Risks Due to Climate Change ............................................................................................. 3 1.5 Conclusion ..................................................................................................................................... 3 2.0 SWPPP RESPONSIBILITIES ........................................................................................................4 2.1 Definitions ..................................................................................................................................... 4 2.2 Owner’s/Operator’s Responsibilities ............................................................................................ 9 2.3 Owner’s/Operator’s Engineers Responsibilities ......................................................................... 11 2.4 Contractor’s Responsibilities ...................................................................................................... 12 2.5 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 .............................................................................................................. 16 3.4 Receiving Water Bodies .............................................................................................................. 16 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 ................................................................................................................................ 18 4.0 CONSTRUCTION SEQUENCE ................................................................................................... 19 4.1 Phase 1 ........................................................................................................................................ 19 4.2 Phase 2 ........................................................................................................................................ 19 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ....................................................................... 20 5.1 Temporary Erosion and Sediment Control Measures ................................................................. 20 5.2 Permanent Erosion and Sediment Control Measures ................................................................ 22 5.3 Other Pollutant Controls ............................................................................................................. 23 5.4 Construction Housekeeping Practices ........................................................................................ 24 6.0 POST-CONSTRUCTION STORMWATER CONTROLS .................................................................. 26 6.1 New Development and Redevelopment Justification ................................................................ 26 6.2 Storm Water Management Planning .......................................................................................... 26 6.3 Stormwater Management Practice (SMP) Selection .................................................................. 28 6.4 Storm Water Quality Analysis ..................................................................................................... 29 6.5 Storm Water Quantity Analysis ................................................................................................... 31 7.0 INSPECTIONS, MAINTENANCE, AND REPORTING .................................................................... 35 7.1 Inspection and Maintenance Requirements ............................................................................... 35 7.2 Reporting Requirements ............................................................................................................. 37 iv Storm Water Pollution Prevention Plan TABLE OF CONTENTS (CONT’D) APPENDICIES Appendix A: NYSDEC SPDES General Permit GP-0-25-001 Appendix B: Notice of Intent (eNOI) Notice of Termination (eNOT) SWPPP Preparer Certification Owner/Operator Certification Form NYSDEC Acknowledgement Letter of Permit Coverage MS4 SWPPP Acceptance Form 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 Information NYSDEC and USGS Aquifer Mapping NYSDEC Environmental Resources Mapper USFWS National Wetlands Inventory (NWI) Mapping FEMA FIRM Floodplain Mapping New York Nature Explorer 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 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 residential subdivision, located at 25 New Street in Saratoga Springs NY, which includes 19 lots, 18 of which will contain two-unit homes; the last lot will provide a recreation area for resident use. This project also includes the construction of a new public roadway, extension of public water and sewer, and the implementation of stormwater management practices. 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-0-25-001, effective January 29, 2025, through January 28, 2030. 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 August 2025 by MJ Engineering, Architecture, Landscape Architecture, and Land Surveying, P.C. (MJ), 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: 1. Maintaining existing drainage patterns to the maximum extent practicable, while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of storm water runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. 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 an asphalt parking area, building, wooded areas, and maintained greenspace. 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 involves site clearing, utility installation i.e. water, sanitary sewer, gas, and electrical, paving, the construction of 18 two-unit homes, construction of a recreation area, and the implementation of stormwater management practices. 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 entirely within Saratoga Springs which contains a Municipal Separate Storm Sewer System (MS4). Therefore, an MS4 Acceptance Form will 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, treated, stored, and conveyed in accordance with NYSDEC's regulations to the maximum extent practicable. Runoff from the project site will discharge into an on-site existing catch basin which is connected to the County’s MS4. 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) (July 2024); · 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-0-25-001, effective January 29, 2025, to January 28, 2030. 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 subsurface infiltration chambers, tree plantings, and vegetative swales. 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 Future Risks Due to Climate Change The effect that climate change has on our environment is becoming increasingly evident with rising temperatures, more frequent extreme storm events, and shifts in precipitation patterns seen across New York State. In response to these challenges, the Community Risk and Resiliency Act (CRRA), which mandates that municipalities assess and plan for the risk’s climate change may pose, has been implemented. Future risks, due to climate change, are not only limited to the natural environment but may also hold significant implications for public health and existing infrastructure. As the effects of climate change progress more widely, previously implemented stormwater management practices are becoming inundated with more intense storm events and at a higher frequency than they were originally designed to handle. When practices are unable to treat or attenuate larger volumes of runoff, flows carrying harmful pollutants may enter local receiving water bodies or accumulate in undesired locations damaging existing infrastructure and impeding community response during disaster relief. This Stormwater Pollution Prevention Plan (SWPPP), in accordance with the requirements demonstrated in the Community Risk and Resiliency Act (CRRA), aims to alleviate possible future physical and environmental risks posed by climate change through conscious and sustainable design using Best Management Practices (BMP's). By recognizing and preparing for these risks, this plan seeks to protect public health, reduce environmental degradation, and enhance community resilience in preparation of the adverse effects climate change may have on local municipalities. 1.5 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-0-25-001 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 the proposed re-development project that 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-0-25-001 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-0-25-001 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 system which conveys sewage and stormwater through a single pipe system to publicly owned treatment works. 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. Common Plan of Development or Sale – means a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The term “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 (SEQR) environment assessment form or other documents, zoning request computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), 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. 5 Storm Water Pollution Prevention Plan 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. Embankment –means an earthen or rock slope that supports a road/highway. 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. 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. 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): 6 Storm Water Pollution Prevention Plan · 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. 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. 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 July 2024. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part II.C.2. of the permit. Phase – a defined area in which construction activities are occurring or will occur separate from other defined area(s). 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 . 7 Storm Water Pollution Prevention Plan 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.). Renewable Energy – electricity or thermal energy generated by renewable energy systems through use of the following technologies: solar thermal, photovoltaics, on land and offshore wind, hydroelectric, geothermal electric, geothermal ground source heat, tidal energy, wave energy, ocean thermal, and fuel cells which do not utilize a fossil fuel resource in the process of generating electricity. 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, · 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, 8 Storm Water Pollution Prevention Plan 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 II.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). 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 or description 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. Stormwater – that portion of precipitation that, once having fallen to the ground, is in excess of the evaporative or infiltrative capacity of soils, or the retentive capacity of surface features, which flows or will flow off the land by surface runoff to waters of the State. 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. 9 Storm Water Pollution Prevention Plan 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 Waste Load 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.7., 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.7., 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. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. 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. 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-0-25-001. 3. Review the SWPPP to confirm it is in accordance with the Saratoga County (County’s) MS4 Program Plan (if applicable). 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 eNOI is to be included in Appendix B. 5. Submit the eNOI online nForm tool located 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 cover, and the annual fee is $110.00. 7. Submit a written Request to Disturb Greater Than Five (5) Acres to the NYSDEC Regional Office Division of Water staff based on the project location (if applicable). The written Request to Disturb Greater Than Five (5) Acres must include all items in accordance with Part I.E.6.b. Contractor may not disturb greater than five (5) acres until an Authorization Letter to Disturb Greater Than Five (5) Acres has been obtained from NYSDEC. 8. 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 contractor(s) and subcontractor(s) 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. 9. 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. 10. 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 (eNOT) has been submitted. 11. Forward a copy of the eNOI 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. 12. Maintain a copy of the General Permit (GP-0-25-001), eNOI, eNOI Acknowledgement Letter, Authorization Letter to Disturb Greater Than Five (5) Acres (if applicable), SWPPP, inspection reports, Spill Prevention, Countermeasures, and Cleanup (SPCC) Plan, inspection records, and other required records, in accordance with Part I.E.3 of GP-0-25-001, on the job site, in a publicly accessible location, so that they may be made available to the regulatory agencies. 13. Post at the site, in a publicly accessible location, a copy of the General Permit (GP-0-25-001), a signed copy of the eNOI, the eNOI Acknowledgement Letter, and on a monthly basis a summary of the site inspection activities. 14. 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. 15. Prior to submitting an electronic Notice of Termination (eNOT), 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. 16. Submit an eNOT form (see Appendix B) within 48 hours of receipt of the Owner’s/Operator’s Engineer’s certification of final site stabilization using NYS DEC’s online nForm tool. 17. 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 eNOT is filed. 18. Require the implementation of Post-Construction Inspections and Maintenance procedures outline in Appendix F. 11 Storm Water Pollution Prevention Plan 19. The eNOI, SWPPP and inspection reports required by GP-0-25-001 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 eNOI, SWPPP, or inspection reports. Copying of documents will be done at the requester’s expense. 20. 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. 2.3 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 (eNOI) form (see Appendix B) or eNOI, sign the “SWPPP Preparer Certification” section of the eNOI, 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 (1) Qualified Inspector to conduct site inspections in conformance with Part IV.C of GP-0-25-001 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, general contractor, and MS4 coordinator at the Department of Water within one (1) 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, appropriate Contractor, and MS4 coordinator at the Department of Water 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 electronic Notice of Termination (eNOT) located in Appendix B. The Qualified Inspector must sign the eNOT Qualified Inspector Certification – Final Stabilization Form and the eNOT Qualified Inspector Certification – SMPs Form and forward the eNOT Owner Operator Certification Form to the Owner/Operator for his signature. 16. Transfer the SWPPP documents, along with eNOI, permit certificates, eNOT, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. 2.4 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 (1) Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one (1) 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 (1) 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 (1) 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 eNOT is filed. A log for keeping such records is provided in Appendix E. 10. Begin implementing corrective actions within one (1) 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 2.5 SWPPP Participants 1. Owner’s/Operator’s Engineer: Michael D. Panichelli, P.E., President MJ Engineering, Architecture, Landscape Architecture and Land Surveying, P.C. 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 paved areas, an existing building, wooded areas, and some maintained greenspace. The topography in the project site is relatively flat with slopes ranging between 0% and 10%. 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 with the following characteristics: WnB – Windsor Loamy Sand · Slope: 3 to 8 percent · Depth to restrictive feature: More than 80 inches · Drainage class: Excessively well drained · Depth to water table: More than 80 inches · Frequency of flooding: None · Frequency of ponding: None · Hydrologic Soil Group: A Windsor Loamy Sand falls under 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 testing was completed for the project site on 5/30/2024 by Terracon. These tests were performed in general conformance with the NYSDEC Storm Water Management Design Manual guidelines. Soils 16 Storm Water Pollution Prevention Plan encountered were 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 the infiltration testing report provided by Terracon. 3.3 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-25-001, Refer to Appendix A of this report. 3.4 Receiving Water Bodies Currently, storm water runoff leaves the property via overland flow or through existing on-site stormwater infrastructure, i.e. catch basins, which discharge into the County’s MS4. Mapping of the project site and receiving water bodies is included in Appendix G. 3.5 Aquifers The project site is located within a Principal Aquifer however it is not located within a United States Environmental Protection Agency (EPA) Sole Source Aquifer (SSA). The EPA designates Sole Source Aquifers as the sole or main source of drinking water for a community under the provisions of the Federal Safe Drinking Water Act. 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 within 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 for rare plants and/or animals and significant natural communities to be present within the proposed project area does exist however the NYSDEC New York Nature Explorer has no record or endangered or threatened species. 17 Storm Water Pollution Prevention Plan 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 Myotis septentrionalis Mammal Endangered Tri-colored Bat Perimyotis Subflavus Mammal Proposed Endangered Karner Blue Butterfly Lycaeides Melissa Samuelis Insect Endangered Monarch Butterfly Danaus Plexippus Insect Candidate The northern long-eared bat (NLEB) ranges in size between 3.0 and 3.7 inches and has a wingspan of between 9.0 to 10.0 inches. It roosts underneath bark, in cavities, and in tree crevices; NLEBs also roost in cooler places such as caves and mines and are sometimes found in barns and sheds. At dusk they feed on a variety of insects including moths, flies, leafhoppers, caddisflies, and beetles. Consultation was initiated with the USFWS; 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. The tricolored bat is a small insectivorous mammal with tricolored fur. During the winter, tricolored bats roost in caves, abandoned mines, and can sometimes be found in road-associated culverts; During the rest of the year, they roost among the leaves of deciduous hardwood trees within forested areas, but can also found in Spanish moss, pine trees, and man-made structures. 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. This insect is small with a wing span of about an inch and can appear either silver-ish blue or gray-ish brown depending on sex. Monarch butterflies are relatively large in size; their wings, which appear bright orange, contain a black border, black veins, and some white spots. Before pupating into a chrysalis, monarch Larve feed predominantly on milkweed; adult butterflies feed on nectar from a variety of plants. Their Habitat includes grassy fields, cropland, orchards, conifer forests, and sometimes eucalyptus groves; generally their habitat may include any area that contains patches of milkweed. The USFWS website indicated that there are no known critical habitats within this project disturbance 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 however located within an archeologically sensitive area; The proposed construction will not impact the archaeologically sensitive area. 18 Storm Water Pollution Prevention Plan 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. 19 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 Phase 1 work includes the installation of a stabilized construction entrance and other erosion and sediment control measures outlined in the plans, tree clearing, de-stumping, demolition of existing paved areas and structures, site grading, and the construction of the proposed roadway; utilities located within the proposed right-of-way will also be installed i.e. sanitary sewer, water, and storm sewer infrastructure. All disturbed areas will be temporarily stabilized by a combination of trees chipped in place, hay, and seed and mulch between phases. Maximum area of disturbance: 5.0 acres at any given time Anticipated time frame: June 2025 – June 2026 An “Erosion and Sediment Control Plan” for Phase 1 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. 4.2 Phase 2 Phase 2 work includes the installation of any additional erosion and sediment control measures, housing unit and residential driveway construction, configuration of the recreation area, and installation of any miscellaneous proposed site features i.e. sign posts, striping, landscaping, etc.; any utilities located outside of the right-of-way will also be installed. All disturbed areas will be stabilized through seed and mulch. Maximum area of disturbance: 5.0 acres at any given time Anticipated time frame: June 2025 – June 2026 20 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-0-25-001 (effective January 29, 2025 through January 28, 2030) · 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. 21 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. 5.1.7 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 22 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”. 23 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 and 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 24 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 once 75% full unless a new facility is constructed. The Contractor will be responsible for seeing that these procedures are followed. 25 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. 26 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 1.21+/- acres of impervious coverage over the 6.50-acre project site. 6.1.2 Redevelopment Project Definition and Requirements The NYSSMDM defines a redevelopment activity as disturbance and reconstruction of existing impervious surfaces, including impervious surfaces that were removed within the last five (5) years. Redevelopment projects utilize alternate sizing and design criteria because of the need to connect to existing infrastructure at set elevations, surrounding land uses, underground facilities (including but not limited to utilities), previously disturbed and highly compacted soils, and contaminated soils which can dictate that standard designs would need to be modified and could escalate project costs. This leeway is provided for redevelopment projects to provide an opportunity for an applicant to reduce impervious coverage of the site, utilize existing infrastructure, resolve existing site issues, and reduce pollutant discharges into the community's storm water collection, conveyance, and treatment system. Section 9 of the NYSSMDM recognizes that the redevelopment of previously developed sites is encouraged to protect watersheds as it often provides an opportunity to conserve natural resources in less impacted areas by targeting development to areas with existing services and infrastructure. In addition, redevelopment activities allow for correction of existing problems and reduce pollutant discharge from previously developed areas without effective storm water pollution controls. The work involves the disturbance of approximately 1.88+/- acres of existing impervious, which is defined as a redevelopment activity. 6.2 Storm Water Management Planning The storm water practices listed in Section 6 of the NYSSMDM were reviewed for selection of SMPs to meet water quality treatment goals. The following existing site constraints were taken into consideration in the determination of appropriate practices to be implemented on site: 27 Storm Water Pollution Prevention Plan · Implemented practices cannot adversely impact existing structures and utilities. · The proposed conditions need to mimic the existing runoff patterns to the extent practicable. 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 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 proposed housing units. 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. This practice will be implemented along and adjacent to the proposed roadway. 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 is not utilized. 28 Storm Water Pollution Prevention Plan 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 utilized. 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 utilized. 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. 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 utilized. 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 utilized. 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: 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, vegetative swales, and sheet flow. 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; existing trees have been preserved to the greatest extent practicable and additional trees adjacent to the proposed roadway have been added. 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. 29 Storm Water Pollution Prevention Plan 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® 330XLHD model infiltration units or approved equivalent. Pretreatment will be achieved through isolator rows within the infiltration systems and will be sized for 25% of the WQv due to an average infiltration rate of 10 in/hr derived from infiltration test data provided by Terracon. 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. Section 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: = 12 Where: WQv = Water quality volume (acre-feet) P = 90% Rainfall Event (inches), obtained from Figure 4.1 in the NYSSMDM Rv = 0.05 + 0.009 (I), where I is percent impervious cover A = Contributing Area in Acres The calculated WQv for the new development project area within the project boundary is 0.121 ac-ft. For redevelopment projects, Section 9 of the NYSSMDM provides four approaches to providing the required stormwater quality treatment: 30 Storm Water Pollution Prevention Plan I. Reduction of existing impervious cover by a minimum of 25% of the total disturbed impervious area. II. Treatment of a minimum of 25% of the WQv from the disturbed, impervious area that is captured and treated by the implementation of standard SMPs or reduced by application of green infrastructure techniques. III. Use of alternative SMPs to treat 75% of the WQv. IV. Use of a combination of the above options using the following equation: %WQv treatment by Alternative practice = (25-(% IC reduction + % WQv treatment by SMP + % runoff reduction)) * 3 This project utilizes Approach II above to provide the required minimum WQv for the redevelopment portion of the project, which is calculated to be 0.041 ac-ft. The total WQv for the work is 0.162 ac-ft. Full calculations are included in Appendix J. 6.4.2 NYSDEC Requirements - Runoff Reduction Volume (RRv) The equation below is used to determine the minimum RRv for new development projects. Although encouraged, meeting the RRv sizing criteria is not required for areas considered redevelopment activities. = ∗ 12 Where: RRv = Minimum Runoff Reduction Volume (acre-feet) P = 90% Rainfall Event (inches) Rv* = 0.05 + 0.009(I), where I is 100% impervious Ai = Impervious cover targeted for runoff reduction, and Ai = (S)(Aic) S = Specific Runoff Reduction Factor (per HSG) Aic = Total area of new impervious cover (acres) The minimum RRv for the project, a redevelopment project with increased impervious area, is calculated to be 0.058 ac-ft. Calculations for the minimum RRv are included in Appendix J. 6.4.3 Project Specific WQv and RRv Approach The project proposes to utilize the proposed practices stated herein to achieve the total necessary water quality volume (WQv) and minimum runoff reduction (RRv). Table 6-2 below summarizes the required minimum WQv and RRv for the project. Refer to Table 6-3 on the following page for a summary of the RRv and WQv achieved by the stormwater management practices proposed. Table 6-2 Calculated WQv & RRv Summary Redevelopment WQv (ac-ft) New Development WQv (ac-ft) Total Minimum WQv Required (ac-ft) Minimum RRv Required (ac-ft) 0.041 0.121 0.162 0.058 6.4.4 Water Quality Performance Summary 31 Storm Water Pollution Prevention Plan Table 6-3 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 6-3 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 2.095 1.520 5,880 cf 0.135 af N/A 2 Infiltration Chambers I-5B 2.217 1.443 5,629 cf 0.129 af N/A 3 Vegetative Swale RR-5 0.579 0.154 N/A N/A 4 Tree Plantings (Area Reduction Practices) RR-3 0.040 0.240 N/A N/A Total Provided RRv + WQv 11,760 cf 0.270 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 32 Storm Water Pollution Prevention Plan 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) 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 6-4. Table 6-4 Design Storm Events Facility 24-Hour Storm Event Stormwater Management Practices 1-year, 10-year, 100-year Flood Conditions 100-year 33 Storm Water Pollution Prevention Plan 6.5.3 Pre-development Watershed Conditions and Design Points The project property is approximately 6.50 acres. The total disturbance area will include approximately 6.00 acres. The existing site consists of grassed and wooded areas, some pavement, and an existing building. Stormwater within the property is currently conveyed via overland flow offsite or through existing stormwater infrastructure which leads to the County’s MS4. In order to compare pre-development and post-development runoff conditions as a result of the proposed work, the pre-development watershed was divided into five (5) subcatchments. Four (4) subcatchments discharge to an existing storm sewer structure; this structure was selected and defined as the Design Point (DP1). The fifth subcatchment leaves the project site via overland flow. A description of the selected design point is provided as follows: Design Point 1 (DP1) Design Point 1 is an existing manhole located to the southeast of the project site adjacent to New Street; Runoff leaves the property through an existing onsite catch basin which connects to DP1. Stormwater from the project site also reaches 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 also presented in Appendix H. A summary of the pre-development watershed runoff rates at each design point is presented in Table 6-5. 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 stormwater management practices. The contributing post-development watershed area was divided into ten (10) subcatchments, 9 of which feed into DP1; the tenth subcatchment leaves the project site via overland flow. Runoff throughout the site will be conveyed through vegetative swales and a closed storm sewer system to infiltration chambers beneath the proposed roadway. The stormwater collected in the storm sewer will be pretreated with isolator rows within each infiltration practice. The infiltration chamber system is designed and sized to provide the required storage with excess flows conveyed to 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. A summary of the post-development watershed runoff rates at the design point is presented in Table 6-5. 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. Table 6-5 summarizes the results of this analysis. 34 Storm Water Pollution Prevention Plan Table 6-5 Summary of Pre-Development and Post-Development Peak Discharge Rates at Outlets (cfs) Phase Design Points (DP) Description 1-year 24 Hour Event 10-year 24 Hour Event 100-year 24 Hour Event Pre- Post- Pre- Post- Pre- Post- All Phases 1 - 1.88 0.31 5.60 0.77 14.87 14.66 35 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-0-25-001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of one every seven (7) calendar days. When construction activities are ongoing and the contractor has disturbed greater than 5-acres of soil, the qualified inspector must conduct at least two (2) site inspections 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. 36 Storm Water Pollution Prevention Plan 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed 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. If the deficiencies that are identified will not require engineering design for the corrective action, begin implementing corrective actions within one (1) business day and complete the corrective actions within five (5) business days. If the corrective action will require engineering design, being engineering design process within five (5) business days and complete the corrective action in a reasonable time frame, but no later than within 60 calendar days. In addition to the inspections performed by the Qualified Inspector, the Trained Contractor, as defined in Appendix A of the General Permit GP-0-25-001, 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 The owner/operator will have to notify the above-mentioned NYSDEC Regional Office in writing, by hard copy or email, prior to re-commencing construction. 37 Storm Water Pollution Prevention Plan 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 Qualified Inspector inspections can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 1 stormwater contact person noted in Section 7.1.3 (above) in writing. If soil disturbance activities have not resumed within two (2) years from the date of shutdown, an electronic Notice of Termination (eNOT) 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-0-25-001 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. Permit Identification Number 2. Date and time of inspection. 3. Name and title of person(s) performing inspection. 4. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including temperature. 5. 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. 6. 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. 7. Identification of erosion and sediment control practices that need repair or maintenance. 8. 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. 9. 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. 10. Estimates, in square feet or acres, of the following areas: 38 Storm Water Pollution Prevention Plan a. Total area with active soil disturbance (not requiring either temporary or final stabilization) b. Total area with inactive soil disturbance (requiring either temporary or final stabilization) c. Total area that has achieved temporary stabilization d. Total area that has achieved final stabilization 11. Current stage of construction of post-construction stormwater management practices and identification of construction that is not in conformance with the SWPPP and technical standards. 12. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s). 13. 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. 7.2.2 Site Log Book The Owner/Operator shall retain a copy of the SWPPP required by NYSDEC SPDES General Permit GP-0-25-001 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 eNOI to be covered by this permit, for a period of at least five (5) 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 A Appendix A NYSDEC SPDES General Permit GP-0-25-001 PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), 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 State 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 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. 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. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements ...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal ..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001 .................... 18 G. Change of Owner or Operator .......................................................................... 19 Part II.Water Quality-Based Effluent Limitations ..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP)......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements ................................................... 38 Part V. How to Terminate CGP Coverage .................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting .................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information .............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information ............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53 N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability ............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms ............................................................................... 54 APPENDIX A – Abbreviations and Definitions .......................................................... 55 Abbreviations ............................................................................................................. 55 Definitions .................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices ..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form ........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form .................................................................. 89 APPENDIX J – Owner/Operator Certification Form .................................................. 91 Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC 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. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC. 5 Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological buffer 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: i. 1-5 acres of disturbance -20 feet; or ii. 5-20 acres of disturbance -50 feet; or 6 Part I.A.4.a.iii. iii. 20+ acres of disturbance -100 feet. b. NYSDEC consultation form sent to OPRHP,1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (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 or 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). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the 1 The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed. 7 Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope. 8 Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges 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”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations 9 Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of non- stormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10 Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11 Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12 Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form.2 b. The owner or operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date. 2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 13 Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14 Part I.E.3.g. g. the eNOI; and h. the LOA; and i. the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable). 4. The owner or operator must maintain at the construction site, until Part I.E.2.a. and b. have been met, as of the date the documents become final or are received, a copy of the: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. 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. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15 Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16 Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 8. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE).3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10.The eNOI, SWPPP, LOA, updated LOAs (when applicable), 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 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. 3 The Regional Water Manager where a DEC Region does not have a RWE. 17 Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25- 001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form,4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP- 0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires. 4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 18 Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19 Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements 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 the following water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must 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 standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this 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 NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20 Part II.B. 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 II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), 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 SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21 Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and 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 ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity 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. Select, 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 selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and 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 22 Part II.B.1.d.ii. 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. Surface Outlets. When discharging from basins and impoundments, the surface outlets must 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 (SMP) Requirements 1. The owner or operator of a construction activity that requires post- construction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, 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 SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23 Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must 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 must 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 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. 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 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. 24 Part II.C.2.a.iii. iii. 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 directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. 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 directly discharges 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 Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the 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 must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must 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 must 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 25 Part II.C.2.b.i.2. 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 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. 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 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. 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 directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26 Part II.C.2.b.iv. iv. 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 directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 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 DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or 27 Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP 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 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project. Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28 Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i) increasing temperature; and (ii) increasing precipitation; and (iii) increasing variability in precipitation, including chance of drought; and (iv) increasing frequency and severity of flooding; and (v) rising sea level; and (vi) increasing storm surge; and (vii) shifting ecology. ii. for each of the following: (i) overall site planning; and (ii) location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s). 3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29 Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC 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 must be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC 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. 7. 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 30 Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" 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 must 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 the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities. 31 Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component -The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must 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) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, 32 Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. 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; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. 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 33 Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. 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; and x. 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 xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. 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. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met: 34 Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and 35 Part III.B.2.e.iii. iii. 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; and (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and (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; and (iv) Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and (v) Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the DM. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the DM. iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36 Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards -The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type 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 accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). 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 SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37 Part IV.B.1. 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 must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 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 in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. 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 in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: 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 or equal to five (5) acres and is 38 Part IV.C.1.a. 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 D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to 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 D; and c. construction on agricultural property that involves soil disturbances of one (1)or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or 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 must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39 Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site. 40 Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and e. A description of the condition of the runoff at all points of discharge from the construction site. This must 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; and f. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. 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; and i. Description and sketch (map) 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; and j. Estimates, in square feet or acres, of the following areas: 41 Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and l. 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 SMP(s); and m. Identification and status of all corrective actions that were required by previous inspection; and n. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach 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 must 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 must 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 must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design: 42 Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43 Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44 Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-of- way(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) 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; or d. for SMP(s) 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 policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form.5 a. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 45 Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E. Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46 Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements 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 monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must 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. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47 Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48 Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE,6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective. 6 The Regional Water Manager where a DEC Region does not have a RWE. 49 Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (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 Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Note: NYSDEC does not require specific assignments or delegations of authority to responsible corporate officers identified in 40 CFR §122.22(a)(1)(i). NYSDEC will presume that these responsible corporate officers have the requisite authority to sign the Notice of Intent or Notice of Termination unless the corporation has notified NYSDEC to the contrary. Corporate procedures governing authority to sign a Notice of Intent or Notice of Termination may provide for assignment or delegation to applicable corporate positions under 40 CFR §122.22(a)(1)(ii) rather than to specific individuals. b. For a partnership or sole proprietorship. By a general partner or the proprietor, respectively. 50 Part VII.J.1.c. c. For a municipality, State, Federal, or other public agency. By either a principal executive officer or ranking elected official. 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 executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., 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.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, 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 is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who 51 Part VII.J.4. manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52       Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey any property rights in either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53 Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. 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, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms. 54 Appendix A APPENDIX A – Abbreviations and Definitions Abbreviations APO – Agency Preservation Officer BB – New York State Standards and Specifications for Erosion and Sediment Control (Blue Book), dated November 2016 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) DM – New York State Stormwater Management Design Manual (Design Manual), dated July 31, 2024 DOW – Division of Water EAF – Environmental Assessment Form ECL – chapter 43-B of the Consolidated Laws of the State of New York, entitled the 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 NYC – The City of New York NYCDEP – The City of New York Department of Environmental Protection NYSDEC – The New York State Department of Environmental Conservation OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RR – Runoff Reduction RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review Act SHPA – State Historic Preservation Act SMP – Post-Construction Stormwater Management Practice 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 55 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. 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 – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre-to Post-Development Conditions – 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 System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – 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. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “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 (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56 Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized 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, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to: Re-grading of gravel roads or parking lots; and Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and 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); and Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and 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; and Long-term use of equipment storage areas at or near highway maintenance facilities; and 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; and Existing use of Canal Corp owned upland disposal sites for the canal, and Replacement of curbs, gutters, sidewalks and guide rail posts; and Maintenance of ski trails including brush hog use and mowing; and Above ground snowmaking pipe replacement; and Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57 Appendix A Dewatering – the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Directly Discharge(s)(ing) (to a specific surface waterbody) – 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)(d) – any addition of any pollutant to waters of the State through an outlet or point source. Embankment – an earthen or rock slope that supports a road/highway. Equivalent (Equivalence) – 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 – 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. Historic Property – 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) – all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and compacted gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – not technologically possible, or not economically practicable and achievable considering best industry practices. Minimize(ing)(ation) – 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 System (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): 58 Appendix A 1. owned or operated by a State, city, town, village, 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; and 2. designed or used for collecting or conveying stormwater; and 3. which is not a combined sewer system; and 4. which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – 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. Nonpoint Source(s) – 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 – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – 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 requirements. 59 Appendix A Performance Criteria – the six performance criteria for each group of SMPs in Chapters 5 and 6 of the technical standard, New York State Stormwater Management Design Manual (DM), dated July 31, 2024. These include feasibility, conveyance, pretreatment, treatment, landscaping, and maintenance. It does not include the Sizing Criteria (i.e. WQv, RRv, CPv, Qp and Qf) in Part I.C.2. of the permit. Phase – a defined area in which construction activities are occurring or will occur separate from other defined area(s). Point Source – 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(s) – 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 – 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 NYSDEC 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 NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC 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 SMPs that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. 60 Appendix A Qualified Professional – 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 NYSDEC endorsed individual(s). Individuals preparing SWPPPs that require the SMP 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) – 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.). Renewable Energy – electricity or thermal energy generated by renewable energy systems through use of the following technologies: solar thermal, photovoltaics, on land and offshore wind, hydroelectric, geothermal electric, geothermal ground source heat, tidal energy, wave energy, ocean thermal, and fuel cells which do not utilize a fossil fuel resource in the process of generating electricity. Site Limitations – 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 – the criteria included in Part I.C.2 of the permit that are used to size SMPs. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). Steep Slope – land area designated on the current United States Department of Agriculture (USDA) Soil Survey as Soil Slope Phase D, (provided the map unit name or description 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. Stormwater – that portion of precipitation that, once having fallen to the ground, is in excess of the evaporative or infiltrative capacity of soils, or the retentive capacity of surface features, which flows or will flow off the land by surface runoff to waters of the State. 61 Appendix A Streambank – 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) – 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 SMPs); and identifies procedures the owner or operator will implement to comply with the requirements 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 – an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization – 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 Load (TMDL) – 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 and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates Waste Load Allocations (WLA) for point source discharges, Load Allocations (LA) for nonpoint sources, and a margin of safety (MOS). Traditional Land Use Control MS4 Operator – 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). Trained Contractor – an employee from the contracting (construction) company, identified in Part III.A.7., that has received four (4) hours of NYSDEC endorsed training 62 Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC 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.7., 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 NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – 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. 63 Appendix B 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 and not directly discharging to one of the 303(d) segments listed in Appendix D • 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 D • Construction of a barn or other agricultural building, silo, stock yard or pen. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that include construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. 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 New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. Within the municipal boundaries of NYC: • Stand-alone road reconstruction, where the total soil disturbance from only that road construction, is less than one (1) acre of land. The following construction activities: • 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, stormwater retrofits, stream restoration, and resiliency projects that reconstruct shoreline areas to address sea level rise • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails, walking/hiking trails, and mountain bi king trails, including a de minimis parking lot (maximum 10 spaces total, sized for passenger cars) with 35 feet minimum preservation of un disturbed area downgradient from the parking lot • Dam rehabilitation (the structure of the dam itself) • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are not part of residential, commercial, or institutional development; • Sidewalks, bike paths, or walking paths, 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. 64 Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not 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 where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre-to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre-to post-development conditions. • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre-to post-development conditions, and are not listed in Table 2. 1.If the site is redeveloped in the future, a new eNOI must be submitted. 65 Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • 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 D • 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 D • 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 between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC 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 common plan of development or sale that will ultimately disturb five (5) or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC • 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) that involves soil disturbance greater than five acres. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre-to post-development conditions. • Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills; including creation of landfills or capping landfills. • Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks • Golf courses • Office complexes 66 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Permanent laydown yards and equipment storage lots • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surfaces • Road construction or reconstruction, outside the municipal boundaries of NYC • Road construction within the municipal boundaries of NYC • Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land • Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) • 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 overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction • Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM • Solar array field areas on slopes less than 8% that will alter the hydrology from pre-to post- development conditions • Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables • Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) • Utility pads surfaced with impervious cover, including electric vehicle charging stations • 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 67 Appendix C 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 SMPs designed in conformance with the Enhanced Phosphorus Removal Standards included in the DM technical standard. • 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 68 Appendix C Figure 1 -New York City Watershed East of the Hudson 69 Appendix C Figure 2 -Onondaga Lake Watershed 70 Appendix C Figure 3 -Greenwood Lake Watershed 71 Appendix C Figure 4 -Oscawana Lake Watershed 72 Appendix C Figure 5 -Kinderhook Lake Watershed 73 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) List of waterbodies impaired by pollutants related to construction activity, including turbidity, silt/sediment, and nutrients (e.g. nitrogen, phosphorus). This list is a subset of “The Final New York State 2018 Section 303(d) List of Impaired Waters Requiring a TMDL” dated June 2020. County Waterbody Pollutant Albany Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Phosphorus Albany Lawsons Lake (1301-0235) Phosphorus Allegany Amity Lake, Saunders Pond (0403-0054) Phosphorus Allegany Andover Pond (0403-0056) Phosphorus Bronx Reservoir No.1/Lake Isle (1702-0075) Phosphorus Bronx Van Cortlandt Lake (1702-0008) Phosphorus Broome Blueberry, Laurel Lakes (1404-0033) Phosphorus Broome Fly Pond, Deer Lake (1404-0038) Phosphorus Broome Minor Tribs to Lower Susquehanna (0603-0044) Phosphorus Broome Whitney Point Lake/Reservoir (0602-0004) Phosphorus Cattaraugus Allegheny River/Reservoir (0201-0023) Phosphorus Cattaraugus Beaver Lake/Alma Pond (0201-0073) Phosphorus Cattaraugus Case Lake (0201-0020) Phosphorus Cattaraugus Linlyco/Club Pond (0201-0035) Phosphorus Cayuga Duck Lake (0704-0025) Phosphorus Cayuga Owasco Inlet, Upper, and tribs (0706-0014) Nutrients Chautauqua Chadakoin River and tribs (0202-0018) Phosphorus Chautauqua Hulburt/Clymer Pond (0202-0079) Phosphorus Chautauqua Middle Cassadaga Lake (0202-0002) Phosphorus Clinton Great Chazy River, Lower, Main Stem (1002-0001) Silt/Sediment Columbia Robinson Pond (1308-0003) Phosphorus Cortland Dean Pond (0602-0077) Phosphorus Dutchess Fallkill Creek (1301-0087) Phosphorus Dutchess Hillside Lake (1304-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Silt/Sediment Erie Beeman Creek and tribs (0102-0030) Phosphorus Erie Delaware Park Pond (0101-0026) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Silt/Sediment Erie Green Lake (0101-0038) Phosphorus Erie Little Sister Creek, Lower, and tribs (0104-0045) Phosphorus Erie Murder Creek, Lower, and tribs (0102-0031) Phosphorus Erie Rush Creek and tribs (0104-0018) Phosphorus Erie Scajaquada Creek, Lower, and tribs (0101-0023) Phosphorus Erie Scajaquada Creek, Middle, and tribs (0101-0033) Phosphorus Erie Scajaquada Creek, Upper, and tribs (0101-0034) Phosphorus Erie South Branch Smoke Cr, Lower, and tribs (0101-0036) Phosphorus Erie South Branch Smoke Cr, Lower, and tribs (0101-0036) Silt/Sediment Genesee Bigelow Creek and tribs (0402-0016) Phosphorus Genesee Black Creek, Middle, and minor tribs (0402 0028) Phosphorus Genesee Black Creek, Upper, and minor tribs (0402-0048) Phosphorus Genesee Bowen Brook and tribs (0102-0036) Phosphorus Genesee LeRoy Reservoir (0402-0003) Phosphorus Genesee Mill Pond (0402-0050) Phosphorus Genesee Oak Orchard Cr, Upper, and tribs (0301-0014) Phosphorus Genesee Oatka Creek, Middle, and minor tribs (0402-0031) Phosphorus Genessee Tonawanda Cr, Middle, Main Stem (0102-0002) Phosphorus Greene Schoharie Reservoir (1202-0012) Silt/Sediment Greene Sleepy Hollow Lake (1301-0059) Silt/Sediment Herkimer Steele Creek tribs (1201-0197) Phosphorus Herkimer Steele Creek tribs (1201-0197) Silt/Sediment Kings Hendrix Creek (1701-0006) 18 Nitrogen Kings Prospect Park Lake (1701-0196) Phosphorus Lewis Mill Creek/South Branch, and tribs (0801-0200) Nutrients Livingston Christie Creek and tribs (0402-0060) Phosphorus Livingston Conesus Lake (0402-0004) Phosphorus Livingston Mill Creek and minor tribs (0404-0011) Silt/Sediment Monroe Black Creek, Lower, and minor tribs (0402-0033) Phosphorus Monroe Buck Pond (0301-0017) Phosphorus Monroe Cranberry Pond (0301-0016) Phosphorus Monroe Durand, Eastman Lakes (0302-0037) Phosphorus Monroe Lake Ontario Shoreline, Western (0301-0069) 9 Phosphorus Monroe Long Pond (0301-0015) Phosphorus Monroe Mill Creek and tribs (0302-0025) Phosphorus 2 Monroe Mill Creek/Blue Pond Outlet and tribs (0402-0049) Phosphorus Monroe Minor Tribs to Irondequoit Bay (0302-0038) Phosphorus Monroe Rochester Embayment -East (0302-0002) [9] Phosphorus Monroe Rochester Embayment -West (0301-0068) 9 Phosphorus Monroe Shipbuilders Creek and tribs (0302-0026) Phosphorus 2 Monroe Thomas Creek/White Brook and tribs (0302-0023) Phosphorus 75 Nassau Bannister Creek/Bay (1701-0380) Nitrogen Nassau Beaver Lake (1702-0152) Phosphorus Nassau Browswere Bay (1701-0383) Nitrogen Nassau Camaans Pond (1701-0052) Phosphorus Nassau East Meadow Brook, Upper, and tribs (1701-0211) Silt/Sediment Nassau East Rockaway Channel (1701-0381) Nitrogen Nassau Glen Cove Creek, Lower, and tribs (1702-0146) Silt/Sediment Nassau Grant Park Pond (1701-0054) Phosphorus Nassau Hempstead Bay, Broad Channel (1701-0032) Nitrogen Nassau Hempstead Lake (1701-0015) Phosphorus Nassau Hewlett Bay (1701-0382) Nitrogen Nassau Hog Island Channel (1701-0220) Nitrogen Nassau Massapequa Creek, Upper, and tribs (1701-0174) Phosphorus Nassau Milburn/Parsonage Creeks, Upp, and tribs (1701- 0212) Phosphorus Nassau Reynolds Channel, East (1701-0215) [12] Nitrogen Nassau Reynolds Channel, West (1701-0216) 12 Nitrogen Nassau Tidal Tribs to Hempstead Bay (1701-0218) Nitrogen Nassau Tribs (fresh) to East Bay (1701-0204) Silt/Sediment Nassau Tribs (fresh) to East Bay (1701-0204) Phosphorus Nassau Tribs to Smith Pond/Halls Pond (1701-0221) Phosphorus Nassau Woodmere Channel (1701-0219) Nitrogen New York Harlem Meer (1702-0103) Phosphorus New York The Lake in Central Park (1702-0105) Phosphorus Niagara Bergholtz Creek and tribs (0101-0004) Phosphorus Niagara Hyde Park Lake (0101-0030) Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0053) 9 Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0072) 9 Phosphorus Oneida Ballou, Nail Creeks (1201-0203) Phosphorus Onondaga Ley Creek and tribs (0702-0001) 10 Nutrients (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nutrients (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nitrogen (NH3, NO2) Onondaga Onondaga Creek, Lower (0702-0023) 10 Nutrients (phosphorus) Onondaga Onondaga Creek, Lower, and tribs (0702-0023) Turbidity Onondaga Onondaga Creek, Middle, and tribs (0702-0004) Turbidity Onondaga Onondaga Creek, Upper, and tribs (0702-0024) Turbidity Ontario Great Brook and minor tribs (0704-0034) Phosphorus 2 Ontario Great Brook and minor tribs (0704-0034) Silt/Sediment 76 Ontario Hemlock Lake Outlet and minor tribs (0402-0013) Phosphorus Ontario Honeoye Lake (0402-0032) Phosphorus Orange Brown Pond Reservoir (1303-0013) Phosphorus Orange Lake Washington (1303-0012) Phosphorus Orange Minor Tribs to Middle Wallkill (1306-0061) Phosphorus Orange Monhagen Brook and tribs (1306-0074) Phosphorus Orange Orange Lake (1301-0008) [16] Phosphorus Orange Quaker Creek and tribs (1306-0025) Phosphorus Orange Wallkill River, Middle, Main Stem (1306-0038) Phosphorus Orange Wallkill River, Upper, and Minor tribs (1306-0017) Phosphorus Orleans Glenvwood Lake (0301-0041) Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0070) 9 Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0071) 9 Phosphorus Oswego Lake Neatahwanta (0701-0018) Nutrients (phosphorus) Oswego Pleasant Lake (0703-0047) Phosphorus Putnam Lost Lake, Putnam Lake (1302-0053) Phosphorus Putnam Minor Tribs to Croton Falls Reservoir (1302-0001) Phosphorus Queens Bergen Basin (1701-0009) 18 Nitrogen Queens Jamaica Bay, Eastern, and tribs, Queens (1701- 0005) 18 Nitrogen Queens Kissena Lake (1702-0258) Phosphorus Queens Meadow Lake (1702-0030) Phosphorus Queens Shellbank Basin (1701-0001) 18 Nitrogen Queens Willow Lake (1702-0031) Phosphorus Rensselaer Nassau Lake (1310-0001) Phosphorus Rensselaer Snyders Lake (1301-0043) Phosphorus Richmond Grassmere Lake/Bradys Pond (1701-0357) Phosphorus Rockland Congers Lake, Swartout Lake (1501-0019) Phosphorus Rockland Rockland Lake (1501-0021) Phosphorus Saratoga Ballston Lake (1101-0036) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Silt/Sediment Saratoga Lake Lonely (1101-0034) Phosphorus Saratoga Round Lake (1101-0060) Phosphorus Saratoga Tribs to Lake Lonely (1101-0001) Phosphorus Schenectady Collins Lake (1201-0077) Phosphorus Schenectady Duane Lake (1311-0006) Phosphorus Schenectady Lake Mariaville Lake (1201-0113) Phosphorus Schuyler Cayuta Lake (0603-0005) Phosphorus 77 Seneca Reeder Creek and tribs (0705-0074) Phosphorus St.Lawrence Black Lake Outlet, Black Lake (0906-0001) Phosphorus St.Lawrence Fish Creek and minor tribs (0906-0026) Phosphorus Steuben Smith Pond (0502-0012) Phosphorus Suffolk Agawam Lake (1701-0117) Phosphorus Suffolk Big/Little Fresh Ponds (1701-0125) Phosphorus Suffolk Canaan Lake (1701-0018) Phosphorus Suffolk Canaan Lake (1701-0018) Silt/Sediment Suffolk Fresh Pond (1701-0241) Phosphorus Suffolk Great South Bay, East (1701-0039) Nitrogen Suffolk Great South Bay, Middle (1701-0040) Nitrogen Suffolk Great South Bay, West (1701-0173) Nitrogen Suffolk Lake Ronkonkoma (1701-0020) Phosphorus Suffolk Mattituck/Marratooka Pond (1701-0129) Phosphorus Suffolk Mill and Seven Ponds (1701-0113) Phosphorus Suffolk Millers Pond (1702-0013) Phosphorus Suffolk Moriches Bay, East (1701-0305) Nitrogen Suffolk Moriches Bay, West (1701-0038) Nitrogen Suffolk Quantuck Bay (1701-0042) Nitrogen Suffolk Shinnecock Bay and Inlet (1701-0033) Nitrogen Suffolk Tidal Tribs to West Moriches Bay (1701-0312) Nitrogen Sullivan Bodine, Mongomery Lakes (1401-0091) Phosphorus Sullivan Davies Lake (1402-0047) Phosphorus Sullivan Evens Lake (1402-0004) Phosphorus Sullivan Pleasure Lake (1402-0055) Phosphorus Sullivan Swan Lake (1401-0063) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Silt/Sediment Ulster Ashokan Reservoir (1307-0004) Silt/Sediment Ulster Esopus Creek, Lower, Main Stem (1307-0010) [17] Turbidity Ulster Esopus Creek, Middle, Main Stem (1307-0003) 17 Turbidity Ulster Esopus Creek, Upper, and minor tribs (1307-0007)[3] Silt/Sediment Ulster Wallkill River, Lower, Main Stem (1306-0027) Phosphorus Warren Hague Brook and tribs (1006-0006) Silt/Sediment Warren Huddle/Finkle Brooks and tribs (1006-0003) Silt/Sediment Warren Indian Brook and tribs (1006-0002) Silt/Sediment Warren Lake George (1006-0016) and tribs Silt/Sediment Warren Tribs to Lake George, East Shore (1006-0020) Silt/Sediment Warren Tribs to Lake George, Lk.George Village (1006-0008) Silt/Sediment 78 Washington Wood Cr/Champlain Canal and tribs (1005-0036) Phosphorus Westchester Lake Katonah (1302-0136) Phosphorus Westchester Lake Lincolndale (1302-0089) Phosphorus Westchester Lake Meahagh (1301-0053) Phosphorus Westchester Lake Mohegan (1301-0149) Phosphorus Westchester Lake Shenorock (1302-0083) Phosphorus Westchester Mamaroneck River, Lower (1702-0071) Silt/Sediment Westchester Mamaroneck River, Upp, & minor tribs (1702-0123) Silt/Sediment Westchester Saw Mill River (1301-0007) Phosphorus Westchester Saw Mill River, Middle, and tribs (1301-0100) Phosphorus Westchester Sheldrake River (1702-0069) Phosphorus Westchester Sheldrake River (1702-0069) Silt/Sedimnt Westchester Silver Lake (1702-0040) Phosphorus Westchester Teatown Lake (1302-0150) Phosphorus Westchester Truesdale Lake (1302-0054) Phosphorus Westchester Wallace Pond (1301-0140) Phosphorus 79 APPENDIX E – List of NYSDEC 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 220 WHITE PLAINS ROAD, SUITE 110 TEL. (914) 428 -2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1130 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 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7438 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 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 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7165 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7070 80 APPENDIX F – SWPPP Preparer Certification Form The SWPPP Preparer Certification Form required by this permit begins on the following page. 81 SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) Project/Site Name: eNOI Submission ID: Owner/Operator Name: Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. SWPPP Preparer First Name MI SWPPP Preparer Last Name Signature Date Revised: January 2025 APPENDIX G – MS4 SWPPP Acceptance Form The MS4 SWPPP Acceptance Form required by this permit begins on the following page. 83 MS4 SWPPP Acceptance Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) 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 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. 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 section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, 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 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. (NYSDEC -MS4 SWPPP Acceptance Form -January 2025) Page 2 of 2 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval form required by this permit begins on the following page. 86 THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 SWPPP Acceptance/Approval Application Number: 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/Approval 8. SWPPP Reviewed by: 9. Title/Position: / 10. Date Final SWPPP Reviewed and Accepted: 11. Acceptance/Approval Expiration Date: IV. Regulated MS4 Information for projects that require coverage under the NY State Pollution Discharge Elimination System General Permit for Stormwater Discharges from Construction Activity 12. Name of MS4: CITY OF NEW YORK 13. MS4 SPDES Permit Identification Number: NY-0287890 14. Contact Person: 15. Street Address: 59-17 Junction Blvd. 9th Floor 16. City/State/Zip: Flushing, NY 11373 17. Telephone Number: Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 1 Of 2 THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 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. Conditions of Acceptance/Approval and Additional Information Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 2 Of 2 APPENDIX I – MS4 No Jurisdiction Form The MS4 No Jurisdiction Form required by this permit begins on the following page. 89 MS4 No Jurisdiction Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. eNOI Submission ID: III. Traditional Land Use Control MS4 Operator Information a. Name of MS4 Operator: b. MS4 SPDES Permit ID Number: NYR20A c. Street Address: d. City/State/Zip: e. Telephone Number: IV. Certification Statement In accordance with CGP Part I.D.2.b.ii.3., I hereby certify that the Traditional Land Use Control MS4 Operator identified in section III. of this form does not have review authority over the construction project identified in section II. of this form, which is owned/operated by the entity identified in section I. of this form. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c. Signature: d. Date: APPENDIX J – Owner/Operator Certification Form The Owner/Operator Certification Form required by this permit begins on the following page. 91 ___________________________________________________________ ________________________________ Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically. Project/Site Name: ________________________________________________________ eNOI Submission ID: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement -Owner/Operator I hereby certify that I read, and will comply with, the GP-0-25-001 permit requirements. I understand that authorization to discharge under the permit for the project/site named above is dependent on receipt of a Letter of Authorization (LOA) or a Letter of Continued Coverage (LOCC) from the New York State Department of Environmental Conservation (NYSDEC) in accordance with CGP Part I.D.3.b. or Part I.F.4. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner/Operator First Name MI Owner/Operator Last Name Signature Date Revised: January 2025 Stormwater Pollution Prevention Plan B - 1 Appendix B Notice of Intent (eNOI) 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 B - 2 Appendix B Notice of Termination (eNOT) Stormwater Pollution Prevention Plan B - 3 Appendix B SWPPP Preparer Certification SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) Project/Site Name: eNOI Submission ID: Owner/Operator Name: Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. SWPPP Preparer First Name MI SWPPP Preparer Last Name Signature Date Revised: January 2025 Stormwater Pollution Prevention Plan B - 4 Appendix B Owner/Operator Certification Form ___________________________________________________________ ________________________________ Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically. Project/Site Name: ________________________________________________________ eNOI Submission ID: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement -Owner/Operator I hereby certify that I read, and will comply with, the GP-0-25-001 permit requirements. I understand that authorization to discharge under the permit for the project/site named above is dependent on receipt of a Letter of Authorization (LOA) or a Letter of Continued Coverage (LOCC) from the New York State Department of Environmental Conservation (NYSDEC) in accordance with CGP Part I.D.3.b. or Part I.F.4. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner/Operator First Name MI Owner/Operator Last Name Signature Date Revised: January 2025 Stormwater Pollution Prevention Plan B - 5 Appendix B NYSDEC Acknowledgement Letter of Permit Coverage Stormwater Pollution Prevention Plan B - 6 Appendix B MS4 SWPPP Acceptance Form MS4 SWPPP Acceptance Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) 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 Operator: 12. MS4 SPDES Perm it Identification Number: NYR20A 13.Street Address: 14.City/State/Zip: 15.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 section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, 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 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI.Additional Information (NYSDEC - MS4 SWPPP Acceptance Form - January 2025) Page 2 of 2 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. Stormwater Pollution Prevention Plan C - 1 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-0-25-001) 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 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.” **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 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 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 official. 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 executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. Regional Administrators of EPA). **Note: signature requirements in Part VII.H of the NYSDEC SPDES Permit GP-0-25-001 Stormwater Pollution Prevention Plan C - 2 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-0-25-001) 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 D 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 E 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 F 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 G - 1 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 47 6 9 1 1 0 47 6 9 1 9 0 47 6 9 2 7 0 47 6 9 3 5 0 47 6 9 4 3 0 47 6 9 5 1 0 47 6 9 5 9 0 47 6 9 6 7 0 47 6 9 1 1 0 47 6 9 1 9 0 47 6 9 2 7 0 47 6 9 3 5 0 47 6 9 4 3 0 47 6 9 5 1 0 47 6 9 5 9 0 47 6 9 6 7 0 597850 597930 598010 598090 598170 598250 597850 597930 598010 598090 598170 598250 43° 4' 25'' N 73 ° 4 7 ' 5 4 ' ' W 43° 4' 25'' N 73 ° 4 7 ' 3 3 ' ' W 43° 4' 4'' N 73 ° 4 7 ' 5 4 ' ' W 43° 4' 4'' N 73 ° 4 7 ' 3 3 ' ' W N 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 47 6 9 1 1 0 47 6 9 1 9 0 47 6 9 2 7 0 47 6 9 3 5 0 47 6 9 4 3 0 47 6 9 5 1 0 47 6 9 5 9 0 47 6 9 6 7 0 47 6 9 1 1 0 47 6 9 1 9 0 47 6 9 2 7 0 47 6 9 3 5 0 47 6 9 4 3 0 47 6 9 5 1 0 47 6 9 5 9 0 47 6 9 6 7 0 597850 597930 598010 598090 598170 598250 597850 597930 598010 598090 598170 598250 43° 4' 25'' N 73 ° 4 7 ' 5 4 ' ' W 43° 4' 25'' N 73 ° 4 7 ' 3 3 ' ' W 43° 4' 4'' N 73 ° 4 7 ' 5 4 ' ' W 43° 4' 4'' N 73 ° 4 7 ' 3 3 ' ' W N 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 G - 2 Appendix G Geotechnical Information 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: DR A F T 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: DR A F T Stormwater Pollution Prevention Plan G - 3 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 G - 4 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 G - 5 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 G - 6 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 G - 7 Appendix G NYSDEC New York Nature Explorer User Defined Results Report Criteria: Selected Map Area New York Nature Explorer http://www.dec.ny.gov/natureexplorer/ Common Name State Distribution Status Protection Status Conservation RankSubgroup Federal State Global Year Last Documente New York State Department of Environmental Conservation 6/21/24 12:13 PM Page 1 of 1 Note: Restricted plants and animals may also have also been documented in one or more of the Towns or Cities in which your user-defined area is located, but are not listed in these results. This application does not provide information at the level of Town or City on state-listed animals and on other sensitive animals and plants. A list of the restricted animals and plants documented at the corresponding county level can be obtained via the County link(s) on the original User Defined Search Results page. Any individual plant or animal on this county’s restricted list may or may not occur in this particular user-defined area. This list only includes records of rare species and significant natural communities from the databases of the NY Natural Heritage Program. This list is not a definitive statement about the presence or absence of all plants and animals, including rare or state-listed species, or of all significant natural communities. For most areas, comprehensive field surveys have not been conducted, and this list should not be considered a substitute for on-site surveys. Stormwater Pollution Prevention Plan G - 8 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 G - 9 Appendix G SHPO CRIS Historic Places Screening Maps and Letters 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 Not to Scale NYSOPRHP CULTURAL ANDARCHEOLOGICAL RESOURCE MAP Source: NYSOPRHP CRIS Database NEW STREET SUBDIVISION PROJECTSITE Stormwater Pollution Prevention Plan H - 1 Appendix H Pre-Development Watershed Delineation Map N E W S T R E E T EMPIRE AVENUE JOSEPH STREET ELM S T R E E T SO U T H S T . ALETTA ST. ELM STREET DP1 File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\04 - Utilities\01 - Stormwater\MJ1588.03_WATERSHED.dwg (Layout: FIG-1 ) Date: Fri, Jan 24, 2025 - 3:21 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: FIG-1 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 - PRE-DEVELOPMENT WATERSHED LEGEND: DP1 PRE-DEVELOPMENT WATERSHED DELINEATION MAP 050'100'100' N Stormwater Pollution Prevention Plan H - 2 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 1/24/2025 HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link MJ1588.03 Pre-Development Watershed Model MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 2HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr Type II 24-hr Default 24.00 1 2.25 2 2 10-yr Type II 24-hr Default 24.00 1 3.74 2 3 90% Type II 24-hr Default 24.00 1 1.10 2 4 100-yr Type II 24-hr Default 24.00 1 6.28 2 MJ1588.03 Pre-Development Watershed Model MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 3HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 5.903 39 >75% Grass cover, Good, HSG A (E1-1, E1-2, E1-3, E1-4, E1-5) 0.245 96 Gravel surface, HSG A (E1-2, E1-3, E1-4, E1-5) 1.875 98 Paved parking, HSG A (E1-1, E1-2, E1-3, E1-4, E1-5) 0.088 98 Roofs, HSG A (E1-4) 8.111 55 TOTAL AREA MJ1588.03 Pre-Development Watershed Model MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 4HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 8.111 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 8.111 TOTAL AREA MJ1588.03 Pre-Development Watershed Model MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 5HydroCAD® 10.20-5c 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 5.903 0.000 0.000 0.000 0.000 5.903 >75% Grass cover, Good E1-1, E1-2, E1-3, E1-4, E1-5 0.245 0.000 0.000 0.000 0.000 0.245 Gravel surface E1-2, E1-3, E1-4, E1-5 1.875 0.000 0.000 0.000 0.000 1.875 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 8.111 0.000 0.000 0.000 0.000 8.111 TOTAL AREA MJ1588.03 Pre-Development Watershed Model MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 6HydroCAD® 10.20-5c 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 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 7HydroCAD® 10.20-5c 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=34,299 sf 76.18% Impervious Runoff Depth=0.93"Subcatchment E1-1: Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 Runoff=0.93 cfs 0.061 af Runoff Area=34,669 sf 3.66% Impervious Runoff Depth=0.00"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 Runoff=0.00 cfs 0.000 af Runoff Area=61,227 sf 40.27% Impervious Runoff Depth=0.23"Subcatchment E1-3: Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 Runoff=0.24 cfs 0.027 af Runoff Area=33,566 sf 69.82% Impervious Runoff Depth=0.77"Subcatchment E1-4: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 Runoff=0.73 cfs 0.049 af Runoff Area=189,539 sf 5.28% Impervious Runoff Depth=0.00"Subcatchment E1-5: Tc=0.0 min CN=43 Runoff=0.00 cfs 0.000 af Peak Elev=304.56' Inflow=0.24 cfs 0.027 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=0.24 cfs 0.027 af Peak Elev=303.79' Inflow=0.96 cfs 0.077 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.96 cfs 0.077 af Inflow=1.88 cfs 0.137 afLink 1L: Primary=1.88 cfs 0.137 af Total Runoff Area = 8.111 ac Runoff Volume = 0.137 af Average Runoff Depth = 0.20" 75.80% Pervious = 6.148 ac 24.20% Impervious = 1.963 ac MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 8HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 0.93 cfs @ 12.08 hrs, Volume= 0.061 af, Depth= 0.93" 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 8,171 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,128 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,299 84 Weighted Average 8,171 23.82% Pervious Area 26,128 76.18% 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" 1.2 120 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 15.3 253 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 9HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=34,299 sf Runoff Volume=0.061 af Runoff Depth=0.93" Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 0.93 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 10HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.01 0.01 12.00 1.49 0.41 0.73 13.00 1.74 0.56 0.09 14.00 1.84 0.64 0.05 15.00 1.92 0.69 0.04 16.00 1.98 0.73 0.03 17.00 2.03 0.76 0.03 18.00 2.07 0.80 0.02 19.00 2.11 0.82 0.02 20.00 2.14 0.85 0.02 21.00 2.17 0.87 0.02 22.00 2.20 0.89 0.02 23.00 2.22 0.91 0.02 24.00 2.25 0.93 0.01 25.00 2.25 0.93 0.00 26.00 2.25 0.93 0.00 27.00 2.25 0.93 0.00 28.00 2.25 0.93 0.00 29.00 2.25 0.93 0.00 30.00 2.25 0.93 0.00 31.00 2.25 0.93 0.00 32.00 2.25 0.93 0.00 33.00 2.25 0.93 0.00 34.00 2.25 0.93 0.00 35.00 2.25 0.93 0.00 36.00 2.25 0.93 0.00 37.00 2.25 0.93 0.00 38.00 2.25 0.93 0.00 39.00 2.25 0.93 0.00 40.00 2.25 0.93 0.00 41.00 2.25 0.93 0.00 42.00 2.25 0.93 0.00 43.00 2.25 0.93 0.00 44.00 2.25 0.93 0.00 45.00 2.25 0.93 0.00 46.00 2.25 0.93 0.00 47.00 2.25 0.93 0.00 48.00 2.25 0.93 0.00 49.00 2.25 0.93 0.00 50.00 2.25 0.93 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.93 0.00 52.00 2.25 0.93 0.00 53.00 2.25 0.93 0.00 54.00 2.25 0.93 0.00 55.00 2.25 0.93 0.00 56.00 2.25 0.93 0.00 57.00 2.25 0.93 0.00 58.00 2.25 0.93 0.00 59.00 2.25 0.93 0.00 60.00 2.25 0.93 0.00 61.00 2.25 0.93 0.00 62.00 2.25 0.93 0.00 63.00 2.25 0.93 0.00 64.00 2.25 0.93 0.00 65.00 2.25 0.93 0.00 66.00 2.25 0.93 0.00 67.00 2.25 0.93 0.00 68.00 2.25 0.93 0.00 69.00 2.25 0.93 0.00 70.00 2.25 0.93 0.00 71.00 2.25 0.93 0.00 72.00 2.25 0.93 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 11HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-2: [45] Hint: Runoff=Zero 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 31,528 39 >75% Grass cover, Good, HSG A 1,872 96 Gravel surface, HSG A 1,269 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,669 44 Weighted Average 33,400 96.34% Pervious Area 1,269 3.66% Impervious Area 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 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 12HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=34,669 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 0.00 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 13HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.00 0.00 13.00 1.74 0.00 0.00 14.00 1.84 0.00 0.00 15.00 1.92 0.00 0.00 16.00 1.98 0.00 0.00 17.00 2.03 0.00 0.00 18.00 2.07 0.00 0.00 19.00 2.11 0.00 0.00 20.00 2.14 0.00 0.00 21.00 2.17 0.00 0.00 22.00 2.20 0.00 0.00 23.00 2.22 0.00 0.00 24.00 2.25 0.00 0.00 25.00 2.25 0.00 0.00 26.00 2.25 0.00 0.00 27.00 2.25 0.00 0.00 28.00 2.25 0.00 0.00 29.00 2.25 0.00 0.00 30.00 2.25 0.00 0.00 31.00 2.25 0.00 0.00 32.00 2.25 0.00 0.00 33.00 2.25 0.00 0.00 34.00 2.25 0.00 0.00 35.00 2.25 0.00 0.00 36.00 2.25 0.00 0.00 37.00 2.25 0.00 0.00 38.00 2.25 0.00 0.00 39.00 2.25 0.00 0.00 40.00 2.25 0.00 0.00 41.00 2.25 0.00 0.00 42.00 2.25 0.00 0.00 43.00 2.25 0.00 0.00 44.00 2.25 0.00 0.00 45.00 2.25 0.00 0.00 46.00 2.25 0.00 0.00 47.00 2.25 0.00 0.00 48.00 2.25 0.00 0.00 49.00 2.25 0.00 0.00 50.00 2.25 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.00 0.00 52.00 2.25 0.00 0.00 53.00 2.25 0.00 0.00 54.00 2.25 0.00 0.00 55.00 2.25 0.00 0.00 56.00 2.25 0.00 0.00 57.00 2.25 0.00 0.00 58.00 2.25 0.00 0.00 59.00 2.25 0.00 0.00 60.00 2.25 0.00 0.00 61.00 2.25 0.00 0.00 62.00 2.25 0.00 0.00 63.00 2.25 0.00 0.00 64.00 2.25 0.00 0.00 65.00 2.25 0.00 0.00 66.00 2.25 0.00 0.00 67.00 2.25 0.00 0.00 68.00 2.25 0.00 0.00 69.00 2.25 0.00 0.00 70.00 2.25 0.00 0.00 71.00 2.25 0.00 0.00 72.00 2.25 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 14HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-3: Runoff = 0.24 cfs @ 12.12 hrs, Volume= 0.027 af, Depth= 0.23" 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 32,845 39 >75% Grass cover, Good, HSG A 3,724 96 Gravel surface, HSG A 24,658 98 Paved parking, HSG A 0 98 Roofs, HSG A 61,227 66 Weighted Average 36,569 59.73% Pervious Area 24,658 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.3 38 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.5 206 0.0130 2.31 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.5 365 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 15HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=61,227 sf Runoff Volume=0.027 af Runoff Depth=0.23" Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 0.24 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 16HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.04 0.09 13.00 1.74 0.09 0.05 14.00 1.84 0.11 0.03 15.00 1.92 0.13 0.03 16.00 1.98 0.15 0.02 17.00 2.03 0.16 0.02 18.00 2.07 0.18 0.02 19.00 2.11 0.19 0.02 20.00 2.14 0.20 0.01 21.00 2.17 0.21 0.01 22.00 2.20 0.22 0.01 23.00 2.22 0.22 0.01 24.00 2.25 0.23 0.01 25.00 2.25 0.23 0.00 26.00 2.25 0.23 0.00 27.00 2.25 0.23 0.00 28.00 2.25 0.23 0.00 29.00 2.25 0.23 0.00 30.00 2.25 0.23 0.00 31.00 2.25 0.23 0.00 32.00 2.25 0.23 0.00 33.00 2.25 0.23 0.00 34.00 2.25 0.23 0.00 35.00 2.25 0.23 0.00 36.00 2.25 0.23 0.00 37.00 2.25 0.23 0.00 38.00 2.25 0.23 0.00 39.00 2.25 0.23 0.00 40.00 2.25 0.23 0.00 41.00 2.25 0.23 0.00 42.00 2.25 0.23 0.00 43.00 2.25 0.23 0.00 44.00 2.25 0.23 0.00 45.00 2.25 0.23 0.00 46.00 2.25 0.23 0.00 47.00 2.25 0.23 0.00 48.00 2.25 0.23 0.00 49.00 2.25 0.23 0.00 50.00 2.25 0.23 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.23 0.00 52.00 2.25 0.23 0.00 53.00 2.25 0.23 0.00 54.00 2.25 0.23 0.00 55.00 2.25 0.23 0.00 56.00 2.25 0.23 0.00 57.00 2.25 0.23 0.00 58.00 2.25 0.23 0.00 59.00 2.25 0.23 0.00 60.00 2.25 0.23 0.00 61.00 2.25 0.23 0.00 62.00 2.25 0.23 0.00 63.00 2.25 0.23 0.00 64.00 2.25 0.23 0.00 65.00 2.25 0.23 0.00 66.00 2.25 0.23 0.00 67.00 2.25 0.23 0.00 68.00 2.25 0.23 0.00 69.00 2.25 0.23 0.00 70.00 2.25 0.23 0.00 71.00 2.25 0.23 0.00 72.00 2.25 0.23 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 17HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-4: Runoff = 0.73 cfs @ 12.08 hrs, Volume= 0.049 af, Depth= 0.77" Routed to Pond EX 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 9,544 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 19,598 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 33,566 81 Weighted Average 10,131 30.18% Pervious Area 23,435 69.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 18HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=33,566 sf Runoff Volume=0.049 af Runoff Depth=0.77" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 0.73 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 19HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.31 0.54 13.00 1.74 0.44 0.07 14.00 1.84 0.51 0.04 15.00 1.92 0.55 0.03 16.00 1.98 0.59 0.03 17.00 2.03 0.62 0.02 18.00 2.07 0.65 0.02 19.00 2.11 0.68 0.02 20.00 2.14 0.70 0.02 21.00 2.17 0.72 0.01 22.00 2.20 0.73 0.01 23.00 2.22 0.75 0.01 24.00 2.25 0.77 0.01 25.00 2.25 0.77 0.00 26.00 2.25 0.77 0.00 27.00 2.25 0.77 0.00 28.00 2.25 0.77 0.00 29.00 2.25 0.77 0.00 30.00 2.25 0.77 0.00 31.00 2.25 0.77 0.00 32.00 2.25 0.77 0.00 33.00 2.25 0.77 0.00 34.00 2.25 0.77 0.00 35.00 2.25 0.77 0.00 36.00 2.25 0.77 0.00 37.00 2.25 0.77 0.00 38.00 2.25 0.77 0.00 39.00 2.25 0.77 0.00 40.00 2.25 0.77 0.00 41.00 2.25 0.77 0.00 42.00 2.25 0.77 0.00 43.00 2.25 0.77 0.00 44.00 2.25 0.77 0.00 45.00 2.25 0.77 0.00 46.00 2.25 0.77 0.00 47.00 2.25 0.77 0.00 48.00 2.25 0.77 0.00 49.00 2.25 0.77 0.00 50.00 2.25 0.77 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.77 0.00 52.00 2.25 0.77 0.00 53.00 2.25 0.77 0.00 54.00 2.25 0.77 0.00 55.00 2.25 0.77 0.00 56.00 2.25 0.77 0.00 57.00 2.25 0.77 0.00 58.00 2.25 0.77 0.00 59.00 2.25 0.77 0.00 60.00 2.25 0.77 0.00 61.00 2.25 0.77 0.00 62.00 2.25 0.77 0.00 63.00 2.25 0.77 0.00 64.00 2.25 0.77 0.00 65.00 2.25 0.77 0.00 66.00 2.25 0.77 0.00 67.00 2.25 0.77 0.00 68.00 2.25 0.77 0.00 69.00 2.25 0.77 0.00 70.00 2.25 0.77 0.00 71.00 2.25 0.77 0.00 72.00 2.25 0.77 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 20HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-5: [46] Hint: Tc=0 (Instant runoff peak depends on dt) [45] Hint: Runoff=Zero 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 175,054 39 >75% Grass cover, Good, HSG A 4,481 96 Gravel surface, HSG A 10,004 98 Paved parking, HSG A 0 98 Roofs, HSG A 189,539 43 Weighted Average 179,535 94.72% Pervious Area 10,004 5.28% Impervious Area Subcatchment E1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=189,539 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=0.0 min CN=43 0.00 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 21HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.00 0.00 13.00 1.74 0.00 0.00 14.00 1.84 0.00 0.00 15.00 1.92 0.00 0.00 16.00 1.98 0.00 0.00 17.00 2.03 0.00 0.00 18.00 2.07 0.00 0.00 19.00 2.11 0.00 0.00 20.00 2.14 0.00 0.00 21.00 2.17 0.00 0.00 22.00 2.20 0.00 0.00 23.00 2.22 0.00 0.00 24.00 2.25 0.00 0.00 25.00 2.25 0.00 0.00 26.00 2.25 0.00 0.00 27.00 2.25 0.00 0.00 28.00 2.25 0.00 0.00 29.00 2.25 0.00 0.00 30.00 2.25 0.00 0.00 31.00 2.25 0.00 0.00 32.00 2.25 0.00 0.00 33.00 2.25 0.00 0.00 34.00 2.25 0.00 0.00 35.00 2.25 0.00 0.00 36.00 2.25 0.00 0.00 37.00 2.25 0.00 0.00 38.00 2.25 0.00 0.00 39.00 2.25 0.00 0.00 40.00 2.25 0.00 0.00 41.00 2.25 0.00 0.00 42.00 2.25 0.00 0.00 43.00 2.25 0.00 0.00 44.00 2.25 0.00 0.00 45.00 2.25 0.00 0.00 46.00 2.25 0.00 0.00 47.00 2.25 0.00 0.00 48.00 2.25 0.00 0.00 49.00 2.25 0.00 0.00 50.00 2.25 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.00 0.00 52.00 2.25 0.00 0.00 53.00 2.25 0.00 0.00 54.00 2.25 0.00 0.00 55.00 2.25 0.00 0.00 56.00 2.25 0.00 0.00 57.00 2.25 0.00 0.00 58.00 2.25 0.00 0.00 59.00 2.25 0.00 0.00 60.00 2.25 0.00 0.00 61.00 2.25 0.00 0.00 62.00 2.25 0.00 0.00 63.00 2.25 0.00 0.00 64.00 2.25 0.00 0.00 65.00 2.25 0.00 0.00 66.00 2.25 0.00 0.00 67.00 2.25 0.00 0.00 68.00 2.25 0.00 0.00 69.00 2.25 0.00 0.00 70.00 2.25 0.00 0.00 71.00 2.25 0.00 0.00 72.00 2.25 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 22HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 2.201 ac, 27.04% Impervious, Inflow Depth = 0.15" for 1-yr event Inflow = 0.24 cfs @ 12.12 hrs, Volume= 0.027 af Outflow = 0.24 cfs @ 12.12 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 12.12 hrs, Volume= 0.027 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= 304.56' @ 12.12 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=0.24 cfs @ 12.12 hrs HW=304.56' TW=303.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.24 cfs @ 1.31 fps) Pond EX CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.201 ac Peak Elev=304.56' 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' 0.24 cfs 0.24 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 23HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.19 0.00 1.00 0.00 304.19 0.00 2.00 0.00 304.19 0.00 3.00 0.00 304.19 0.00 4.00 0.00 304.19 0.00 5.00 0.00 304.19 0.00 6.00 0.00 304.19 0.00 7.00 0.00 304.19 0.00 8.00 0.00 304.19 0.00 9.00 0.00 304.19 0.00 10.00 0.00 304.19 0.00 11.00 0.00 304.19 0.00 12.00 0.09 304.42 0.09 13.00 0.05 304.36 0.05 14.00 0.03 304.33 0.03 15.00 0.03 304.31 0.03 16.00 0.02 304.30 0.02 17.00 0.02 304.30 0.02 18.00 0.02 304.29 0.02 19.00 0.02 304.29 0.02 20.00 0.01 304.28 0.01 21.00 0.01 304.28 0.01 22.00 0.01 304.28 0.01 23.00 0.01 304.28 0.01 24.00 0.01 304.27 0.01 25.00 0.00 304.19 0.00 26.00 0.00 304.19 0.00 27.00 0.00 304.19 0.00 28.00 0.00 304.19 0.00 29.00 0.00 304.19 0.00 30.00 0.00 304.19 0.00 31.00 0.00 304.19 0.00 32.00 0.00 304.19 0.00 33.00 0.00 304.19 0.00 34.00 0.00 304.19 0.00 35.00 0.00 304.19 0.00 36.00 0.00 304.19 0.00 37.00 0.00 304.19 0.00 38.00 0.00 304.19 0.00 39.00 0.00 304.19 0.00 40.00 0.00 304.19 0.00 41.00 0.00 304.19 0.00 42.00 0.00 304.19 0.00 43.00 0.00 304.19 0.00 44.00 0.00 304.19 0.00 45.00 0.00 304.19 0.00 46.00 0.00 304.19 0.00 47.00 0.00 304.19 0.00 48.00 0.00 304.19 0.00 49.00 0.00 304.19 0.00 50.00 0.00 304.19 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.19 0.00 52.00 0.00 304.19 0.00 53.00 0.00 304.19 0.00 54.00 0.00 304.19 0.00 55.00 0.00 304.19 0.00 56.00 0.00 304.19 0.00 57.00 0.00 304.19 0.00 58.00 0.00 304.19 0.00 59.00 0.00 304.19 0.00 60.00 0.00 304.19 0.00 61.00 0.00 304.19 0.00 62.00 0.00 304.19 0.00 63.00 0.00 304.19 0.00 64.00 0.00 304.19 0.00 65.00 0.00 304.19 0.00 66.00 0.00 304.19 0.00 67.00 0.00 304.19 0.00 68.00 0.00 304.19 0.00 69.00 0.00 304.19 0.00 70.00 0.00 304.19 0.00 71.00 0.00 304.19 0.00 72.00 0.00 304.19 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 24HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB4: Inflow Area = 2.972 ac, 38.13% Impervious, Inflow Depth = 0.31" for 1-yr event Inflow = 0.96 cfs @ 12.10 hrs, Volume= 0.077 af Outflow = 0.96 cfs @ 12.10 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary = 0.96 cfs @ 12.10 hrs, Volume= 0.077 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.79' @ 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=0.96 cfs @ 12.10 hrs HW=303.79' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.96 cfs @ 2.91 fps) Pond EX CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.972 ac Peak Elev=303.79' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 0.96 cfs 0.96 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 25HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.21 0.00 7.00 0.00 303.21 0.00 8.00 0.00 303.21 0.00 9.00 0.00 303.21 0.00 10.00 0.00 303.21 0.00 11.00 0.00 303.24 0.00 12.00 0.63 303.67 0.63 13.00 0.12 303.41 0.12 14.00 0.08 303.36 0.08 15.00 0.06 303.35 0.06 16.00 0.05 303.33 0.05 17.00 0.04 303.33 0.04 18.00 0.04 303.32 0.04 19.00 0.03 303.31 0.03 20.00 0.03 303.31 0.03 21.00 0.03 303.30 0.03 22.00 0.03 303.30 0.03 23.00 0.03 303.30 0.03 24.00 0.03 303.30 0.03 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 26HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 8.111 ac, 24.20% Impervious, Inflow Depth = 0.20" for 1-yr event Inflow = 1.88 cfs @ 12.09 hrs, Volume= 0.137 af Primary = 1.88 cfs @ 12.09 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=8.111 ac 1.88 cfs 1.88 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 27HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 11.00 0.01 0.00 0.01 12.00 1.36 0.00 1.36 13.00 0.21 0.00 0.21 14.00 0.13 0.00 0.13 15.00 0.10 0.00 0.10 16.00 0.08 0.00 0.08 17.00 0.07 0.00 0.07 18.00 0.06 0.00 0.06 19.00 0.06 0.00 0.06 20.00 0.05 0.00 0.05 21.00 0.04 0.00 0.04 22.00 0.04 0.00 0.04 23.00 0.04 0.00 0.04 24.00 0.04 0.00 0.04 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 28HydroCAD® 10.20-5c 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=34,299 sf 76.18% Impervious Runoff Depth=2.14"Subcatchment E1-1: Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 Runoff=2.16 cfs 0.141 af Runoff Area=34,669 sf 3.66% Impervious Runoff Depth=0.10"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 Runoff=0.01 cfs 0.007 af Runoff Area=61,227 sf 40.27% Impervious Runoff Depth=0.93"Subcatchment E1-3: Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 Runoff=1.57 cfs 0.109 af Runoff Area=33,566 sf 69.82% Impervious Runoff Depth=1.90"Subcatchment E1-4: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 Runoff=1.87 cfs 0.122 af Runoff Area=189,539 sf 5.28% Impervious Runoff Depth=0.08"Subcatchment E1-5: Tc=0.0 min CN=43 Runoff=0.04 cfs 0.030 af Peak Elev=306.10' Inflow=1.57 cfs 0.116 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=1.57 cfs 0.116 af Peak Elev=305.04' Inflow=3.44 cfs 0.239 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=3.44 cfs 0.239 af Inflow=5.60 cfs 0.409 afLink 1L: Primary=5.60 cfs 0.409 af Total Runoff Area = 8.111 ac Runoff Volume = 0.409 af Average Runoff Depth = 0.61" 75.80% Pervious = 6.148 ac 24.20% Impervious = 1.963 ac MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 29HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 2.16 cfs @ 12.07 hrs, Volume= 0.141 af, Depth= 2.14" 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 8,171 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,128 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,299 84 Weighted Average 8,171 23.82% Pervious Area 26,128 76.18% 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" 1.2 120 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 15.3 253 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 30HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=34,299 sf Runoff Volume=0.141 af Runoff Depth=2.14" Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 2.16 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 31HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.01 0.01 10.00 0.68 0.04 0.02 11.00 0.88 0.10 0.06 12.00 2.48 1.10 1.79 13.00 2.89 1.42 0.18 14.00 3.07 1.57 0.10 15.00 3.19 1.68 0.08 16.00 3.29 1.76 0.06 17.00 3.37 1.83 0.05 18.00 3.44 1.89 0.05 19.00 3.51 1.94 0.04 20.00 3.56 1.99 0.03 21.00 3.61 2.03 0.03 22.00 3.65 2.07 0.03 23.00 3.70 2.11 0.03 24.00 3.74 2.14 0.03 25.00 3.74 2.14 0.00 26.00 3.74 2.14 0.00 27.00 3.74 2.14 0.00 28.00 3.74 2.14 0.00 29.00 3.74 2.14 0.00 30.00 3.74 2.14 0.00 31.00 3.74 2.14 0.00 32.00 3.74 2.14 0.00 33.00 3.74 2.14 0.00 34.00 3.74 2.14 0.00 35.00 3.74 2.14 0.00 36.00 3.74 2.14 0.00 37.00 3.74 2.14 0.00 38.00 3.74 2.14 0.00 39.00 3.74 2.14 0.00 40.00 3.74 2.14 0.00 41.00 3.74 2.14 0.00 42.00 3.74 2.14 0.00 43.00 3.74 2.14 0.00 44.00 3.74 2.14 0.00 45.00 3.74 2.14 0.00 46.00 3.74 2.14 0.00 47.00 3.74 2.14 0.00 48.00 3.74 2.14 0.00 49.00 3.74 2.14 0.00 50.00 3.74 2.14 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.14 0.00 52.00 3.74 2.14 0.00 53.00 3.74 2.14 0.00 54.00 3.74 2.14 0.00 55.00 3.74 2.14 0.00 56.00 3.74 2.14 0.00 57.00 3.74 2.14 0.00 58.00 3.74 2.14 0.00 59.00 3.74 2.14 0.00 60.00 3.74 2.14 0.00 61.00 3.74 2.14 0.00 62.00 3.74 2.14 0.00 63.00 3.74 2.14 0.00 64.00 3.74 2.14 0.00 65.00 3.74 2.14 0.00 66.00 3.74 2.14 0.00 67.00 3.74 2.14 0.00 68.00 3.74 2.14 0.00 69.00 3.74 2.14 0.00 70.00 3.74 2.14 0.00 71.00 3.74 2.14 0.00 72.00 3.74 2.14 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 32HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-2: Runoff = 0.01 cfs @ 13.41 hrs, Volume= 0.007 af, Depth= 0.10" 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 31,528 39 >75% Grass cover, Good, HSG A 1,872 96 Gravel surface, HSG A 1,269 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,669 44 Weighted Average 33,400 96.34% Pervious Area 1,269 3.66% Impervious Area 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 Subcatchment E1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=34,669 sf Runoff Volume=0.007 af Runoff Depth=0.10" Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 0.01 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 33HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.00 0.00 13.00 2.89 0.01 0.01 14.00 3.07 0.02 0.01 15.00 3.19 0.03 0.01 16.00 3.29 0.04 0.01 17.00 3.37 0.05 0.01 18.00 3.44 0.06 0.01 19.00 3.51 0.07 0.01 20.00 3.56 0.07 0.01 21.00 3.61 0.08 0.01 22.00 3.65 0.09 0.01 23.00 3.70 0.10 0.01 24.00 3.74 0.10 0.01 25.00 3.74 0.10 0.00 26.00 3.74 0.10 0.00 27.00 3.74 0.10 0.00 28.00 3.74 0.10 0.00 29.00 3.74 0.10 0.00 30.00 3.74 0.10 0.00 31.00 3.74 0.10 0.00 32.00 3.74 0.10 0.00 33.00 3.74 0.10 0.00 34.00 3.74 0.10 0.00 35.00 3.74 0.10 0.00 36.00 3.74 0.10 0.00 37.00 3.74 0.10 0.00 38.00 3.74 0.10 0.00 39.00 3.74 0.10 0.00 40.00 3.74 0.10 0.00 41.00 3.74 0.10 0.00 42.00 3.74 0.10 0.00 43.00 3.74 0.10 0.00 44.00 3.74 0.10 0.00 45.00 3.74 0.10 0.00 46.00 3.74 0.10 0.00 47.00 3.74 0.10 0.00 48.00 3.74 0.10 0.00 49.00 3.74 0.10 0.00 50.00 3.74 0.10 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.10 0.00 52.00 3.74 0.10 0.00 53.00 3.74 0.10 0.00 54.00 3.74 0.10 0.00 55.00 3.74 0.10 0.00 56.00 3.74 0.10 0.00 57.00 3.74 0.10 0.00 58.00 3.74 0.10 0.00 59.00 3.74 0.10 0.00 60.00 3.74 0.10 0.00 61.00 3.74 0.10 0.00 62.00 3.74 0.10 0.00 63.00 3.74 0.10 0.00 64.00 3.74 0.10 0.00 65.00 3.74 0.10 0.00 66.00 3.74 0.10 0.00 67.00 3.74 0.10 0.00 68.00 3.74 0.10 0.00 69.00 3.74 0.10 0.00 70.00 3.74 0.10 0.00 71.00 3.74 0.10 0.00 72.00 3.74 0.10 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 34HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-3: Runoff = 1.57 cfs @ 12.08 hrs, Volume= 0.109 af, Depth= 0.93" 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 10-yr Rainfall=3.74" Area (sf) CN Description 32,845 39 >75% Grass cover, Good, HSG A 3,724 96 Gravel surface, HSG A 24,658 98 Paved parking, HSG A 0 98 Roofs, HSG A 61,227 66 Weighted Average 36,569 59.73% Pervious Area 24,658 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.3 38 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.5 206 0.0130 2.31 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.5 365 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 35HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=61,227 sf Runoff Volume=0.109 af Runoff Depth=0.93" Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 1.57 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 36HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.32 1.15 13.00 2.89 0.49 0.17 14.00 3.07 0.58 0.11 15.00 3.19 0.64 0.08 16.00 3.29 0.69 0.07 17.00 3.37 0.73 0.06 18.00 3.44 0.77 0.05 19.00 3.51 0.80 0.05 20.00 3.56 0.83 0.04 21.00 3.61 0.86 0.04 22.00 3.65 0.89 0.04 23.00 3.70 0.91 0.03 24.00 3.74 0.93 0.03 25.00 3.74 0.93 0.00 26.00 3.74 0.93 0.00 27.00 3.74 0.93 0.00 28.00 3.74 0.93 0.00 29.00 3.74 0.93 0.00 30.00 3.74 0.93 0.00 31.00 3.74 0.93 0.00 32.00 3.74 0.93 0.00 33.00 3.74 0.93 0.00 34.00 3.74 0.93 0.00 35.00 3.74 0.93 0.00 36.00 3.74 0.93 0.00 37.00 3.74 0.93 0.00 38.00 3.74 0.93 0.00 39.00 3.74 0.93 0.00 40.00 3.74 0.93 0.00 41.00 3.74 0.93 0.00 42.00 3.74 0.93 0.00 43.00 3.74 0.93 0.00 44.00 3.74 0.93 0.00 45.00 3.74 0.93 0.00 46.00 3.74 0.93 0.00 47.00 3.74 0.93 0.00 48.00 3.74 0.93 0.00 49.00 3.74 0.93 0.00 50.00 3.74 0.93 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.93 0.00 52.00 3.74 0.93 0.00 53.00 3.74 0.93 0.00 54.00 3.74 0.93 0.00 55.00 3.74 0.93 0.00 56.00 3.74 0.93 0.00 57.00 3.74 0.93 0.00 58.00 3.74 0.93 0.00 59.00 3.74 0.93 0.00 60.00 3.74 0.93 0.00 61.00 3.74 0.93 0.00 62.00 3.74 0.93 0.00 63.00 3.74 0.93 0.00 64.00 3.74 0.93 0.00 65.00 3.74 0.93 0.00 66.00 3.74 0.93 0.00 67.00 3.74 0.93 0.00 68.00 3.74 0.93 0.00 69.00 3.74 0.93 0.00 70.00 3.74 0.93 0.00 71.00 3.74 0.93 0.00 72.00 3.74 0.93 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 37HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-4: Runoff = 1.87 cfs @ 12.08 hrs, Volume= 0.122 af, Depth= 1.90" Routed to Pond EX 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 9,544 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 19,598 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 33,566 81 Weighted Average 10,131 30.18% Pervious Area 23,435 69.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 38HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=33,566 sf Runoff Volume=0.122 af Runoff Depth=1.90" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 1.87 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 39HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.02 0.01 11.00 0.88 0.06 0.04 12.00 2.48 0.93 1.50 13.00 2.89 1.23 0.16 14.00 3.07 1.37 0.09 15.00 3.19 1.46 0.07 16.00 3.29 1.54 0.06 17.00 3.37 1.61 0.05 18.00 3.44 1.66 0.04 19.00 3.51 1.71 0.04 20.00 3.56 1.76 0.03 21.00 3.61 1.80 0.03 22.00 3.65 1.83 0.03 23.00 3.70 1.87 0.03 24.00 3.74 1.90 0.03 25.00 3.74 1.90 0.00 26.00 3.74 1.90 0.00 27.00 3.74 1.90 0.00 28.00 3.74 1.90 0.00 29.00 3.74 1.90 0.00 30.00 3.74 1.90 0.00 31.00 3.74 1.90 0.00 32.00 3.74 1.90 0.00 33.00 3.74 1.90 0.00 34.00 3.74 1.90 0.00 35.00 3.74 1.90 0.00 36.00 3.74 1.90 0.00 37.00 3.74 1.90 0.00 38.00 3.74 1.90 0.00 39.00 3.74 1.90 0.00 40.00 3.74 1.90 0.00 41.00 3.74 1.90 0.00 42.00 3.74 1.90 0.00 43.00 3.74 1.90 0.00 44.00 3.74 1.90 0.00 45.00 3.74 1.90 0.00 46.00 3.74 1.90 0.00 47.00 3.74 1.90 0.00 48.00 3.74 1.90 0.00 49.00 3.74 1.90 0.00 50.00 3.74 1.90 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 1.90 0.00 52.00 3.74 1.90 0.00 53.00 3.74 1.90 0.00 54.00 3.74 1.90 0.00 55.00 3.74 1.90 0.00 56.00 3.74 1.90 0.00 57.00 3.74 1.90 0.00 58.00 3.74 1.90 0.00 59.00 3.74 1.90 0.00 60.00 3.74 1.90 0.00 61.00 3.74 1.90 0.00 62.00 3.74 1.90 0.00 63.00 3.74 1.90 0.00 64.00 3.74 1.90 0.00 65.00 3.74 1.90 0.00 66.00 3.74 1.90 0.00 67.00 3.74 1.90 0.00 68.00 3.74 1.90 0.00 69.00 3.74 1.90 0.00 70.00 3.74 1.90 0.00 71.00 3.74 1.90 0.00 72.00 3.74 1.90 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 40HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-5: [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.04 cfs @ 14.74 hrs, Volume= 0.030 af, Depth= 0.08" 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 175,054 39 >75% Grass cover, Good, HSG A 4,481 96 Gravel surface, HSG A 10,004 98 Paved parking, HSG A 0 98 Roofs, HSG A 189,539 43 Weighted Average 179,535 94.72% Pervious Area 10,004 5.28% Impervious Area Subcatchment E1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=189,539 sf Runoff Volume=0.030 af Runoff Depth=0.08" Tc=0.0 min CN=43 0.04 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 41HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.00 0.00 13.00 2.89 0.00 0.03 14.00 3.07 0.01 0.04 15.00 3.19 0.02 0.04 16.00 3.29 0.03 0.03 17.00 3.37 0.04 0.03 18.00 3.44 0.04 0.03 19.00 3.51 0.05 0.03 20.00 3.56 0.06 0.03 21.00 3.61 0.06 0.03 22.00 3.65 0.07 0.03 23.00 3.70 0.08 0.03 24.00 3.74 0.08 0.01 25.00 3.74 0.08 0.00 26.00 3.74 0.08 0.00 27.00 3.74 0.08 0.00 28.00 3.74 0.08 0.00 29.00 3.74 0.08 0.00 30.00 3.74 0.08 0.00 31.00 3.74 0.08 0.00 32.00 3.74 0.08 0.00 33.00 3.74 0.08 0.00 34.00 3.74 0.08 0.00 35.00 3.74 0.08 0.00 36.00 3.74 0.08 0.00 37.00 3.74 0.08 0.00 38.00 3.74 0.08 0.00 39.00 3.74 0.08 0.00 40.00 3.74 0.08 0.00 41.00 3.74 0.08 0.00 42.00 3.74 0.08 0.00 43.00 3.74 0.08 0.00 44.00 3.74 0.08 0.00 45.00 3.74 0.08 0.00 46.00 3.74 0.08 0.00 47.00 3.74 0.08 0.00 48.00 3.74 0.08 0.00 49.00 3.74 0.08 0.00 50.00 3.74 0.08 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.08 0.00 52.00 3.74 0.08 0.00 53.00 3.74 0.08 0.00 54.00 3.74 0.08 0.00 55.00 3.74 0.08 0.00 56.00 3.74 0.08 0.00 57.00 3.74 0.08 0.00 58.00 3.74 0.08 0.00 59.00 3.74 0.08 0.00 60.00 3.74 0.08 0.00 61.00 3.74 0.08 0.00 62.00 3.74 0.08 0.00 63.00 3.74 0.08 0.00 64.00 3.74 0.08 0.00 65.00 3.74 0.08 0.00 66.00 3.74 0.08 0.00 67.00 3.74 0.08 0.00 68.00 3.74 0.08 0.00 69.00 3.74 0.08 0.00 70.00 3.74 0.08 0.00 71.00 3.74 0.08 0.00 72.00 3.74 0.08 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 42HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 2.201 ac, 27.04% Impervious, Inflow Depth = 0.63" for 10-yr event Inflow = 1.57 cfs @ 12.08 hrs, Volume= 0.116 af Outflow = 1.57 cfs @ 12.08 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.08 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= 306.10' @ 12.09 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=1.57 cfs @ 12.08 hrs HW=306.09' TW=305.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.57 cfs @ 1.99 fps) Pond EX CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.201 ac Peak Elev=306.10' 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' 1.57 cfs 1.57 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 43HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.19 0.00 1.00 0.00 304.19 0.00 2.00 0.00 304.19 0.00 3.00 0.00 304.19 0.00 4.00 0.00 304.19 0.00 5.00 0.00 304.19 0.00 6.00 0.00 304.19 0.00 7.00 0.00 304.19 0.00 8.00 0.00 304.19 0.00 9.00 0.00 304.19 0.00 10.00 0.00 304.19 0.00 11.00 0.00 304.19 0.00 12.00 1.15 305.16 1.15 13.00 0.18 304.50 0.18 14.00 0.11 304.44 0.11 15.00 0.09 304.41 0.09 16.00 0.07 304.39 0.07 17.00 0.07 304.38 0.07 18.00 0.06 304.37 0.06 19.00 0.05 304.36 0.05 20.00 0.05 304.35 0.05 21.00 0.04 304.34 0.04 22.00 0.04 304.34 0.04 23.00 0.04 304.34 0.04 24.00 0.04 304.34 0.04 25.00 0.00 304.19 0.00 26.00 0.00 304.19 0.00 27.00 0.00 304.19 0.00 28.00 0.00 304.19 0.00 29.00 0.00 304.19 0.00 30.00 0.00 304.19 0.00 31.00 0.00 304.19 0.00 32.00 0.00 304.19 0.00 33.00 0.00 304.19 0.00 34.00 0.00 304.19 0.00 35.00 0.00 304.19 0.00 36.00 0.00 304.19 0.00 37.00 0.00 304.19 0.00 38.00 0.00 304.19 0.00 39.00 0.00 304.19 0.00 40.00 0.00 304.19 0.00 41.00 0.00 304.19 0.00 42.00 0.00 304.19 0.00 43.00 0.00 304.19 0.00 44.00 0.00 304.19 0.00 45.00 0.00 304.19 0.00 46.00 0.00 304.19 0.00 47.00 0.00 304.19 0.00 48.00 0.00 304.19 0.00 49.00 0.00 304.19 0.00 50.00 0.00 304.19 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.19 0.00 52.00 0.00 304.19 0.00 53.00 0.00 304.19 0.00 54.00 0.00 304.19 0.00 55.00 0.00 304.19 0.00 56.00 0.00 304.19 0.00 57.00 0.00 304.19 0.00 58.00 0.00 304.19 0.00 59.00 0.00 304.19 0.00 60.00 0.00 304.19 0.00 61.00 0.00 304.19 0.00 62.00 0.00 304.19 0.00 63.00 0.00 304.19 0.00 64.00 0.00 304.19 0.00 65.00 0.00 304.19 0.00 66.00 0.00 304.19 0.00 67.00 0.00 304.19 0.00 68.00 0.00 304.19 0.00 69.00 0.00 304.19 0.00 70.00 0.00 304.19 0.00 71.00 0.00 304.19 0.00 72.00 0.00 304.19 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 44HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB4: Inflow Area = 2.972 ac, 38.13% Impervious, Inflow Depth = 0.96" for 10-yr event Inflow = 3.44 cfs @ 12.08 hrs, Volume= 0.239 af Outflow = 3.44 cfs @ 12.08 hrs, Volume= 0.239 af, Atten= 0%, Lag= 0.0 min Primary = 3.44 cfs @ 12.08 hrs, Volume= 0.239 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.04' @ 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=3.44 cfs @ 12.08 hrs HW=305.04' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.44 cfs @ 4.38 fps) Pond EX CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.972 ac Peak Elev=305.04' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 3.44 cfs 3.44 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 45HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.21 0.00 7.00 0.00 303.21 0.00 8.00 0.00 303.21 0.00 9.00 0.00 303.25 0.00 10.00 0.01 303.28 0.01 11.00 0.04 303.33 0.04 12.00 2.65 304.50 2.65 13.00 0.35 303.54 0.35 14.00 0.21 303.46 0.21 15.00 0.16 303.44 0.16 16.00 0.13 303.41 0.13 17.00 0.12 303.40 0.12 18.00 0.10 303.39 0.10 19.00 0.09 303.38 0.09 20.00 0.08 303.36 0.08 21.00 0.07 303.36 0.07 22.00 0.07 303.36 0.07 23.00 0.07 303.36 0.07 24.00 0.07 303.35 0.07 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 46HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 8.111 ac, 24.20% Impervious, Inflow Depth = 0.61" for 10-yr event Inflow = 5.60 cfs @ 12.08 hrs, Volume= 0.409 af Primary = 5.60 cfs @ 12.08 hrs, Volume= 0.409 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=8.111 ac 5.60 cfs 5.60 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 47HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 9.00 0.02 0.00 0.02 10.00 0.04 0.00 0.04 11.00 0.11 0.00 0.11 12.00 4.44 0.00 4.44 13.00 0.56 0.00 0.56 14.00 0.35 0.00 0.35 15.00 0.28 0.00 0.28 16.00 0.23 0.00 0.23 17.00 0.20 0.00 0.20 18.00 0.18 0.00 0.18 19.00 0.16 0.00 0.16 20.00 0.14 0.00 0.14 21.00 0.13 0.00 0.13 22.00 0.13 0.00 0.13 23.00 0.12 0.00 0.12 24.00 0.11 0.00 0.11 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 48HydroCAD® 10.20-5c 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=34,299 sf 76.18% Impervious Runoff Depth=0.20"Subcatchment E1-1: Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 Runoff=0.16 cfs 0.013 af Runoff Area=34,669 sf 3.66% Impervious Runoff Depth=0.00"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 Runoff=0.00 cfs 0.000 af Runoff Area=61,227 sf 40.27% Impervious Runoff Depth=0.00"Subcatchment E1-3: Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 Runoff=0.00 cfs 0.000 af Runoff Area=33,566 sf 69.82% Impervious Runoff Depth=0.13"Subcatchment E1-4: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 Runoff=0.08 cfs 0.009 af Runoff Area=189,539 sf 5.28% Impervious Runoff Depth=0.00"Subcatchment E1-5: Tc=0.0 min CN=43 Runoff=0.00 cfs 0.000 af Peak Elev=304.21' 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=303.37' Inflow=0.08 cfs 0.009 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.08 cfs 0.009 af Inflow=0.24 cfs 0.022 afLink 1L: Primary=0.24 cfs 0.022 af Total Runoff Area = 8.111 ac Runoff Volume = 0.022 af Average Runoff Depth = 0.03" 75.80% Pervious = 6.148 ac 24.20% Impervious = 1.963 ac MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 49HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 0.16 cfs @ 12.10 hrs, Volume= 0.013 af, Depth= 0.20" 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 8,171 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,128 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,299 84 Weighted Average 8,171 23.82% Pervious Area 26,128 76.18% 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" 1.2 120 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 15.3 253 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 50HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=34,299 sf Runoff Volume=0.013 af Runoff Depth=0.20" Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 0.16 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 51HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.05 0.09 13.00 0.85 0.09 0.02 14.00 0.90 0.11 0.01 15.00 0.94 0.13 0.01 16.00 0.97 0.14 0.01 17.00 0.99 0.15 0.01 18.00 1.01 0.16 0.01 19.00 1.03 0.17 0.01 20.00 1.05 0.17 0.01 21.00 1.06 0.18 0.01 22.00 1.07 0.19 0.00 23.00 1.09 0.19 0.00 24.00 1.10 0.20 0.00 25.00 1.10 0.20 0.00 26.00 1.10 0.20 0.00 27.00 1.10 0.20 0.00 28.00 1.10 0.20 0.00 29.00 1.10 0.20 0.00 30.00 1.10 0.20 0.00 31.00 1.10 0.20 0.00 32.00 1.10 0.20 0.00 33.00 1.10 0.20 0.00 34.00 1.10 0.20 0.00 35.00 1.10 0.20 0.00 36.00 1.10 0.20 0.00 37.00 1.10 0.20 0.00 38.00 1.10 0.20 0.00 39.00 1.10 0.20 0.00 40.00 1.10 0.20 0.00 41.00 1.10 0.20 0.00 42.00 1.10 0.20 0.00 43.00 1.10 0.20 0.00 44.00 1.10 0.20 0.00 45.00 1.10 0.20 0.00 46.00 1.10 0.20 0.00 47.00 1.10 0.20 0.00 48.00 1.10 0.20 0.00 49.00 1.10 0.20 0.00 50.00 1.10 0.20 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.20 0.00 52.00 1.10 0.20 0.00 53.00 1.10 0.20 0.00 54.00 1.10 0.20 0.00 55.00 1.10 0.20 0.00 56.00 1.10 0.20 0.00 57.00 1.10 0.20 0.00 58.00 1.10 0.20 0.00 59.00 1.10 0.20 0.00 60.00 1.10 0.20 0.00 61.00 1.10 0.20 0.00 62.00 1.10 0.20 0.00 63.00 1.10 0.20 0.00 64.00 1.10 0.20 0.00 65.00 1.10 0.20 0.00 66.00 1.10 0.20 0.00 67.00 1.10 0.20 0.00 68.00 1.10 0.20 0.00 69.00 1.10 0.20 0.00 70.00 1.10 0.20 0.00 71.00 1.10 0.20 0.00 72.00 1.10 0.20 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 52HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-2: [45] Hint: Runoff=Zero 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 31,528 39 >75% Grass cover, Good, HSG A 1,872 96 Gravel surface, HSG A 1,269 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,669 44 Weighted Average 33,400 96.34% Pervious Area 1,269 3.66% Impervious Area 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 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 53HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=34,669 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 0.00 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 54HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 55HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-3: Runoff = 0.00 cfs @ 24.02 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 32,845 39 >75% Grass cover, Good, HSG A 3,724 96 Gravel surface, HSG A 24,658 98 Paved parking, HSG A 0 98 Roofs, HSG A 61,227 66 Weighted Average 36,569 59.73% Pervious Area 24,658 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.3 38 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.5 206 0.0130 2.31 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.5 365 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 56HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=61,227 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 0.00 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 57HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 58HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-4: Runoff = 0.08 cfs @ 12.12 hrs, Volume= 0.009 af, Depth= 0.13" Routed to Pond EX 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 9,544 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 19,598 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 33,566 81 Weighted Average 10,131 30.18% Pervious Area 23,435 69.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 59HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=33,566 sf Runoff Volume=0.009 af Runoff Depth=0.13" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 0.08 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 60HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.03 0.03 13.00 0.85 0.05 0.02 14.00 0.90 0.07 0.01 15.00 0.94 0.08 0.01 16.00 0.97 0.09 0.01 17.00 0.99 0.10 0.01 18.00 1.01 0.10 0.01 19.00 1.03 0.11 0.00 20.00 1.05 0.11 0.00 21.00 1.06 0.12 0.00 22.00 1.07 0.12 0.00 23.00 1.09 0.13 0.00 24.00 1.10 0.13 0.00 25.00 1.10 0.13 0.00 26.00 1.10 0.13 0.00 27.00 1.10 0.13 0.00 28.00 1.10 0.13 0.00 29.00 1.10 0.13 0.00 30.00 1.10 0.13 0.00 31.00 1.10 0.13 0.00 32.00 1.10 0.13 0.00 33.00 1.10 0.13 0.00 34.00 1.10 0.13 0.00 35.00 1.10 0.13 0.00 36.00 1.10 0.13 0.00 37.00 1.10 0.13 0.00 38.00 1.10 0.13 0.00 39.00 1.10 0.13 0.00 40.00 1.10 0.13 0.00 41.00 1.10 0.13 0.00 42.00 1.10 0.13 0.00 43.00 1.10 0.13 0.00 44.00 1.10 0.13 0.00 45.00 1.10 0.13 0.00 46.00 1.10 0.13 0.00 47.00 1.10 0.13 0.00 48.00 1.10 0.13 0.00 49.00 1.10 0.13 0.00 50.00 1.10 0.13 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.13 0.00 52.00 1.10 0.13 0.00 53.00 1.10 0.13 0.00 54.00 1.10 0.13 0.00 55.00 1.10 0.13 0.00 56.00 1.10 0.13 0.00 57.00 1.10 0.13 0.00 58.00 1.10 0.13 0.00 59.00 1.10 0.13 0.00 60.00 1.10 0.13 0.00 61.00 1.10 0.13 0.00 62.00 1.10 0.13 0.00 63.00 1.10 0.13 0.00 64.00 1.10 0.13 0.00 65.00 1.10 0.13 0.00 66.00 1.10 0.13 0.00 67.00 1.10 0.13 0.00 68.00 1.10 0.13 0.00 69.00 1.10 0.13 0.00 70.00 1.10 0.13 0.00 71.00 1.10 0.13 0.00 72.00 1.10 0.13 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 61HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-5: [46] Hint: Tc=0 (Instant runoff peak depends on dt) [45] Hint: Runoff=Zero 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 175,054 39 >75% Grass cover, Good, HSG A 4,481 96 Gravel surface, HSG A 10,004 98 Paved parking, HSG A 0 98 Roofs, HSG A 189,539 43 Weighted Average 179,535 94.72% Pervious Area 10,004 5.28% Impervious Area Subcatchment E1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=189,539 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=0.0 min CN=43 0.00 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 62HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 63HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: Inflow Area = 2.201 ac, 27.04% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 24.02 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= 304.21' @ 24.02 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 @ 24.02 hrs HW=304.21' TW=303.25' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.00 cfs @ 0.21 fps) Pond EX CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Inflow Area=2.201 ac Peak Elev=304.21' 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' 0.00 cfs 0.00 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 64HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.19 0.00 1.00 0.00 304.19 0.00 2.00 0.00 304.19 0.00 3.00 0.00 304.19 0.00 4.00 0.00 304.19 0.00 5.00 0.00 304.19 0.00 6.00 0.00 304.19 0.00 7.00 0.00 304.19 0.00 8.00 0.00 304.19 0.00 9.00 0.00 304.19 0.00 10.00 0.00 304.19 0.00 11.00 0.00 304.19 0.00 12.00 0.00 304.19 0.00 13.00 0.00 304.19 0.00 14.00 0.00 304.19 0.00 15.00 0.00 304.19 0.00 16.00 0.00 304.19 0.00 17.00 0.00 304.19 0.00 18.00 0.00 304.19 0.00 19.00 0.00 304.19 0.00 20.00 0.00 304.20 0.00 21.00 0.00 304.20 0.00 22.00 0.00 304.21 0.00 23.00 0.00 304.21 0.00 24.00 0.00 304.21 0.00 25.00 0.00 304.19 0.00 26.00 0.00 304.19 0.00 27.00 0.00 304.19 0.00 28.00 0.00 304.19 0.00 29.00 0.00 304.19 0.00 30.00 0.00 304.19 0.00 31.00 0.00 304.19 0.00 32.00 0.00 304.19 0.00 33.00 0.00 304.19 0.00 34.00 0.00 304.19 0.00 35.00 0.00 304.19 0.00 36.00 0.00 304.19 0.00 37.00 0.00 304.19 0.00 38.00 0.00 304.19 0.00 39.00 0.00 304.19 0.00 40.00 0.00 304.19 0.00 41.00 0.00 304.19 0.00 42.00 0.00 304.19 0.00 43.00 0.00 304.19 0.00 44.00 0.00 304.19 0.00 45.00 0.00 304.19 0.00 46.00 0.00 304.19 0.00 47.00 0.00 304.19 0.00 48.00 0.00 304.19 0.00 49.00 0.00 304.19 0.00 50.00 0.00 304.19 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.19 0.00 52.00 0.00 304.19 0.00 53.00 0.00 304.19 0.00 54.00 0.00 304.19 0.00 55.00 0.00 304.19 0.00 56.00 0.00 304.19 0.00 57.00 0.00 304.19 0.00 58.00 0.00 304.19 0.00 59.00 0.00 304.19 0.00 60.00 0.00 304.19 0.00 61.00 0.00 304.19 0.00 62.00 0.00 304.19 0.00 63.00 0.00 304.19 0.00 64.00 0.00 304.19 0.00 65.00 0.00 304.19 0.00 66.00 0.00 304.19 0.00 67.00 0.00 304.19 0.00 68.00 0.00 304.19 0.00 69.00 0.00 304.19 0.00 70.00 0.00 304.19 0.00 71.00 0.00 304.19 0.00 72.00 0.00 304.19 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 65HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB4: Inflow Area = 2.972 ac, 38.13% Impervious, Inflow Depth = 0.04" for 90% event Inflow = 0.08 cfs @ 12.12 hrs, Volume= 0.009 af Outflow = 0.08 cfs @ 12.12 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 12.12 hrs, Volume= 0.009 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.37' @ 12.12 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=0.08 cfs @ 12.12 hrs HW=303.37' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.08 cfs @ 1.54 fps) Pond EX CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.972 ac Peak Elev=303.37' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 0.08 cfs 0.08 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 66HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.21 0.00 7.00 0.00 303.21 0.00 8.00 0.00 303.21 0.00 9.00 0.00 303.21 0.00 10.00 0.00 303.21 0.00 11.00 0.00 303.21 0.00 12.00 0.03 303.31 0.03 13.00 0.02 303.28 0.02 14.00 0.01 303.27 0.01 15.00 0.01 303.26 0.01 16.00 0.01 303.26 0.01 17.00 0.01 303.26 0.01 18.00 0.01 303.25 0.01 19.00 0.00 303.25 0.00 20.00 0.00 303.25 0.00 21.00 0.00 303.25 0.00 22.00 0.00 303.25 0.00 23.00 0.00 303.25 0.00 24.00 0.00 303.25 0.00 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 67HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 8.111 ac, 24.20% Impervious, Inflow Depth = 0.03" for 90% event Inflow = 0.24 cfs @ 12.11 hrs, Volume= 0.022 af Primary = 0.24 cfs @ 12.11 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=8.111 ac 0.24 cfs 0.24 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 68HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 11.00 0.00 0.00 0.00 12.00 0.13 0.00 0.13 13.00 0.04 0.00 0.04 14.00 0.02 0.00 0.02 15.00 0.02 0.00 0.02 16.00 0.02 0.00 0.02 17.00 0.01 0.00 0.01 18.00 0.01 0.00 0.01 19.00 0.01 0.00 0.01 20.00 0.01 0.00 0.01 21.00 0.01 0.00 0.01 22.00 0.01 0.00 0.01 23.00 0.01 0.00 0.01 24.00 0.01 0.00 0.01 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 69HydroCAD® 10.20-5c 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=34,299 sf 76.18% Impervious Runoff Depth=4.46"Subcatchment E1-1: Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 Runoff=4.41 cfs 0.293 af Runoff Area=34,669 sf 3.66% Impervious Runoff Depth=0.85"Subcatchment E1-2: Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 Runoff=0.58 cfs 0.056 af Runoff Area=61,227 sf 40.27% Impervious Runoff Depth=2.65"Subcatchment E1-3: Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 Runoff=4.88 cfs 0.310 af Runoff Area=33,566 sf 69.82% Impervious Runoff Depth=4.14"Subcatchment E1-4: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 Runoff=4.02 cfs 0.266 af Runoff Area=189,539 sf 5.28% Impervious Runoff Depth=0.78"Subcatchment E1-5: Tc=0.0 min CN=43 Runoff=5.87 cfs 0.283 af Peak Elev=326.14' Inflow=5.41 cfs 0.367 afPond EX CB3: 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' Outflow=5.41 cfs 0.367 af Peak Elev=313.67' Inflow=9.42 cfs 0.632 afPond EX CB4: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=9.42 cfs 0.632 af Inflow=14.87 cfs 1.208 afLink 1L: Primary=14.87 cfs 1.208 af Total Runoff Area = 8.111 ac Runoff Volume = 1.208 af Average Runoff Depth = 1.79" 75.80% Pervious = 6.148 ac 24.20% Impervious = 1.963 ac MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 70HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-1: Runoff = 4.41 cfs @ 12.07 hrs, Volume= 0.293 af, Depth= 4.46" 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 8,171 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 26,128 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,299 84 Weighted Average 8,171 23.82% Pervious Area 26,128 76.18% 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" 1.2 120 0.0110 1.69 Shallow Concentrated Flow, 2 Unpaved Kv= 16.1 fps 0.3 33 0.0110 2.13 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 15.3 253 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 71HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=34,299 sf Runoff Volume=0.293 af Runoff Depth=4.46" Flow Length=253' Slope=0.0110 '/' Tc=15.3 min CN=84 4.41 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 72HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.01 0.01 7.00 0.62 0.03 0.02 8.00 0.75 0.06 0.03 9.00 0.92 0.12 0.05 10.00 1.14 0.21 0.08 11.00 1.48 0.40 0.18 12.00 4.16 2.52 3.75 13.00 4.85 3.13 0.33 14.00 5.15 3.41 0.19 15.00 5.36 3.60 0.15 16.00 5.53 3.76 0.11 17.00 5.66 3.88 0.10 18.00 5.78 3.99 0.09 19.00 5.89 4.09 0.07 20.00 5.98 4.18 0.06 21.00 6.06 4.25 0.06 22.00 6.14 4.32 0.06 23.00 6.21 4.39 0.05 24.00 6.28 4.46 0.05 25.00 6.28 4.46 0.00 26.00 6.28 4.46 0.00 27.00 6.28 4.46 0.00 28.00 6.28 4.46 0.00 29.00 6.28 4.46 0.00 30.00 6.28 4.46 0.00 31.00 6.28 4.46 0.00 32.00 6.28 4.46 0.00 33.00 6.28 4.46 0.00 34.00 6.28 4.46 0.00 35.00 6.28 4.46 0.00 36.00 6.28 4.46 0.00 37.00 6.28 4.46 0.00 38.00 6.28 4.46 0.00 39.00 6.28 4.46 0.00 40.00 6.28 4.46 0.00 41.00 6.28 4.46 0.00 42.00 6.28 4.46 0.00 43.00 6.28 4.46 0.00 44.00 6.28 4.46 0.00 45.00 6.28 4.46 0.00 46.00 6.28 4.46 0.00 47.00 6.28 4.46 0.00 48.00 6.28 4.46 0.00 49.00 6.28 4.46 0.00 50.00 6.28 4.46 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.46 0.00 52.00 6.28 4.46 0.00 53.00 6.28 4.46 0.00 54.00 6.28 4.46 0.00 55.00 6.28 4.46 0.00 56.00 6.28 4.46 0.00 57.00 6.28 4.46 0.00 58.00 6.28 4.46 0.00 59.00 6.28 4.46 0.00 60.00 6.28 4.46 0.00 61.00 6.28 4.46 0.00 62.00 6.28 4.46 0.00 63.00 6.28 4.46 0.00 64.00 6.28 4.46 0.00 65.00 6.28 4.46 0.00 66.00 6.28 4.46 0.00 67.00 6.28 4.46 0.00 68.00 6.28 4.46 0.00 69.00 6.28 4.46 0.00 70.00 6.28 4.46 0.00 71.00 6.28 4.46 0.00 72.00 6.28 4.46 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 73HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-2: Runoff = 0.58 cfs @ 12.12 hrs, Volume= 0.056 af, Depth= 0.85" 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 31,528 39 >75% Grass cover, Good, HSG A 1,872 96 Gravel surface, HSG A 1,269 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,669 44 Weighted Average 33,400 96.34% Pervious Area 1,269 3.66% Impervious Area 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 Subcatchment E1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=34,669 sf Runoff Volume=0.056 af Runoff Depth=0.85" Flow Length=200' Slope=0.0100 '/' Tc=15.3 min CN=44 0.58 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 74HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.00 0.00 12.00 4.16 0.18 0.27 13.00 4.85 0.35 0.10 14.00 5.15 0.44 0.06 15.00 5.36 0.51 0.05 16.00 5.53 0.57 0.04 17.00 5.66 0.61 0.04 18.00 5.78 0.66 0.03 19.00 5.89 0.70 0.03 20.00 5.98 0.73 0.03 21.00 6.06 0.76 0.02 22.00 6.14 0.79 0.02 23.00 6.21 0.82 0.02 24.00 6.28 0.85 0.02 25.00 6.28 0.85 0.00 26.00 6.28 0.85 0.00 27.00 6.28 0.85 0.00 28.00 6.28 0.85 0.00 29.00 6.28 0.85 0.00 30.00 6.28 0.85 0.00 31.00 6.28 0.85 0.00 32.00 6.28 0.85 0.00 33.00 6.28 0.85 0.00 34.00 6.28 0.85 0.00 35.00 6.28 0.85 0.00 36.00 6.28 0.85 0.00 37.00 6.28 0.85 0.00 38.00 6.28 0.85 0.00 39.00 6.28 0.85 0.00 40.00 6.28 0.85 0.00 41.00 6.28 0.85 0.00 42.00 6.28 0.85 0.00 43.00 6.28 0.85 0.00 44.00 6.28 0.85 0.00 45.00 6.28 0.85 0.00 46.00 6.28 0.85 0.00 47.00 6.28 0.85 0.00 48.00 6.28 0.85 0.00 49.00 6.28 0.85 0.00 50.00 6.28 0.85 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 0.85 0.00 52.00 6.28 0.85 0.00 53.00 6.28 0.85 0.00 54.00 6.28 0.85 0.00 55.00 6.28 0.85 0.00 56.00 6.28 0.85 0.00 57.00 6.28 0.85 0.00 58.00 6.28 0.85 0.00 59.00 6.28 0.85 0.00 60.00 6.28 0.85 0.00 61.00 6.28 0.85 0.00 62.00 6.28 0.85 0.00 63.00 6.28 0.85 0.00 64.00 6.28 0.85 0.00 65.00 6.28 0.85 0.00 66.00 6.28 0.85 0.00 67.00 6.28 0.85 0.00 68.00 6.28 0.85 0.00 69.00 6.28 0.85 0.00 70.00 6.28 0.85 0.00 71.00 6.28 0.85 0.00 72.00 6.28 0.85 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 75HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-3: Runoff = 4.88 cfs @ 12.07 hrs, Volume= 0.310 af, Depth= 2.65" 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 32,845 39 >75% Grass cover, Good, HSG A 3,724 96 Gravel surface, HSG A 24,658 98 Paved parking, HSG A 0 98 Roofs, HSG A 61,227 66 Weighted Average 36,569 59.73% Pervious Area 24,658 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.3 38 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 1.5 206 0.0130 2.31 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 14.5 365 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 76HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=61,227 sf Runoff Volume=0.310 af Runoff Depth=2.65" Flow Length=365' Slope=0.0130 '/' Tc=14.5 min CN=66 4.88 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 77HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.01 11.00 1.48 0.04 0.07 12.00 4.16 1.19 3.99 13.00 4.85 1.63 0.43 14.00 5.15 1.83 0.25 15.00 5.36 1.98 0.20 16.00 5.53 2.10 0.16 17.00 5.66 2.19 0.14 18.00 5.78 2.28 0.12 19.00 5.89 2.36 0.10 20.00 5.98 2.42 0.09 21.00 6.06 2.48 0.08 22.00 6.14 2.54 0.08 23.00 6.21 2.60 0.08 24.00 6.28 2.65 0.07 25.00 6.28 2.65 0.00 26.00 6.28 2.65 0.00 27.00 6.28 2.65 0.00 28.00 6.28 2.65 0.00 29.00 6.28 2.65 0.00 30.00 6.28 2.65 0.00 31.00 6.28 2.65 0.00 32.00 6.28 2.65 0.00 33.00 6.28 2.65 0.00 34.00 6.28 2.65 0.00 35.00 6.28 2.65 0.00 36.00 6.28 2.65 0.00 37.00 6.28 2.65 0.00 38.00 6.28 2.65 0.00 39.00 6.28 2.65 0.00 40.00 6.28 2.65 0.00 41.00 6.28 2.65 0.00 42.00 6.28 2.65 0.00 43.00 6.28 2.65 0.00 44.00 6.28 2.65 0.00 45.00 6.28 2.65 0.00 46.00 6.28 2.65 0.00 47.00 6.28 2.65 0.00 48.00 6.28 2.65 0.00 49.00 6.28 2.65 0.00 50.00 6.28 2.65 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 2.65 0.00 52.00 6.28 2.65 0.00 53.00 6.28 2.65 0.00 54.00 6.28 2.65 0.00 55.00 6.28 2.65 0.00 56.00 6.28 2.65 0.00 57.00 6.28 2.65 0.00 58.00 6.28 2.65 0.00 59.00 6.28 2.65 0.00 60.00 6.28 2.65 0.00 61.00 6.28 2.65 0.00 62.00 6.28 2.65 0.00 63.00 6.28 2.65 0.00 64.00 6.28 2.65 0.00 65.00 6.28 2.65 0.00 66.00 6.28 2.65 0.00 67.00 6.28 2.65 0.00 68.00 6.28 2.65 0.00 69.00 6.28 2.65 0.00 70.00 6.28 2.65 0.00 71.00 6.28 2.65 0.00 72.00 6.28 2.65 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 78HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-4: Runoff = 4.02 cfs @ 12.08 hrs, Volume= 0.266 af, Depth= 4.14" Routed to Pond EX 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 9,544 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 19,598 98 Paved parking, HSG A 3,837 98 Roofs, HSG A 33,566 81 Weighted Average 10,131 30.18% Pervious Area 23,435 69.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 79HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment E1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=33,566 sf Runoff Volume=0.266 af Runoff Depth=4.14" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=81 4.02 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 80HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.01 0.01 8.00 0.75 0.03 0.02 9.00 0.92 0.07 0.04 10.00 1.14 0.15 0.07 11.00 1.48 0.30 0.15 12.00 4.16 2.26 3.34 13.00 4.85 2.85 0.32 14.00 5.15 3.12 0.18 15.00 5.36 3.31 0.14 16.00 5.53 3.45 0.11 17.00 5.66 3.58 0.09 18.00 5.78 3.69 0.08 19.00 5.89 3.78 0.07 20.00 5.98 3.86 0.06 21.00 6.06 3.94 0.06 22.00 6.14 4.01 0.05 23.00 6.21 4.08 0.05 24.00 6.28 4.14 0.05 25.00 6.28 4.14 0.00 26.00 6.28 4.14 0.00 27.00 6.28 4.14 0.00 28.00 6.28 4.14 0.00 29.00 6.28 4.14 0.00 30.00 6.28 4.14 0.00 31.00 6.28 4.14 0.00 32.00 6.28 4.14 0.00 33.00 6.28 4.14 0.00 34.00 6.28 4.14 0.00 35.00 6.28 4.14 0.00 36.00 6.28 4.14 0.00 37.00 6.28 4.14 0.00 38.00 6.28 4.14 0.00 39.00 6.28 4.14 0.00 40.00 6.28 4.14 0.00 41.00 6.28 4.14 0.00 42.00 6.28 4.14 0.00 43.00 6.28 4.14 0.00 44.00 6.28 4.14 0.00 45.00 6.28 4.14 0.00 46.00 6.28 4.14 0.00 47.00 6.28 4.14 0.00 48.00 6.28 4.14 0.00 49.00 6.28 4.14 0.00 50.00 6.28 4.14 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.14 0.00 52.00 6.28 4.14 0.00 53.00 6.28 4.14 0.00 54.00 6.28 4.14 0.00 55.00 6.28 4.14 0.00 56.00 6.28 4.14 0.00 57.00 6.28 4.14 0.00 58.00 6.28 4.14 0.00 59.00 6.28 4.14 0.00 60.00 6.28 4.14 0.00 61.00 6.28 4.14 0.00 62.00 6.28 4.14 0.00 63.00 6.28 4.14 0.00 64.00 6.28 4.14 0.00 65.00 6.28 4.14 0.00 66.00 6.28 4.14 0.00 67.00 6.28 4.14 0.00 68.00 6.28 4.14 0.00 69.00 6.28 4.14 0.00 70.00 6.28 4.14 0.00 71.00 6.28 4.14 0.00 72.00 6.28 4.14 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 81HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1-5: [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 5.87 cfs @ 11.91 hrs, Volume= 0.283 af, Depth= 0.78" 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 175,054 39 >75% Grass cover, Good, HSG A 4,481 96 Gravel surface, HSG A 10,004 98 Paved parking, HSG A 0 98 Roofs, HSG A 189,539 43 Weighted Average 179,535 94.72% Pervious Area 10,004 5.28% Impervious Area Subcatchment E1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=189,539 sf Runoff Volume=0.283 af Runoff Depth=0.78" Tc=0.0 min CN=43 5.87 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 82HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment E1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.00 0.00 12.00 4.16 0.15 1.17 13.00 4.85 0.31 0.44 14.00 5.15 0.40 0.30 15.00 5.36 0.46 0.26 16.00 5.53 0.51 0.21 17.00 5.66 0.56 0.19 18.00 5.78 0.60 0.17 19.00 5.89 0.64 0.15 20.00 5.98 0.67 0.13 21.00 6.06 0.70 0.13 22.00 6.14 0.73 0.12 23.00 6.21 0.75 0.12 24.00 6.28 0.78 0.06 25.00 6.28 0.78 0.00 26.00 6.28 0.78 0.00 27.00 6.28 0.78 0.00 28.00 6.28 0.78 0.00 29.00 6.28 0.78 0.00 30.00 6.28 0.78 0.00 31.00 6.28 0.78 0.00 32.00 6.28 0.78 0.00 33.00 6.28 0.78 0.00 34.00 6.28 0.78 0.00 35.00 6.28 0.78 0.00 36.00 6.28 0.78 0.00 37.00 6.28 0.78 0.00 38.00 6.28 0.78 0.00 39.00 6.28 0.78 0.00 40.00 6.28 0.78 0.00 41.00 6.28 0.78 0.00 42.00 6.28 0.78 0.00 43.00 6.28 0.78 0.00 44.00 6.28 0.78 0.00 45.00 6.28 0.78 0.00 46.00 6.28 0.78 0.00 47.00 6.28 0.78 0.00 48.00 6.28 0.78 0.00 49.00 6.28 0.78 0.00 50.00 6.28 0.78 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 0.78 0.00 52.00 6.28 0.78 0.00 53.00 6.28 0.78 0.00 54.00 6.28 0.78 0.00 55.00 6.28 0.78 0.00 56.00 6.28 0.78 0.00 57.00 6.28 0.78 0.00 58.00 6.28 0.78 0.00 59.00 6.28 0.78 0.00 60.00 6.28 0.78 0.00 61.00 6.28 0.78 0.00 62.00 6.28 0.78 0.00 63.00 6.28 0.78 0.00 64.00 6.28 0.78 0.00 65.00 6.28 0.78 0.00 66.00 6.28 0.78 0.00 67.00 6.28 0.78 0.00 68.00 6.28 0.78 0.00 69.00 6.28 0.78 0.00 70.00 6.28 0.78 0.00 71.00 6.28 0.78 0.00 72.00 6.28 0.78 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 83HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB3: [58] Hint: Peaked 18.85' above defined flood level Inflow Area = 2.201 ac, 27.04% Impervious, Inflow Depth = 2.00" for 100-yr event Inflow = 5.41 cfs @ 12.07 hrs, Volume= 0.367 af Outflow = 5.41 cfs @ 12.07 hrs, Volume= 0.367 af, Atten= 0%, Lag= 0.0 min Primary = 5.41 cfs @ 12.07 hrs, Volume= 0.367 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= 326.14' @ 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=5.38 cfs @ 12.07 hrs HW=326.06' TW=313.65' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.38 cfs @ 6.85 fps) Pond EX CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.201 ac Peak Elev=326.14' 12.0" Round Culvert n=0.013 L=481.0' S=0.0018 '/' 5.41 cfs 5.41 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 84HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.19 0.00 1.00 0.00 304.19 0.00 2.00 0.00 304.19 0.00 3.00 0.00 304.19 0.00 4.00 0.00 304.19 0.00 5.00 0.00 304.19 0.00 6.00 0.00 304.19 0.00 7.00 0.00 304.19 0.00 8.00 0.00 304.19 0.00 9.00 0.00 304.19 0.00 10.00 0.01 304.25 0.01 11.00 0.07 304.38 0.07 12.00 4.26 317.26 4.26 13.00 0.53 304.73 0.53 14.00 0.32 304.60 0.32 15.00 0.25 304.55 0.25 16.00 0.20 304.51 0.20 17.00 0.17 304.49 0.17 18.00 0.15 304.47 0.15 19.00 0.14 304.46 0.14 20.00 0.12 304.44 0.12 21.00 0.11 304.43 0.11 22.00 0.10 304.43 0.10 23.00 0.10 304.42 0.10 24.00 0.10 304.42 0.10 25.00 0.00 304.19 0.00 26.00 0.00 304.19 0.00 27.00 0.00 304.19 0.00 28.00 0.00 304.19 0.00 29.00 0.00 304.19 0.00 30.00 0.00 304.19 0.00 31.00 0.00 304.19 0.00 32.00 0.00 304.19 0.00 33.00 0.00 304.19 0.00 34.00 0.00 304.19 0.00 35.00 0.00 304.19 0.00 36.00 0.00 304.19 0.00 37.00 0.00 304.19 0.00 38.00 0.00 304.19 0.00 39.00 0.00 304.19 0.00 40.00 0.00 304.19 0.00 41.00 0.00 304.19 0.00 42.00 0.00 304.19 0.00 43.00 0.00 304.19 0.00 44.00 0.00 304.19 0.00 45.00 0.00 304.19 0.00 46.00 0.00 304.19 0.00 47.00 0.00 304.19 0.00 48.00 0.00 304.19 0.00 49.00 0.00 304.19 0.00 50.00 0.00 304.19 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.19 0.00 52.00 0.00 304.19 0.00 53.00 0.00 304.19 0.00 54.00 0.00 304.19 0.00 55.00 0.00 304.19 0.00 56.00 0.00 304.19 0.00 57.00 0.00 304.19 0.00 58.00 0.00 304.19 0.00 59.00 0.00 304.19 0.00 60.00 0.00 304.19 0.00 61.00 0.00 304.19 0.00 62.00 0.00 304.19 0.00 63.00 0.00 304.19 0.00 64.00 0.00 304.19 0.00 65.00 0.00 304.19 0.00 66.00 0.00 304.19 0.00 67.00 0.00 304.19 0.00 68.00 0.00 304.19 0.00 69.00 0.00 304.19 0.00 70.00 0.00 304.19 0.00 71.00 0.00 304.19 0.00 72.00 0.00 304.19 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 85HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond EX CB4: [58] Hint: Peaked 6.46' above defined flood level Inflow Area = 2.972 ac, 38.13% Impervious, Inflow Depth = 2.55" for 100-yr event Inflow = 9.42 cfs @ 12.08 hrs, Volume= 0.632 af Outflow = 9.42 cfs @ 12.08 hrs, Volume= 0.632 af, Atten= 0%, Lag= 0.0 min Primary = 9.42 cfs @ 12.08 hrs, Volume= 0.632 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.67' @ 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=9.41 cfs @ 12.08 hrs HW=313.65' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.41 cfs @ 11.99 fps) Pond EX CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.972 ac Peak Elev=313.67' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 9.42 cfs 9.42 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 86HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond EX CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.23 0.00 7.00 0.01 303.27 0.01 8.00 0.02 303.29 0.02 9.00 0.04 303.32 0.04 10.00 0.07 303.36 0.07 11.00 0.22 303.47 0.22 12.00 7.60 310.19 7.60 13.00 0.85 303.75 0.85 14.00 0.50 303.61 0.50 15.00 0.39 303.56 0.39 16.00 0.31 303.52 0.31 17.00 0.27 303.50 0.27 18.00 0.24 303.48 0.24 19.00 0.21 303.46 0.21 20.00 0.18 303.44 0.18 21.00 0.16 303.43 0.16 22.00 0.16 303.43 0.16 23.00 0.15 303.43 0.15 24.00 0.15 303.42 0.15 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 87HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 8.111 ac, 24.20% Impervious, Inflow Depth = 1.79" for 100-yr event Inflow = 14.87 cfs @ 12.07 hrs, Volume= 1.208 af Primary = 14.87 cfs @ 12.07 hrs, Volume= 1.208 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.111 ac 14.87 cfs 14.87 cfs MJ1588.03 Pre-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 88HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.01 0.00 0.01 7.00 0.03 0.00 0.03 8.00 0.05 0.00 0.05 9.00 0.09 0.00 0.09 10.00 0.16 0.00 0.16 11.00 0.39 0.00 0.39 12.00 12.52 0.00 12.52 13.00 1.63 0.00 1.63 14.00 0.99 0.00 0.99 15.00 0.79 0.00 0.79 16.00 0.63 0.00 0.63 17.00 0.55 0.00 0.55 18.00 0.49 0.00 0.49 19.00 0.43 0.00 0.43 20.00 0.37 0.00 0.37 21.00 0.35 0.00 0.35 22.00 0.34 0.00 0.34 23.00 0.33 0.00 0.33 24.00 0.26 0.00 0.26 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Pre-Development Watershed Model Table of ContentsMJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) 1-yr Event 7 Node Listing 8 Subcat E1-1: 11 Subcat E1-2: 14 Subcat E1-3: 17 Subcat E1-4: 20 Subcat E1-5: 22 Pond EX CB3: 24 Pond EX CB4: 26 Link 1L: 10-yr Event 28 Node Listing 29 Subcat E1-1: 32 Subcat E1-2: 34 Subcat E1-3: 37 Subcat E1-4: 40 Subcat E1-5: 42 Pond EX CB3: 44 Pond EX CB4: 46 Link 1L: 90% Event 48 Node Listing 49 Subcat E1-1: 52 Subcat E1-2: 55 Subcat E1-3: 58 Subcat E1-4: 61 Subcat E1-5: 63 Pond EX CB3: 65 Pond EX CB4: 67 Link 1L: 100-yr Event 69 Node Listing 70 Subcat E1-1: 73 Subcat E1-2: MJ1588.03 Pre-Development Watershed Model Table of ContentsMJ1588.02_PRE Printed 1/24/2025Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC 75 Subcat E1-3: 78 Subcat E1-4: 81 Subcat E1-5: 83 Pond EX CB3: 85 Pond EX CB4: 87 Link 1L: Stormwater Pollution Prevention Plan I - 1 Appendix I Post-Development Watershed Delineation Map ■ ■■ ■ ■ ■ ■■■■ ■ ■ ■ ■ ■ ●● ● ● ● N E W S T R E E T EMPIRE AVENUE JOSEPH STREET ELM S T R E E T SO U T H S T . ALETTA ST. ELM STREET DP1 File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\04 - Utilities\01 - Stormwater\MJ1588.03_WATERSHED.dwg (Layout: FIG-2 ) Date: Fri, Jan 24, 2025 - 3:22 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: FIG-2 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 - PRE-DEVELOPMENT WATERSHED LEGEND: DP1 POST-DEVELOPMENT WATERSHED DELINEATION MAP 050'100'100' N Stormwater Pollution Prevention Plan I - 2 Appendix I Post-Development HydroCAD Model P1-1 P1-10P1-11 P1-12 P1-2P1-3 P1-4P1-5P1-6 P1-7 P1-8 P1-9 1R2R CB1 CB CB10 CB CB2 CB CB3 CB CB4 CBCB5 CB CB6 CB CB7 CB CB8 CB CB9 CB INFILL1INFILL2 STMH1 CB STMH2 CB STMH4 CB STMH5 CB 1L Routing Diagram for MJ1588.02_POST Prepared by MJ Engineering & Land Survey, Printed 1/24/2025 HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link MJ1588.03 Post-Development Watershed Model MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 2HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr Type II 24-hr Default 24.00 1 2.25 2 2 10-yr Type II 24-hr Default 24.00 1 3.74 2 3 90% Type II 24-hr Default 24.00 1 1.10 2 4 100-yr Type II 24-hr Default 24.00 1 6.28 2 MJ1588.03 Post-Development Watershed Model MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 3HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 4.460 39 >75% Grass cover, Good, HSG A (P1-1, P1-10, P1-11, P1-12, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8, P1-9) 0.245 96 Gravel surface, HSG A (P1-1, P1-10, P1-11, P1-9) 2.031 98 Paved parking, HSG A (P1-1, P1-10, P1-11, P1-12, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8, P1-9) 1.145 98 Roofs, HSG A (P1-2, P1-3, P1-4, P1-5, P1-6, P1-7) 7.880 65 TOTAL AREA MJ1588.03 Post-Development Watershed Model MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 4HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 7.880 HSG A P1-1, P1-10, P1-11, P1-12, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8, P1-9 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 7.880 TOTAL AREA MJ1588.03 Post-Development Watershed Model MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 5HydroCAD® 10.20-5c 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 4.460 0.000 0.000 0.000 0.000 4.460 >75% Grass cover, Good P1-1, P1-10, P1-11, P1-12, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8, P1-9 0.245 0.000 0.000 0.000 0.000 0.245 Gravel surface P1-1, P1-10, P1-11, P1-9 2.031 0.000 0.000 0.000 0.000 2.031 Paved parking P1-1, P1-10, P1-11, P1-12, P1-2, P1-3, P1-4, P1-5, P1-6, P1-7, P1-8, P1-9 1.145 0.000 0.000 0.000 0.000 1.145 Roofs P1-2, P1-3, P1-4, P1-5, P1-6, P1-7 7.880 0.000 0.000 0.000 0.000 7.880 TOTAL AREA MJ1588.03 Post-Development Watershed Model MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 6HydroCAD® 10.20-5c 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 306.00 305.10 225.0 0.0040 0.013 0.0 12.0 0.0 2 CB10 305.70 305.45 119.0 0.0021 0.013 0.0 6.0 0.0 3 CB2 305.10 304.60 125.0 0.0040 0.013 0.0 15.0 0.0 4 CB3 306.10 305.10 250.0 0.0040 0.013 0.0 12.0 0.0 5 CB4 305.10 304.60 125.0 0.0040 0.013 0.0 15.0 0.0 6 CB5 306.10 305.10 250.0 0.0040 0.013 0.0 12.0 0.0 7 CB6 306.10 305.10 250.0 0.0040 0.013 0.0 12.0 0.0 8 CB7 303.80 303.75 6.0 0.0083 0.013 0.0 24.0 0.0 9 CB8 303.80 303.31 112.0 0.0044 0.013 0.0 24.0 0.0 10 CB9 303.21 302.79 67.0 0.0063 0.013 0.0 12.0 0.0 11 INFILL1 305.05 304.50 272.0 0.0020 0.013 0.0 18.0 0.0 12 INFILL2 304.15 303.90 125.0 0.0020 0.013 0.0 24.0 0.0 13 STMH1 304.60 304.55 6.0 0.0083 0.013 0.0 24.0 0.0 14 STMH2 304.55 304.55 5.0 0.0000 0.013 0.0 24.0 0.0 15 STMH2 305.05 305.05 5.0 0.0000 0.013 0.0 18.0 0.0 16 STMH4 304.50 304.25 116.0 0.0022 0.013 0.0 18.0 0.0 17 STMH5 303.75 303.75 5.0 0.0000 0.013 0.0 24.0 0.0 18 STMH5 304.25 304.25 5.0 0.0000 0.013 0.0 18.0 0.0 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 7HydroCAD® 10.20-5c 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=24,724 sf 40.67% Impervious Runoff Depth=0.23"Subcatchment P1-1: Flow Length=182' Tc=12.0 min CN=66 Runoff=0.11 cfs 0.011 af Runoff Area=86,826 sf 6.52% Impervious Runoff Depth=0.00"Subcatchment P1-10: Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=34,981 sf 6.43% Impervious Runoff Depth=0.00"Subcatchment P1-11: Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=21,989 sf 4.16% Impervious Runoff Depth=0.00"Subcatchment P1-12: Tc=0.0 min CN=41 Runoff=0.00 cfs 0.000 af Runoff Area=23,786 sf 79.21% Impervious Runoff Depth=1.04"Subcatchment P1-2: Flow Length=155' Tc=9.3 min CN=86 Runoff=0.90 cfs 0.047 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=1.04"Subcatchment P1-3: Flow Length=160' Tc=10.3 min CN=86 Runoff=0.87 cfs 0.047 af Runoff Area=23,786 sf 77.79% Impervious Runoff Depth=0.98"Subcatchment P1-4: Flow Length=160' Tc=12.6 min CN=85 Runoff=0.75 cfs 0.045 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=1.04"Subcatchment P1-5: Flow Length=160' Tc=11.2 min CN=86 Runoff=0.84 cfs 0.047 af Runoff Area=23,781 sf 79.22% Impervious Runoff Depth=1.04"Subcatchment P1-6: Flow Length=155' Tc=9.3 min CN=86 Runoff=0.90 cfs 0.047 af Runoff Area=23,786 sf 77.82% Impervious Runoff Depth=0.98"Subcatchment P1-7: Flow Length=160' Tc=12.4 min CN=85 Runoff=0.76 cfs 0.045 af Runoff Area=7,247 sf 81.00% Impervious Runoff Depth=1.10"Subcatchment P1-8: Flow Length=167' Tc=7.2 min CN=87 Runoff=0.31 cfs 0.015 af Runoff Area=24,782 sf 5.20% Impervious Runoff Depth=0.00"Subcatchment P1-9: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 Runoff=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 1R: n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 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=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs Outflow=0.00 cfs 0.000 af Peak Elev=306.24' Inflow=0.11 cfs 0.011 afPond CB1: 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' Outflow=0.11 cfs 0.011 af Peak Elev=305.70' Inflow=0.00 cfs 0.000 afPond CB10: 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' Outflow=0.00 cfs 0.000 af MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 8HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=305.85' Inflow=0.98 cfs 0.058 afPond CB2: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=0.98 cfs 0.058 af Peak Elev=306.76' Inflow=0.87 cfs 0.047 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.87 cfs 0.047 af Peak Elev=306.00' Inflow=1.61 cfs 0.092 afPond CB4: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=1.61 cfs 0.092 af Peak Elev=306.67' Inflow=0.84 cfs 0.047 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.84 cfs 0.047 af Peak Elev=306.70' Inflow=0.90 cfs 0.047 afPond CB6: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.90 cfs 0.047 af Peak Elev=304.77' Inflow=2.47 cfs 0.140 afPond CB7: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=2.47 cfs 0.140 af Peak Elev=304.07' Inflow=0.31 cfs 0.015 afPond CB8: 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' Outflow=0.31 cfs 0.015 af Peak Elev=303.52' Inflow=0.31 cfs 0.015 afPond CB9: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.31 cfs 0.015 af Peak Elev=304.56' Storage=938 cf Inflow=2.57 cfs 0.151 afPond INFILL1: Discarded=1.03 cfs 0.151 af Primary=0.00 cfs 0.000 af Outflow=1.03 cfs 0.151 af Peak Elev=303.76' Storage=900 cf Inflow=2.47 cfs 0.140 afPond INFILL2: Discarded=1.00 cfs 0.140 af Primary=0.00 cfs 0.000 af Outflow=1.00 cfs 0.140 af Peak Elev=305.59' Inflow=2.57 cfs 0.151 afPond STMH1: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=2.57 cfs 0.151 af Peak Elev=305.40' Inflow=2.57 cfs 0.151 afPond STMH2: Primary=2.25 cfs 0.146 af Secondary=0.33 cfs 0.004 af Outflow=2.57 cfs 0.151 af Peak Elev=304.56' Inflow=0.00 cfs 0.000 afPond STMH4: 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' Outflow=0.00 cfs 0.000 af Peak Elev=304.58' Inflow=2.47 cfs 0.140 afPond STMH5: Primary=2.17 cfs 0.136 af Secondary=0.30 cfs 0.004 af Outflow=2.47 cfs 0.140 af Inflow=0.31 cfs 0.015 afLink 1L: Primary=0.31 cfs 0.015 af Total Runoff Area = 7.880 ac Runoff Volume = 0.306 af Average Runoff Depth = 0.47" 59.70% Pervious = 4.704 ac 40.30% Impervious = 3.176 ac MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 9HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-1: Runoff = 0.11 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 0.23" 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 13,378 39 >75% Grass cover, Good, HSG A 1,291 96 Gravel surface, HSG A 10,055 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,724 66 Weighted Average 14,669 59.33% Pervious Area 10,055 40.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 72 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.5 28 0.0160 0.88 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.5 82 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 12.0 182 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 10HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=24,724 sf Runoff Volume=0.011 af Runoff Depth=0.23" Flow Length=182' Tc=12.0 min CN=66 0.11 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 11HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.04 0.06 13.00 1.74 0.09 0.02 14.00 1.84 0.11 0.01 15.00 1.92 0.13 0.01 16.00 1.98 0.15 0.01 17.00 2.03 0.16 0.01 18.00 2.07 0.18 0.01 19.00 2.11 0.19 0.01 20.00 2.14 0.20 0.01 21.00 2.17 0.21 0.01 22.00 2.20 0.22 0.01 23.00 2.22 0.22 0.01 24.00 2.25 0.23 0.00 25.00 2.25 0.23 0.00 26.00 2.25 0.23 0.00 27.00 2.25 0.23 0.00 28.00 2.25 0.23 0.00 29.00 2.25 0.23 0.00 30.00 2.25 0.23 0.00 31.00 2.25 0.23 0.00 32.00 2.25 0.23 0.00 33.00 2.25 0.23 0.00 34.00 2.25 0.23 0.00 35.00 2.25 0.23 0.00 36.00 2.25 0.23 0.00 37.00 2.25 0.23 0.00 38.00 2.25 0.23 0.00 39.00 2.25 0.23 0.00 40.00 2.25 0.23 0.00 41.00 2.25 0.23 0.00 42.00 2.25 0.23 0.00 43.00 2.25 0.23 0.00 44.00 2.25 0.23 0.00 45.00 2.25 0.23 0.00 46.00 2.25 0.23 0.00 47.00 2.25 0.23 0.00 48.00 2.25 0.23 0.00 49.00 2.25 0.23 0.00 50.00 2.25 0.23 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.23 0.00 52.00 2.25 0.23 0.00 53.00 2.25 0.23 0.00 54.00 2.25 0.23 0.00 55.00 2.25 0.23 0.00 56.00 2.25 0.23 0.00 57.00 2.25 0.23 0.00 58.00 2.25 0.23 0.00 59.00 2.25 0.23 0.00 60.00 2.25 0.23 0.00 61.00 2.25 0.23 0.00 62.00 2.25 0.23 0.00 63.00 2.25 0.23 0.00 64.00 2.25 0.23 0.00 65.00 2.25 0.23 0.00 66.00 2.25 0.23 0.00 67.00 2.25 0.23 0.00 68.00 2.25 0.23 0.00 69.00 2.25 0.23 0.00 70.00 2.25 0.23 0.00 71.00 2.25 0.23 0.00 72.00 2.25 0.23 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 12HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-10: [45] Hint: Runoff=Zero 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 75,035 39 >75% Grass cover, Good, HSG A 6,134 96 Gravel surface, HSG A 5,657 98 Paved parking, HSG A 0 98 Roofs, HSG A 86,826 47 Weighted Average 81,169 93.48% Pervious Area 5,657 6.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 39 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 13.1 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 13HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=86,826 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 14HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-10: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.00 0.00 13.00 1.74 0.00 0.00 14.00 1.84 0.00 0.00 15.00 1.92 0.00 0.00 16.00 1.98 0.00 0.00 17.00 2.03 0.00 0.00 18.00 2.07 0.00 0.00 19.00 2.11 0.00 0.00 20.00 2.14 0.00 0.00 21.00 2.17 0.00 0.00 22.00 2.20 0.00 0.00 23.00 2.22 0.00 0.00 24.00 2.25 0.00 0.00 25.00 2.25 0.00 0.00 26.00 2.25 0.00 0.00 27.00 2.25 0.00 0.00 28.00 2.25 0.00 0.00 29.00 2.25 0.00 0.00 30.00 2.25 0.00 0.00 31.00 2.25 0.00 0.00 32.00 2.25 0.00 0.00 33.00 2.25 0.00 0.00 34.00 2.25 0.00 0.00 35.00 2.25 0.00 0.00 36.00 2.25 0.00 0.00 37.00 2.25 0.00 0.00 38.00 2.25 0.00 0.00 39.00 2.25 0.00 0.00 40.00 2.25 0.00 0.00 41.00 2.25 0.00 0.00 42.00 2.25 0.00 0.00 43.00 2.25 0.00 0.00 44.00 2.25 0.00 0.00 45.00 2.25 0.00 0.00 46.00 2.25 0.00 0.00 47.00 2.25 0.00 0.00 48.00 2.25 0.00 0.00 49.00 2.25 0.00 0.00 50.00 2.25 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.00 0.00 52.00 2.25 0.00 0.00 53.00 2.25 0.00 0.00 54.00 2.25 0.00 0.00 55.00 2.25 0.00 0.00 56.00 2.25 0.00 0.00 57.00 2.25 0.00 0.00 58.00 2.25 0.00 0.00 59.00 2.25 0.00 0.00 60.00 2.25 0.00 0.00 61.00 2.25 0.00 0.00 62.00 2.25 0.00 0.00 63.00 2.25 0.00 0.00 64.00 2.25 0.00 0.00 65.00 2.25 0.00 0.00 66.00 2.25 0.00 0.00 67.00 2.25 0.00 0.00 68.00 2.25 0.00 0.00 69.00 2.25 0.00 0.00 70.00 2.25 0.00 0.00 71.00 2.25 0.00 0.00 72.00 2.25 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 15HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: [45] Hint: Runoff=Zero 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 1-yr Rainfall=2.25" Area (sf) CN Description 30,079 39 >75% Grass cover, Good, HSG A 2,652 96 Gravel surface, HSG A 2,250 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,981 47 Weighted Average 32,731 93.57% Pervious Area 2,250 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 10 0.0110 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 9 0.0110 0.60 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 6.9 42 0.0110 0.10 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 9.3 61 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 16HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=34,981 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 17HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-11: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.00 0.00 13.00 1.74 0.00 0.00 14.00 1.84 0.00 0.00 15.00 1.92 0.00 0.00 16.00 1.98 0.00 0.00 17.00 2.03 0.00 0.00 18.00 2.07 0.00 0.00 19.00 2.11 0.00 0.00 20.00 2.14 0.00 0.00 21.00 2.17 0.00 0.00 22.00 2.20 0.00 0.00 23.00 2.22 0.00 0.00 24.00 2.25 0.00 0.00 25.00 2.25 0.00 0.00 26.00 2.25 0.00 0.00 27.00 2.25 0.00 0.00 28.00 2.25 0.00 0.00 29.00 2.25 0.00 0.00 30.00 2.25 0.00 0.00 31.00 2.25 0.00 0.00 32.00 2.25 0.00 0.00 33.00 2.25 0.00 0.00 34.00 2.25 0.00 0.00 35.00 2.25 0.00 0.00 36.00 2.25 0.00 0.00 37.00 2.25 0.00 0.00 38.00 2.25 0.00 0.00 39.00 2.25 0.00 0.00 40.00 2.25 0.00 0.00 41.00 2.25 0.00 0.00 42.00 2.25 0.00 0.00 43.00 2.25 0.00 0.00 44.00 2.25 0.00 0.00 45.00 2.25 0.00 0.00 46.00 2.25 0.00 0.00 47.00 2.25 0.00 0.00 48.00 2.25 0.00 0.00 49.00 2.25 0.00 0.00 50.00 2.25 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.00 0.00 52.00 2.25 0.00 0.00 53.00 2.25 0.00 0.00 54.00 2.25 0.00 0.00 55.00 2.25 0.00 0.00 56.00 2.25 0.00 0.00 57.00 2.25 0.00 0.00 58.00 2.25 0.00 0.00 59.00 2.25 0.00 0.00 60.00 2.25 0.00 0.00 61.00 2.25 0.00 0.00 62.00 2.25 0.00 0.00 63.00 2.25 0.00 0.00 64.00 2.25 0.00 0.00 65.00 2.25 0.00 0.00 66.00 2.25 0.00 0.00 67.00 2.25 0.00 0.00 68.00 2.25 0.00 0.00 69.00 2.25 0.00 0.00 70.00 2.25 0.00 0.00 71.00 2.25 0.00 0.00 72.00 2.25 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 18HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-12: [46] Hint: Tc=0 (Instant runoff peak depends on dt) [45] Hint: Runoff=Zero 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 21,075 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 914 98 Paved parking, HSG A 0 98 Roofs, HSG A 21,989 41 Weighted Average 21,075 95.84% Pervious Area 914 4.16% Impervious Area Subcatchment P1-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=21,989 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=0.0 min CN=41 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 19HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-12: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.00 0.00 13.00 1.74 0.00 0.00 14.00 1.84 0.00 0.00 15.00 1.92 0.00 0.00 16.00 1.98 0.00 0.00 17.00 2.03 0.00 0.00 18.00 2.07 0.00 0.00 19.00 2.11 0.00 0.00 20.00 2.14 0.00 0.00 21.00 2.17 0.00 0.00 22.00 2.20 0.00 0.00 23.00 2.22 0.00 0.00 24.00 2.25 0.00 0.00 25.00 2.25 0.00 0.00 26.00 2.25 0.00 0.00 27.00 2.25 0.00 0.00 28.00 2.25 0.00 0.00 29.00 2.25 0.00 0.00 30.00 2.25 0.00 0.00 31.00 2.25 0.00 0.00 32.00 2.25 0.00 0.00 33.00 2.25 0.00 0.00 34.00 2.25 0.00 0.00 35.00 2.25 0.00 0.00 36.00 2.25 0.00 0.00 37.00 2.25 0.00 0.00 38.00 2.25 0.00 0.00 39.00 2.25 0.00 0.00 40.00 2.25 0.00 0.00 41.00 2.25 0.00 0.00 42.00 2.25 0.00 0.00 43.00 2.25 0.00 0.00 44.00 2.25 0.00 0.00 45.00 2.25 0.00 0.00 46.00 2.25 0.00 0.00 47.00 2.25 0.00 0.00 48.00 2.25 0.00 0.00 49.00 2.25 0.00 0.00 50.00 2.25 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.00 0.00 52.00 2.25 0.00 0.00 53.00 2.25 0.00 0.00 54.00 2.25 0.00 0.00 55.00 2.25 0.00 0.00 56.00 2.25 0.00 0.00 57.00 2.25 0.00 0.00 58.00 2.25 0.00 0.00 59.00 2.25 0.00 0.00 60.00 2.25 0.00 0.00 61.00 2.25 0.00 0.00 62.00 2.25 0.00 0.00 63.00 2.25 0.00 0.00 64.00 2.25 0.00 0.00 65.00 2.25 0.00 0.00 66.00 2.25 0.00 0.00 67.00 2.25 0.00 0.00 68.00 2.25 0.00 0.00 69.00 2.25 0.00 0.00 70.00 2.25 0.00 0.00 71.00 2.25 0.00 0.00 72.00 2.25 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 20HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-2: Runoff = 0.90 cfs @ 12.01 hrs, Volume= 0.047 af, Depth= 1.04" 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 4,946 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,527 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,946 20.79% Pervious Area 18,840 79.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 21HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=23,786 sf Runoff Volume=0.047 af Runoff Depth=1.04" Flow Length=155' Tc=9.3 min CN=86 0.90 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 22HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.02 0.02 12.00 1.49 0.49 0.89 13.00 1.74 0.66 0.06 14.00 1.84 0.73 0.04 15.00 1.92 0.79 0.03 16.00 1.98 0.83 0.02 17.00 2.03 0.87 0.02 18.00 2.07 0.90 0.02 19.00 2.11 0.93 0.02 20.00 2.14 0.96 0.01 21.00 2.17 0.98 0.01 22.00 2.20 1.00 0.01 23.00 2.22 1.02 0.01 24.00 2.25 1.04 0.01 25.00 2.25 1.04 0.00 26.00 2.25 1.04 0.00 27.00 2.25 1.04 0.00 28.00 2.25 1.04 0.00 29.00 2.25 1.04 0.00 30.00 2.25 1.04 0.00 31.00 2.25 1.04 0.00 32.00 2.25 1.04 0.00 33.00 2.25 1.04 0.00 34.00 2.25 1.04 0.00 35.00 2.25 1.04 0.00 36.00 2.25 1.04 0.00 37.00 2.25 1.04 0.00 38.00 2.25 1.04 0.00 39.00 2.25 1.04 0.00 40.00 2.25 1.04 0.00 41.00 2.25 1.04 0.00 42.00 2.25 1.04 0.00 43.00 2.25 1.04 0.00 44.00 2.25 1.04 0.00 45.00 2.25 1.04 0.00 46.00 2.25 1.04 0.00 47.00 2.25 1.04 0.00 48.00 2.25 1.04 0.00 49.00 2.25 1.04 0.00 50.00 2.25 1.04 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 1.04 0.00 52.00 2.25 1.04 0.00 53.00 2.25 1.04 0.00 54.00 2.25 1.04 0.00 55.00 2.25 1.04 0.00 56.00 2.25 1.04 0.00 57.00 2.25 1.04 0.00 58.00 2.25 1.04 0.00 59.00 2.25 1.04 0.00 60.00 2.25 1.04 0.00 61.00 2.25 1.04 0.00 62.00 2.25 1.04 0.00 63.00 2.25 1.04 0.00 64.00 2.25 1.04 0.00 65.00 2.25 1.04 0.00 66.00 2.25 1.04 0.00 67.00 2.25 1.04 0.00 68.00 2.25 1.04 0.00 69.00 2.25 1.04 0.00 70.00 2.25 1.04 0.00 71.00 2.25 1.04 0.00 72.00 2.25 1.04 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 23HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 0.87 cfs @ 12.02 hrs, Volume= 0.047 af, Depth= 1.04" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 25 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0150 0.80 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.3 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 24HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=23,786 sf Runoff Volume=0.047 af Runoff Depth=1.04" Flow Length=160' Tc=10.3 min CN=86 0.87 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 25HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.02 0.02 12.00 1.49 0.49 0.84 13.00 1.74 0.66 0.06 14.00 1.84 0.73 0.04 15.00 1.92 0.79 0.03 16.00 1.98 0.83 0.02 17.00 2.03 0.87 0.02 18.00 2.07 0.90 0.02 19.00 2.11 0.93 0.02 20.00 2.14 0.96 0.01 21.00 2.17 0.98 0.01 22.00 2.20 1.00 0.01 23.00 2.22 1.02 0.01 24.00 2.25 1.04 0.01 25.00 2.25 1.04 0.00 26.00 2.25 1.04 0.00 27.00 2.25 1.04 0.00 28.00 2.25 1.04 0.00 29.00 2.25 1.04 0.00 30.00 2.25 1.04 0.00 31.00 2.25 1.04 0.00 32.00 2.25 1.04 0.00 33.00 2.25 1.04 0.00 34.00 2.25 1.04 0.00 35.00 2.25 1.04 0.00 36.00 2.25 1.04 0.00 37.00 2.25 1.04 0.00 38.00 2.25 1.04 0.00 39.00 2.25 1.04 0.00 40.00 2.25 1.04 0.00 41.00 2.25 1.04 0.00 42.00 2.25 1.04 0.00 43.00 2.25 1.04 0.00 44.00 2.25 1.04 0.00 45.00 2.25 1.04 0.00 46.00 2.25 1.04 0.00 47.00 2.25 1.04 0.00 48.00 2.25 1.04 0.00 49.00 2.25 1.04 0.00 50.00 2.25 1.04 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 1.04 0.00 52.00 2.25 1.04 0.00 53.00 2.25 1.04 0.00 54.00 2.25 1.04 0.00 55.00 2.25 1.04 0.00 56.00 2.25 1.04 0.00 57.00 2.25 1.04 0.00 58.00 2.25 1.04 0.00 59.00 2.25 1.04 0.00 60.00 2.25 1.04 0.00 61.00 2.25 1.04 0.00 62.00 2.25 1.04 0.00 63.00 2.25 1.04 0.00 64.00 2.25 1.04 0.00 65.00 2.25 1.04 0.00 66.00 2.25 1.04 0.00 67.00 2.25 1.04 0.00 68.00 2.25 1.04 0.00 69.00 2.25 1.04 0.00 70.00 2.25 1.04 0.00 71.00 2.25 1.04 0.00 72.00 2.25 1.04 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 26HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-4: Runoff = 0.75 cfs @ 12.05 hrs, Volume= 0.045 af, Depth= 0.98" 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 5,283 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,190 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,283 22.21% Pervious Area 18,503 77.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 38 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 12.6 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 27HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=23,786 sf Runoff Volume=0.045 af Runoff Depth=0.98" Flow Length=160' Tc=12.6 min CN=85 0.75 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 28HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.02 0.01 12.00 1.49 0.45 0.67 13.00 1.74 0.61 0.06 14.00 1.84 0.68 0.04 15.00 1.92 0.74 0.03 16.00 1.98 0.78 0.02 17.00 2.03 0.82 0.02 18.00 2.07 0.85 0.02 19.00 2.11 0.88 0.01 20.00 2.14 0.90 0.01 21.00 2.17 0.92 0.01 22.00 2.20 0.94 0.01 23.00 2.22 0.96 0.01 24.00 2.25 0.98 0.01 25.00 2.25 0.98 0.00 26.00 2.25 0.98 0.00 27.00 2.25 0.98 0.00 28.00 2.25 0.98 0.00 29.00 2.25 0.98 0.00 30.00 2.25 0.98 0.00 31.00 2.25 0.98 0.00 32.00 2.25 0.98 0.00 33.00 2.25 0.98 0.00 34.00 2.25 0.98 0.00 35.00 2.25 0.98 0.00 36.00 2.25 0.98 0.00 37.00 2.25 0.98 0.00 38.00 2.25 0.98 0.00 39.00 2.25 0.98 0.00 40.00 2.25 0.98 0.00 41.00 2.25 0.98 0.00 42.00 2.25 0.98 0.00 43.00 2.25 0.98 0.00 44.00 2.25 0.98 0.00 45.00 2.25 0.98 0.00 46.00 2.25 0.98 0.00 47.00 2.25 0.98 0.00 48.00 2.25 0.98 0.00 49.00 2.25 0.98 0.00 50.00 2.25 0.98 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.98 0.00 52.00 2.25 0.98 0.00 53.00 2.25 0.98 0.00 54.00 2.25 0.98 0.00 55.00 2.25 0.98 0.00 56.00 2.25 0.98 0.00 57.00 2.25 0.98 0.00 58.00 2.25 0.98 0.00 59.00 2.25 0.98 0.00 60.00 2.25 0.98 0.00 61.00 2.25 0.98 0.00 62.00 2.25 0.98 0.00 63.00 2.25 0.98 0.00 64.00 2.25 0.98 0.00 65.00 2.25 0.98 0.00 66.00 2.25 0.98 0.00 67.00 2.25 0.98 0.00 68.00 2.25 0.98 0.00 69.00 2.25 0.98 0.00 70.00 2.25 0.98 0.00 71.00 2.25 0.98 0.00 72.00 2.25 0.98 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 29HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-5: Runoff = 0.84 cfs @ 12.03 hrs, Volume= 0.047 af, Depth= 1.04" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 30 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 15 0.0150 0.76 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 30HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=23,786 sf Runoff Volume=0.047 af Runoff Depth=1.04" Flow Length=160' Tc=11.2 min CN=86 0.84 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 31HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.02 0.02 12.00 1.49 0.49 0.79 13.00 1.74 0.66 0.06 14.00 1.84 0.73 0.04 15.00 1.92 0.79 0.03 16.00 1.98 0.83 0.02 17.00 2.03 0.87 0.02 18.00 2.07 0.90 0.02 19.00 2.11 0.93 0.02 20.00 2.14 0.96 0.01 21.00 2.17 0.98 0.01 22.00 2.20 1.00 0.01 23.00 2.22 1.02 0.01 24.00 2.25 1.04 0.01 25.00 2.25 1.04 0.00 26.00 2.25 1.04 0.00 27.00 2.25 1.04 0.00 28.00 2.25 1.04 0.00 29.00 2.25 1.04 0.00 30.00 2.25 1.04 0.00 31.00 2.25 1.04 0.00 32.00 2.25 1.04 0.00 33.00 2.25 1.04 0.00 34.00 2.25 1.04 0.00 35.00 2.25 1.04 0.00 36.00 2.25 1.04 0.00 37.00 2.25 1.04 0.00 38.00 2.25 1.04 0.00 39.00 2.25 1.04 0.00 40.00 2.25 1.04 0.00 41.00 2.25 1.04 0.00 42.00 2.25 1.04 0.00 43.00 2.25 1.04 0.00 44.00 2.25 1.04 0.00 45.00 2.25 1.04 0.00 46.00 2.25 1.04 0.00 47.00 2.25 1.04 0.00 48.00 2.25 1.04 0.00 49.00 2.25 1.04 0.00 50.00 2.25 1.04 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 1.04 0.00 52.00 2.25 1.04 0.00 53.00 2.25 1.04 0.00 54.00 2.25 1.04 0.00 55.00 2.25 1.04 0.00 56.00 2.25 1.04 0.00 57.00 2.25 1.04 0.00 58.00 2.25 1.04 0.00 59.00 2.25 1.04 0.00 60.00 2.25 1.04 0.00 61.00 2.25 1.04 0.00 62.00 2.25 1.04 0.00 63.00 2.25 1.04 0.00 64.00 2.25 1.04 0.00 65.00 2.25 1.04 0.00 66.00 2.25 1.04 0.00 67.00 2.25 1.04 0.00 68.00 2.25 1.04 0.00 69.00 2.25 1.04 0.00 70.00 2.25 1.04 0.00 71.00 2.25 1.04 0.00 72.00 2.25 1.04 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 32HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 0.90 cfs @ 12.01 hrs, Volume= 0.047 af, Depth= 1.04" 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 4,942 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,526 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,781 86 Weighted Average 4,942 20.78% Pervious Area 18,839 79.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 33HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=23,781 sf Runoff Volume=0.047 af Runoff Depth=1.04" Flow Length=155' Tc=9.3 min CN=86 0.90 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 34HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-6: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.02 0.02 12.00 1.49 0.49 0.89 13.00 1.74 0.66 0.06 14.00 1.84 0.73 0.04 15.00 1.92 0.79 0.03 16.00 1.98 0.83 0.02 17.00 2.03 0.87 0.02 18.00 2.07 0.90 0.02 19.00 2.11 0.93 0.02 20.00 2.14 0.96 0.01 21.00 2.17 0.98 0.01 22.00 2.20 1.00 0.01 23.00 2.22 1.02 0.01 24.00 2.25 1.04 0.01 25.00 2.25 1.04 0.00 26.00 2.25 1.04 0.00 27.00 2.25 1.04 0.00 28.00 2.25 1.04 0.00 29.00 2.25 1.04 0.00 30.00 2.25 1.04 0.00 31.00 2.25 1.04 0.00 32.00 2.25 1.04 0.00 33.00 2.25 1.04 0.00 34.00 2.25 1.04 0.00 35.00 2.25 1.04 0.00 36.00 2.25 1.04 0.00 37.00 2.25 1.04 0.00 38.00 2.25 1.04 0.00 39.00 2.25 1.04 0.00 40.00 2.25 1.04 0.00 41.00 2.25 1.04 0.00 42.00 2.25 1.04 0.00 43.00 2.25 1.04 0.00 44.00 2.25 1.04 0.00 45.00 2.25 1.04 0.00 46.00 2.25 1.04 0.00 47.00 2.25 1.04 0.00 48.00 2.25 1.04 0.00 49.00 2.25 1.04 0.00 50.00 2.25 1.04 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 1.04 0.00 52.00 2.25 1.04 0.00 53.00 2.25 1.04 0.00 54.00 2.25 1.04 0.00 55.00 2.25 1.04 0.00 56.00 2.25 1.04 0.00 57.00 2.25 1.04 0.00 58.00 2.25 1.04 0.00 59.00 2.25 1.04 0.00 60.00 2.25 1.04 0.00 61.00 2.25 1.04 0.00 62.00 2.25 1.04 0.00 63.00 2.25 1.04 0.00 64.00 2.25 1.04 0.00 65.00 2.25 1.04 0.00 66.00 2.25 1.04 0.00 67.00 2.25 1.04 0.00 68.00 2.25 1.04 0.00 69.00 2.25 1.04 0.00 70.00 2.25 1.04 0.00 71.00 2.25 1.04 0.00 72.00 2.25 1.04 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 35HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-7: Runoff = 0.76 cfs @ 12.05 hrs, Volume= 0.045 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 5,276 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,197 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,276 22.18% Pervious Area 18,510 77.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 37 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 48 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.4 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 36HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=23,786 sf Runoff Volume=0.045 af Runoff Depth=0.98" Flow Length=160' Tc=12.4 min CN=85 0.76 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 37HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-7: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.02 0.01 12.00 1.49 0.45 0.68 13.00 1.74 0.61 0.06 14.00 1.84 0.68 0.04 15.00 1.92 0.74 0.03 16.00 1.98 0.78 0.02 17.00 2.03 0.82 0.02 18.00 2.07 0.85 0.02 19.00 2.11 0.88 0.01 20.00 2.14 0.90 0.01 21.00 2.17 0.92 0.01 22.00 2.20 0.94 0.01 23.00 2.22 0.96 0.01 24.00 2.25 0.98 0.01 25.00 2.25 0.98 0.00 26.00 2.25 0.98 0.00 27.00 2.25 0.98 0.00 28.00 2.25 0.98 0.00 29.00 2.25 0.98 0.00 30.00 2.25 0.98 0.00 31.00 2.25 0.98 0.00 32.00 2.25 0.98 0.00 33.00 2.25 0.98 0.00 34.00 2.25 0.98 0.00 35.00 2.25 0.98 0.00 36.00 2.25 0.98 0.00 37.00 2.25 0.98 0.00 38.00 2.25 0.98 0.00 39.00 2.25 0.98 0.00 40.00 2.25 0.98 0.00 41.00 2.25 0.98 0.00 42.00 2.25 0.98 0.00 43.00 2.25 0.98 0.00 44.00 2.25 0.98 0.00 45.00 2.25 0.98 0.00 46.00 2.25 0.98 0.00 47.00 2.25 0.98 0.00 48.00 2.25 0.98 0.00 49.00 2.25 0.98 0.00 50.00 2.25 0.98 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.98 0.00 52.00 2.25 0.98 0.00 53.00 2.25 0.98 0.00 54.00 2.25 0.98 0.00 55.00 2.25 0.98 0.00 56.00 2.25 0.98 0.00 57.00 2.25 0.98 0.00 58.00 2.25 0.98 0.00 59.00 2.25 0.98 0.00 60.00 2.25 0.98 0.00 61.00 2.25 0.98 0.00 62.00 2.25 0.98 0.00 63.00 2.25 0.98 0.00 64.00 2.25 0.98 0.00 65.00 2.25 0.98 0.00 66.00 2.25 0.98 0.00 67.00 2.25 0.98 0.00 68.00 2.25 0.98 0.00 69.00 2.25 0.98 0.00 70.00 2.25 0.98 0.00 71.00 2.25 0.98 0.00 72.00 2.25 0.98 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 38HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-8: Runoff = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af, Depth= 1.10" Routed to Pond CB8 : 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 1,377 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 5,870 98 Paved parking, HSG A 0 98 Roofs, HSG A 7,247 87 Weighted Average 1,377 19.00% Pervious Area 5,870 81.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 26 0.0200 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" 2.0 6 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 1.0 63 0.0160 1.04 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 67 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 7.2 167 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 39HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=7,247 sf Runoff Volume=0.015 af Runoff Depth=1.10" Flow Length=167' Tc=7.2 min CN=87 0.31 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 40HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-8: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.01 0.00 11.00 0.53 0.03 0.01 12.00 1.49 0.53 0.31 13.00 1.74 0.71 0.02 14.00 1.84 0.79 0.01 15.00 1.92 0.84 0.01 16.00 1.98 0.89 0.01 17.00 2.03 0.93 0.01 18.00 2.07 0.96 0.01 19.00 2.11 0.99 0.00 20.00 2.14 1.02 0.00 21.00 2.17 1.04 0.00 22.00 2.20 1.06 0.00 23.00 2.22 1.08 0.00 24.00 2.25 1.10 0.00 25.00 2.25 1.10 0.00 26.00 2.25 1.10 0.00 27.00 2.25 1.10 0.00 28.00 2.25 1.10 0.00 29.00 2.25 1.10 0.00 30.00 2.25 1.10 0.00 31.00 2.25 1.10 0.00 32.00 2.25 1.10 0.00 33.00 2.25 1.10 0.00 34.00 2.25 1.10 0.00 35.00 2.25 1.10 0.00 36.00 2.25 1.10 0.00 37.00 2.25 1.10 0.00 38.00 2.25 1.10 0.00 39.00 2.25 1.10 0.00 40.00 2.25 1.10 0.00 41.00 2.25 1.10 0.00 42.00 2.25 1.10 0.00 43.00 2.25 1.10 0.00 44.00 2.25 1.10 0.00 45.00 2.25 1.10 0.00 46.00 2.25 1.10 0.00 47.00 2.25 1.10 0.00 48.00 2.25 1.10 0.00 49.00 2.25 1.10 0.00 50.00 2.25 1.10 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 1.10 0.00 52.00 2.25 1.10 0.00 53.00 2.25 1.10 0.00 54.00 2.25 1.10 0.00 55.00 2.25 1.10 0.00 56.00 2.25 1.10 0.00 57.00 2.25 1.10 0.00 58.00 2.25 1.10 0.00 59.00 2.25 1.10 0.00 60.00 2.25 1.10 0.00 61.00 2.25 1.10 0.00 62.00 2.25 1.10 0.00 63.00 2.25 1.10 0.00 64.00 2.25 1.10 0.00 65.00 2.25 1.10 0.00 66.00 2.25 1.10 0.00 67.00 2.25 1.10 0.00 68.00 2.25 1.10 0.00 69.00 2.25 1.10 0.00 70.00 2.25 1.10 0.00 71.00 2.25 1.10 0.00 72.00 2.25 1.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 41HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-9: [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 22,907 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 1,288 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,782 43 Weighted Average 23,494 94.80% Pervious Area 1,288 5.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 42HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1-yr Rainfall=2.25" Runoff Area=24,782 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 43HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-9: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.02 0.00 0.00 2.00 0.05 0.00 0.00 3.00 0.08 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.14 0.00 0.00 6.00 0.18 0.00 0.00 7.00 0.22 0.00 0.00 8.00 0.27 0.00 0.00 9.00 0.33 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.53 0.00 0.00 12.00 1.49 0.00 0.00 13.00 1.74 0.00 0.00 14.00 1.84 0.00 0.00 15.00 1.92 0.00 0.00 16.00 1.98 0.00 0.00 17.00 2.03 0.00 0.00 18.00 2.07 0.00 0.00 19.00 2.11 0.00 0.00 20.00 2.14 0.00 0.00 21.00 2.17 0.00 0.00 22.00 2.20 0.00 0.00 23.00 2.22 0.00 0.00 24.00 2.25 0.00 0.00 25.00 2.25 0.00 0.00 26.00 2.25 0.00 0.00 27.00 2.25 0.00 0.00 28.00 2.25 0.00 0.00 29.00 2.25 0.00 0.00 30.00 2.25 0.00 0.00 31.00 2.25 0.00 0.00 32.00 2.25 0.00 0.00 33.00 2.25 0.00 0.00 34.00 2.25 0.00 0.00 35.00 2.25 0.00 0.00 36.00 2.25 0.00 0.00 37.00 2.25 0.00 0.00 38.00 2.25 0.00 0.00 39.00 2.25 0.00 0.00 40.00 2.25 0.00 0.00 41.00 2.25 0.00 0.00 42.00 2.25 0.00 0.00 43.00 2.25 0.00 0.00 44.00 2.25 0.00 0.00 45.00 2.25 0.00 0.00 46.00 2.25 0.00 0.00 47.00 2.25 0.00 0.00 48.00 2.25 0.00 0.00 49.00 2.25 0.00 0.00 50.00 2.25 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 2.25 0.00 0.00 52.00 2.25 0.00 0.00 53.00 2.25 0.00 0.00 54.00 2.25 0.00 0.00 55.00 2.25 0.00 0.00 56.00 2.25 0.00 0.00 57.00 2.25 0.00 0.00 58.00 2.25 0.00 0.00 59.00 2.25 0.00 0.00 60.00 2.25 0.00 0.00 61.00 2.25 0.00 0.00 62.00 2.25 0.00 0.00 63.00 2.25 0.00 0.00 64.00 2.25 0.00 0.00 65.00 2.25 0.00 0.00 66.00 2.25 0.00 0.00 67.00 2.25 0.00 0.00 68.00 2.25 0.00 0.00 69.00 2.25 0.00 0.00 70.00 2.25 0.00 0.00 71.00 2.25 0.00 0.00 72.00 2.25 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 44HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 1.993 ac, 6.52% 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 CB10 : 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= 17.3 sf, Capacity= 47.26 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 1,000.0' Slope= 0.0020 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 1R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.993 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 cfs 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 45HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 310.00 0.00 1.00 0.00 310.00 0.00 2.00 0.00 310.00 0.00 3.00 0.00 310.00 0.00 4.00 0.00 310.00 0.00 5.00 0.00 310.00 0.00 6.00 0.00 310.00 0.00 7.00 0.00 310.00 0.00 8.00 0.00 310.00 0.00 9.00 0.00 310.00 0.00 10.00 0.00 310.00 0.00 11.00 0.00 310.00 0.00 12.00 0.00 310.00 0.00 13.00 0.00 310.00 0.00 14.00 0.00 310.00 0.00 15.00 0.00 310.00 0.00 16.00 0.00 310.00 0.00 17.00 0.00 310.00 0.00 18.00 0.00 310.00 0.00 19.00 0.00 310.00 0.00 20.00 0.00 310.00 0.00 21.00 0.00 310.00 0.00 22.00 0.00 310.00 0.00 23.00 0.00 310.00 0.00 24.00 0.00 310.00 0.00 25.00 0.00 310.00 0.00 26.00 0.00 310.00 0.00 27.00 0.00 310.00 0.00 28.00 0.00 310.00 0.00 29.00 0.00 310.00 0.00 30.00 0.00 310.00 0.00 31.00 0.00 310.00 0.00 32.00 0.00 310.00 0.00 33.00 0.00 310.00 0.00 34.00 0.00 310.00 0.00 35.00 0.00 310.00 0.00 36.00 0.00 310.00 0.00 37.00 0.00 310.00 0.00 38.00 0.00 310.00 0.00 39.00 0.00 310.00 0.00 40.00 0.00 310.00 0.00 41.00 0.00 310.00 0.00 42.00 0.00 310.00 0.00 43.00 0.00 310.00 0.00 44.00 0.00 310.00 0.00 45.00 0.00 310.00 0.00 46.00 0.00 310.00 0.00 47.00 0.00 310.00 0.00 48.00 0.00 310.00 0.00 49.00 0.00 310.00 0.00 50.00 0.00 310.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 51.00 0.00 310.00 0.00 52.00 0.00 310.00 0.00 53.00 0.00 310.00 0.00 54.00 0.00 310.00 0.00 55.00 0.00 310.00 0.00 56.00 0.00 310.00 0.00 57.00 0.00 310.00 0.00 58.00 0.00 310.00 0.00 59.00 0.00 310.00 0.00 60.00 0.00 310.00 0.00 61.00 0.00 310.00 0.00 62.00 0.00 310.00 0.00 63.00 0.00 310.00 0.00 64.00 0.00 310.00 0.00 65.00 0.00 310.00 0.00 66.00 0.00 310.00 0.00 67.00 0.00 310.00 0.00 68.00 0.00 310.00 0.00 69.00 0.00 310.00 0.00 70.00 0.00 310.00 0.00 71.00 0.00 310.00 0.00 72.00 0.00 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 46HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Inflow Area = 0.803 ac, 6.43% 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 CB10 : 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= 17.3 sf, Capacity= 66.83 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 500.0' Slope= 0.0040 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 2R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.803 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 47HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 310.00 0.00 1.00 0.00 310.00 0.00 2.00 0.00 310.00 0.00 3.00 0.00 310.00 0.00 4.00 0.00 310.00 0.00 5.00 0.00 310.00 0.00 6.00 0.00 310.00 0.00 7.00 0.00 310.00 0.00 8.00 0.00 310.00 0.00 9.00 0.00 310.00 0.00 10.00 0.00 310.00 0.00 11.00 0.00 310.00 0.00 12.00 0.00 310.00 0.00 13.00 0.00 310.00 0.00 14.00 0.00 310.00 0.00 15.00 0.00 310.00 0.00 16.00 0.00 310.00 0.00 17.00 0.00 310.00 0.00 18.00 0.00 310.00 0.00 19.00 0.00 310.00 0.00 20.00 0.00 310.00 0.00 21.00 0.00 310.00 0.00 22.00 0.00 310.00 0.00 23.00 0.00 310.00 0.00 24.00 0.00 310.00 0.00 25.00 0.00 310.00 0.00 26.00 0.00 310.00 0.00 27.00 0.00 310.00 0.00 28.00 0.00 310.00 0.00 29.00 0.00 310.00 0.00 30.00 0.00 310.00 0.00 31.00 0.00 310.00 0.00 32.00 0.00 310.00 0.00 33.00 0.00 310.00 0.00 34.00 0.00 310.00 0.00 35.00 0.00 310.00 0.00 36.00 0.00 310.00 0.00 37.00 0.00 310.00 0.00 38.00 0.00 310.00 0.00 39.00 0.00 310.00 0.00 40.00 0.00 310.00 0.00 41.00 0.00 310.00 0.00 42.00 0.00 310.00 0.00 43.00 0.00 310.00 0.00 44.00 0.00 310.00 0.00 45.00 0.00 310.00 0.00 46.00 0.00 310.00 0.00 47.00 0.00 310.00 0.00 48.00 0.00 310.00 0.00 49.00 0.00 310.00 0.00 50.00 0.00 310.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 51.00 0.00 310.00 0.00 52.00 0.00 310.00 0.00 53.00 0.00 310.00 0.00 54.00 0.00 310.00 0.00 55.00 0.00 310.00 0.00 56.00 0.00 310.00 0.00 57.00 0.00 310.00 0.00 58.00 0.00 310.00 0.00 59.00 0.00 310.00 0.00 60.00 0.00 310.00 0.00 61.00 0.00 310.00 0.00 62.00 0.00 310.00 0.00 63.00 0.00 310.00 0.00 64.00 0.00 310.00 0.00 65.00 0.00 310.00 0.00 66.00 0.00 310.00 0.00 67.00 0.00 310.00 0.00 68.00 0.00 310.00 0.00 69.00 0.00 310.00 0.00 70.00 0.00 310.00 0.00 71.00 0.00 310.00 0.00 72.00 0.00 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 48HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: Inflow Area = 0.568 ac, 40.67% Impervious, Inflow Depth = 0.23" for 1-yr event Inflow = 0.11 cfs @ 12.08 hrs, Volume= 0.011 af Outflow = 0.11 cfs @ 12.08 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.08 hrs, Volume= 0.011 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.24' @ 12.07 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.00' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.11 cfs @ 12.08 hrs HW=306.24' TW=305.77' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.11 cfs @ 1.15 fps) Pond CB1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.568 ac Peak Elev=306.24' 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' 0.11 cfs 0.11 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 49HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.00 0.00 1.00 0.00 306.00 0.00 2.00 0.00 306.00 0.00 3.00 0.00 306.00 0.00 4.00 0.00 306.00 0.00 5.00 0.00 306.00 0.00 6.00 0.00 306.00 0.00 7.00 0.00 306.00 0.00 8.00 0.00 306.00 0.00 9.00 0.00 306.00 0.00 10.00 0.00 306.00 0.00 11.00 0.00 306.00 0.00 12.00 0.06 306.19 0.06 13.00 0.02 306.09 0.02 14.00 0.01 306.07 0.01 15.00 0.01 306.07 0.01 16.00 0.01 306.06 0.01 17.00 0.01 306.06 0.01 18.00 0.01 306.06 0.01 19.00 0.01 306.05 0.01 20.00 0.01 306.05 0.01 21.00 0.01 306.05 0.01 22.00 0.01 306.05 0.01 23.00 0.01 306.05 0.01 24.00 0.00 306.05 0.00 25.00 0.00 306.00 0.00 26.00 0.00 306.00 0.00 27.00 0.00 306.00 0.00 28.00 0.00 306.00 0.00 29.00 0.00 306.00 0.00 30.00 0.00 306.00 0.00 31.00 0.00 306.00 0.00 32.00 0.00 306.00 0.00 33.00 0.00 306.00 0.00 34.00 0.00 306.00 0.00 35.00 0.00 306.00 0.00 36.00 0.00 306.00 0.00 37.00 0.00 306.00 0.00 38.00 0.00 306.00 0.00 39.00 0.00 306.00 0.00 40.00 0.00 306.00 0.00 41.00 0.00 306.00 0.00 42.00 0.00 306.00 0.00 43.00 0.00 306.00 0.00 44.00 0.00 306.00 0.00 45.00 0.00 306.00 0.00 46.00 0.00 306.00 0.00 47.00 0.00 306.00 0.00 48.00 0.00 306.00 0.00 49.00 0.00 306.00 0.00 50.00 0.00 306.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.00 0.00 52.00 0.00 306.00 0.00 53.00 0.00 306.00 0.00 54.00 0.00 306.00 0.00 55.00 0.00 306.00 0.00 56.00 0.00 306.00 0.00 57.00 0.00 306.00 0.00 58.00 0.00 306.00 0.00 59.00 0.00 306.00 0.00 60.00 0.00 306.00 0.00 61.00 0.00 306.00 0.00 62.00 0.00 306.00 0.00 63.00 0.00 306.00 0.00 64.00 0.00 306.00 0.00 65.00 0.00 306.00 0.00 66.00 0.00 306.00 0.00 67.00 0.00 306.00 0.00 68.00 0.00 306.00 0.00 69.00 0.00 306.00 0.00 70.00 0.00 306.00 0.00 71.00 0.00 306.00 0.00 72.00 0.00 306.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 50HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB10: Inflow Area = 2.796 ac, 6.49% 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 STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.70' @ 0.00 hrs Flood Elev= 308.00' Device Routing Invert Outlet Devices #1 Primary 305.70'6.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.70' / 305.45' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.70' TW=304.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB10: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.796 ac Peak Elev=305.70' 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 51HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB10: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.70 0.00 1.00 0.00 305.70 0.00 2.00 0.00 305.70 0.00 3.00 0.00 305.70 0.00 4.00 0.00 305.70 0.00 5.00 0.00 305.70 0.00 6.00 0.00 305.70 0.00 7.00 0.00 305.70 0.00 8.00 0.00 305.70 0.00 9.00 0.00 305.70 0.00 10.00 0.00 305.70 0.00 11.00 0.00 305.70 0.00 12.00 0.00 305.70 0.00 13.00 0.00 305.70 0.00 14.00 0.00 305.70 0.00 15.00 0.00 305.70 0.00 16.00 0.00 305.70 0.00 17.00 0.00 305.70 0.00 18.00 0.00 305.70 0.00 19.00 0.00 305.70 0.00 20.00 0.00 305.70 0.00 21.00 0.00 305.70 0.00 22.00 0.00 305.70 0.00 23.00 0.00 305.70 0.00 24.00 0.00 305.70 0.00 25.00 0.00 305.70 0.00 26.00 0.00 305.70 0.00 27.00 0.00 305.70 0.00 28.00 0.00 305.70 0.00 29.00 0.00 305.70 0.00 30.00 0.00 305.70 0.00 31.00 0.00 305.70 0.00 32.00 0.00 305.70 0.00 33.00 0.00 305.70 0.00 34.00 0.00 305.70 0.00 35.00 0.00 305.70 0.00 36.00 0.00 305.70 0.00 37.00 0.00 305.70 0.00 38.00 0.00 305.70 0.00 39.00 0.00 305.70 0.00 40.00 0.00 305.70 0.00 41.00 0.00 305.70 0.00 42.00 0.00 305.70 0.00 43.00 0.00 305.70 0.00 44.00 0.00 305.70 0.00 45.00 0.00 305.70 0.00 46.00 0.00 305.70 0.00 47.00 0.00 305.70 0.00 48.00 0.00 305.70 0.00 49.00 0.00 305.70 0.00 50.00 0.00 305.70 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.70 0.00 52.00 0.00 305.70 0.00 53.00 0.00 305.70 0.00 54.00 0.00 305.70 0.00 55.00 0.00 305.70 0.00 56.00 0.00 305.70 0.00 57.00 0.00 305.70 0.00 58.00 0.00 305.70 0.00 59.00 0.00 305.70 0.00 60.00 0.00 305.70 0.00 61.00 0.00 305.70 0.00 62.00 0.00 305.70 0.00 63.00 0.00 305.70 0.00 64.00 0.00 305.70 0.00 65.00 0.00 305.70 0.00 66.00 0.00 305.70 0.00 67.00 0.00 305.70 0.00 68.00 0.00 305.70 0.00 69.00 0.00 305.70 0.00 70.00 0.00 305.70 0.00 71.00 0.00 305.70 0.00 72.00 0.00 305.70 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 52HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: Inflow Area = 1.114 ac, 59.57% Impervious, Inflow Depth = 0.63" for 1-yr event Inflow = 0.98 cfs @ 12.02 hrs, Volume= 0.058 af Outflow = 0.98 cfs @ 12.02 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.02 hrs, Volume= 0.058 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.85' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.96 cfs @ 12.02 hrs HW=305.84' TW=305.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.96 cfs @ 1.81 fps) Pond CB2: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.114 ac Peak Elev=305.85' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 0.98 cfs 0.98 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 53HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB2: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.10 0.00 6.00 0.00 305.10 0.00 7.00 0.00 305.10 0.00 8.00 0.00 305.10 0.00 9.00 0.00 305.10 0.00 10.00 0.00 305.14 0.00 11.00 0.02 305.18 0.02 12.00 0.95 305.82 0.95 13.00 0.08 305.27 0.08 14.00 0.05 305.24 0.05 15.00 0.04 305.22 0.04 16.00 0.03 305.21 0.03 17.00 0.03 305.20 0.03 18.00 0.02 305.20 0.02 19.00 0.02 305.19 0.02 20.00 0.02 305.18 0.02 21.00 0.02 305.18 0.02 22.00 0.02 305.18 0.02 23.00 0.02 305.18 0.02 24.00 0.02 305.18 0.02 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 54HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 1.04" for 1-yr event Inflow = 0.87 cfs @ 12.02 hrs, Volume= 0.047 af Outflow = 0.87 cfs @ 12.02 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.02 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= 306.76' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.86 cfs @ 12.02 hrs HW=306.76' TW=305.99' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.86 cfs @ 2.24 fps) Pond CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.546 ac Peak Elev=306.76' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 0.87 cfs 0.87 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 55HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.10 0.00 8.00 0.00 306.10 0.00 9.00 0.00 306.10 0.00 10.00 0.00 306.14 0.00 11.00 0.02 306.18 0.02 12.00 0.84 306.74 0.84 13.00 0.06 306.25 0.06 14.00 0.04 306.22 0.04 15.00 0.03 306.21 0.03 16.00 0.02 306.20 0.02 17.00 0.02 306.19 0.02 18.00 0.02 306.18 0.02 19.00 0.02 306.18 0.02 20.00 0.01 306.17 0.01 21.00 0.01 306.17 0.01 22.00 0.01 306.17 0.01 23.00 0.01 306.17 0.01 24.00 0.01 306.17 0.01 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 56HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 1.092 ac, 78.42% Impervious, Inflow Depth = 1.01" for 1-yr event Inflow = 1.61 cfs @ 12.03 hrs, Volume= 0.092 af Outflow = 1.61 cfs @ 12.03 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary = 1.61 cfs @ 12.03 hrs, Volume= 0.092 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.00' @ 12.04 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.60 cfs @ 12.03 hrs HW=306.00' TW=305.59' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.60 cfs @ 2.38 fps) Pond CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.092 ac Peak Elev=306.00' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 1.61 cfs 1.61 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 57HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.10 0.00 6.00 0.00 305.10 0.00 7.00 0.00 305.10 0.00 8.00 0.00 305.10 0.00 9.00 0.00 305.10 0.00 10.00 0.01 305.15 0.01 11.00 0.03 305.20 0.03 12.00 1.51 305.96 1.51 13.00 0.12 305.31 0.12 14.00 0.07 305.26 0.07 15.00 0.06 305.24 0.06 16.00 0.04 305.23 0.04 17.00 0.04 305.22 0.04 18.00 0.03 305.21 0.03 19.00 0.03 305.20 0.03 20.00 0.03 305.20 0.03 21.00 0.02 305.19 0.02 22.00 0.02 305.19 0.02 23.00 0.02 305.19 0.02 24.00 0.02 305.19 0.02 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 58HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB5: Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 1.04" for 1-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= 0.0 min Primary = 0.84 cfs @ 12.03 hrs, Volume= 0.047 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.67' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.03 hrs HW=306.67' TW=304.77' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.84 cfs @ 2.60 fps) Pond CB5: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.546 ac Peak Elev=306.67' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 0.84 cfs 0.84 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 59HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB5: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.10 0.00 8.00 0.00 306.10 0.00 9.00 0.00 306.10 0.00 10.00 0.00 306.14 0.00 11.00 0.02 306.18 0.02 12.00 0.79 306.66 0.79 13.00 0.06 306.25 0.06 14.00 0.04 306.22 0.04 15.00 0.03 306.21 0.03 16.00 0.02 306.19 0.02 17.00 0.02 306.19 0.02 18.00 0.02 306.18 0.02 19.00 0.02 306.18 0.02 20.00 0.01 306.17 0.01 21.00 0.01 306.17 0.01 22.00 0.01 306.17 0.01 23.00 0.01 306.17 0.01 24.00 0.01 306.17 0.01 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 60HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB6: Inflow Area = 0.546 ac, 79.22% Impervious, Inflow Depth = 1.04" for 1-yr event Inflow = 0.90 cfs @ 12.01 hrs, Volume= 0.047 af Outflow = 0.90 cfs @ 12.01 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.90 cfs @ 12.01 hrs, Volume= 0.047 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.70' @ 12.01 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.90 cfs @ 12.01 hrs HW=306.70' TW=304.76' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.90 cfs @ 2.65 fps) Pond CB6: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.546 ac Peak Elev=306.70' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 0.90 cfs 0.90 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 61HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB6: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.10 0.00 8.00 0.00 306.10 0.00 9.00 0.00 306.10 0.00 10.00 0.00 306.14 0.00 11.00 0.02 306.18 0.02 12.00 0.89 306.69 0.89 13.00 0.06 306.25 0.06 14.00 0.04 306.22 0.04 15.00 0.03 306.21 0.03 16.00 0.02 306.19 0.02 17.00 0.02 306.19 0.02 18.00 0.02 306.18 0.02 19.00 0.02 306.18 0.02 20.00 0.01 306.17 0.01 21.00 0.01 306.17 0.01 22.00 0.01 306.17 0.01 23.00 0.01 306.17 0.01 24.00 0.01 306.17 0.01 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 62HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB7: Inflow Area = 1.638 ac, 78.70% Impervious, Inflow Depth = 1.02" for 1-yr event Inflow = 2.47 cfs @ 12.03 hrs, Volume= 0.140 af Outflow = 2.47 cfs @ 12.03 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary = 2.47 cfs @ 12.03 hrs, Volume= 0.140 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.77' @ 12.03 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.75' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.45 cfs @ 12.03 hrs HW=304.77' TW=304.58' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.45 cfs @ 1.63 fps) Pond CB7: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.638 ac Peak Elev=304.77' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 2.47 cfs 2.47 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 63HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB7: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.80 0.00 6.00 0.00 303.80 0.00 7.00 0.00 303.80 0.00 8.00 0.00 303.80 0.00 9.00 0.00 303.80 0.00 10.00 0.01 303.85 0.01 11.00 0.04 303.91 0.04 12.00 2.37 304.74 2.37 13.00 0.18 304.05 0.18 14.00 0.11 303.99 0.11 15.00 0.09 303.97 0.09 16.00 0.07 303.95 0.07 17.00 0.06 303.94 0.06 18.00 0.05 303.93 0.05 19.00 0.05 303.92 0.05 20.00 0.04 303.91 0.04 21.00 0.04 303.91 0.04 22.00 0.03 303.90 0.03 23.00 0.03 303.90 0.03 24.00 0.03 303.90 0.03 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 64HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB8: Inflow Area = 6.806 ac, 45.91% Impervious, Inflow Depth = 0.03" for 1-yr event Inflow = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af Outflow = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af Routed to Pond CB9 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.07' @ 11.99 hrs Flood Elev= 308.10' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.31' S= 0.0044 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.31 cfs @ 11.99 hrs HW=304.07' TW=303.52' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.31 cfs @ 1.85 fps) Pond CB8: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=6.806 ac Peak Elev=304.07' 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' 0.31 cfs 0.31 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 65HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB8: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.80 0.00 6.00 0.00 303.80 0.00 7.00 0.00 303.80 0.00 8.00 0.00 303.80 0.00 9.00 0.00 303.81 0.00 10.00 0.00 303.82 0.00 11.00 0.01 303.84 0.01 12.00 0.31 304.07 0.31 13.00 0.02 303.87 0.02 14.00 0.01 303.86 0.01 15.00 0.01 303.85 0.01 16.00 0.01 303.85 0.01 17.00 0.01 303.84 0.01 18.00 0.01 303.84 0.01 19.00 0.00 303.84 0.00 20.00 0.00 303.83 0.00 21.00 0.00 303.83 0.00 22.00 0.00 303.83 0.00 23.00 0.00 303.83 0.00 24.00 0.00 303.83 0.00 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 66HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB9: Inflow Area = 7.375 ac, 42.77% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af Outflow = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.52' @ 11.99 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=0.31 cfs @ 11.99 hrs HW=303.52' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.31 cfs @ 2.22 fps) Pond CB9: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=7.375 ac Peak Elev=303.52' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 0.31 cfs 0.31 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 67HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB9: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.21 0.00 7.00 0.00 303.21 0.00 8.00 0.00 303.21 0.00 9.00 0.00 303.22 0.00 10.00 0.00 303.24 0.00 11.00 0.01 303.26 0.01 12.00 0.31 303.52 0.31 13.00 0.02 303.29 0.02 14.00 0.01 303.27 0.01 15.00 0.01 303.27 0.01 16.00 0.01 303.26 0.01 17.00 0.01 303.26 0.01 18.00 0.01 303.25 0.01 19.00 0.00 303.25 0.00 20.00 0.00 303.25 0.00 21.00 0.00 303.25 0.00 22.00 0.00 303.25 0.00 23.00 0.00 303.25 0.00 24.00 0.00 303.24 0.00 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 68HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL1: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=580) Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 2.57 cfs @ 12.03 hrs, Volume= 0.151 af Outflow = 1.03 cfs @ 11.94 hrs, Volume= 0.151 af, Atten= 60%, Lag= 0.0 min Discarded = 1.03 cfs @ 11.94 hrs, Volume= 0.151 af 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= 304.56' @ 12.18 hrs Surf.Area= 4,458 sf Storage= 938 cf Flood Elev= 307.59' Surf.Area= 4,458 sf Storage= 9,769 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.7 min ( 852.2 - 848.5 ) Volume Invert Avail.Storage Storage Description #1 304.55' 3,558 cf Cultec R-330XLHD x 68 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 1 rows #2 304.05' 2,861 cf 6.33'W x 478.00'L x 3.54'H Prismatoid 10,711 cf Overall - 3,558 cf Embedded = 7,153 cf x 40.0% Voids #3 304.55' 2,202 cf Cultec R-330XLHD x 42 Inside #4 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 1 rows #4 304.05' 1,148 cf 4.84'W x 296.00'L x 3.54'H Prismatoid 5,072 cf Overall - 2,202 cf Embedded = 2,870 cf x 40.0% Voids 9,769 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 305.05'18.0" Round Culvert L= 272.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 304.50' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 304.05'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.03 cfs @ 11.94 hrs HW=304.10' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.05' TW=304.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 69HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=2.206 ac Peak Elev=304.56' Storage=938 cf 2.57 cfs 1.03 cfs 1.03 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 70HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL1: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 304.05 0.00 0.00 0.00 2.00 0.00 0 304.05 0.00 0.00 0.00 4.00 0.00 0 304.05 0.00 0.00 0.00 6.00 0.00 0 304.05 0.00 0.00 0.00 8.00 0.00 0 304.05 0.00 0.00 0.00 10.00 0.01 0 304.05 0.01 0.01 0.00 12.00 2.47 321 304.23 1.03 1.03 0.00 14.00 0.12 0 304.05 0.00 0.00 0.00 16.00 0.08 0 304.05 0.00 0.00 0.00 18.00 0.06 0 304.05 0.00 0.00 0.00 20.00 0.04 0 304.05 0.00 0.00 0.00 22.00 0.04 0 304.05 0.00 0.00 0.00 24.00 0.04 0 304.05 0.00 0.00 0.00 26.00 0.00 0 304.05 0.00 0.00 0.00 28.00 0.00 0 304.05 0.00 0.00 0.00 30.00 0.00 0 304.05 0.00 0.00 0.00 32.00 0.00 0 304.05 0.00 0.00 0.00 34.00 0.00 0 304.05 0.00 0.00 0.00 36.00 0.00 0 304.05 0.00 0.00 0.00 38.00 0.00 0 304.05 0.00 0.00 0.00 40.00 0.00 0 304.05 0.00 0.00 0.00 42.00 0.00 0 304.05 0.00 0.00 0.00 44.00 0.00 0 304.05 0.00 0.00 0.00 46.00 0.00 0 304.05 0.00 0.00 0.00 48.00 0.00 0 304.05 0.00 0.00 0.00 50.00 0.00 0 304.05 0.00 0.00 0.00 52.00 0.00 0 304.05 0.00 0.00 0.00 54.00 0.00 0 304.05 0.00 0.00 0.00 56.00 0.00 0 304.05 0.00 0.00 0.00 58.00 0.00 0 304.05 0.00 0.00 0.00 60.00 0.00 0 304.05 0.00 0.00 0.00 62.00 0.00 0 304.05 0.00 0.00 0.00 64.00 0.00 0 304.05 0.00 0.00 0.00 66.00 0.00 0 304.05 0.00 0.00 0.00 68.00 0.00 0 304.05 0.00 0.00 0.00 70.00 0.00 0 304.05 0.00 0.00 0.00 72.00 0.00 0 304.05 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 71HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL2: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=581) Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 0.25" for 1-yr event Inflow = 2.47 cfs @ 12.03 hrs, Volume= 0.140 af Outflow = 1.00 cfs @ 11.94 hrs, Volume= 0.140 af, Atten= 60%, Lag= 0.0 min Discarded = 1.00 cfs @ 11.94 hrs, Volume= 0.140 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond CB8 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.76' @ 12.18 hrs Surf.Area= 4,323 sf Storage= 900 cf Flood Elev= 307.04' Surf.Area= 4,323 sf Storage= 10,009 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.8 min ( 845.3 - 841.5 ) Volume Invert Avail.Storage Storage Description #1 303.75' 2,880 cf Cultec R-330XLHD x 55 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 1 rows #2 303.25' 2,562 cf 6.33'W x 387.00'L x 3.79'H Prismatoid 9,284 cf Overall - 2,880 cf Embedded = 6,405 cf x 40.0% Voids #3 303.75' 2,880 cf Cultec R-330XLHD x 55 Inside #4 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 1 rows #4 303.25' 1,688 cf 4.84'W x 387.00'L x 3.79'H Prismatoid 7,099 cf Overall - 2,880 cf Embedded = 4,219 cf x 40.0% Voids 10,009 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 304.15'24.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.15' / 303.90' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.25'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.00 cfs @ 11.94 hrs HW=303.30' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.25' TW=303.80' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 72HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL2: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=6.640 ac Peak Elev=303.76' Storage=900 cf 2.47 cfs 1.00 cfs 1.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 73HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL2: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 303.25 0.00 0.00 0.00 2.00 0.00 0 303.25 0.00 0.00 0.00 4.00 0.00 0 303.25 0.00 0.00 0.00 6.00 0.00 0 303.25 0.00 0.00 0.00 8.00 0.00 0 303.25 0.00 0.00 0.00 10.00 0.01 0 303.25 0.01 0.01 0.00 12.00 2.37 310 303.43 1.00 1.00 0.00 14.00 0.11 0 303.25 0.22 0.22 0.00 16.00 0.07 0 303.25 0.13 0.13 0.00 18.00 0.05 0 303.25 0.10 0.10 0.00 20.00 0.04 0 303.25 0.08 0.08 0.00 22.00 0.03 0 303.25 0.07 0.07 0.00 24.00 0.03 0 303.25 0.06 0.06 0.00 26.00 0.00 0 303.25 0.00 0.00 0.00 28.00 0.00 0 303.25 0.00 0.00 0.00 30.00 0.00 0 303.25 0.00 0.00 0.00 32.00 0.00 0 303.25 0.00 0.00 0.00 34.00 0.00 0 303.25 0.00 0.00 0.00 36.00 0.00 0 303.25 0.00 0.00 0.00 38.00 0.00 0 303.25 0.00 0.00 0.00 40.00 0.00 0 303.25 0.00 0.00 0.00 42.00 0.00 0 303.25 0.00 0.00 0.00 44.00 0.00 0 303.25 0.00 0.00 0.00 46.00 0.00 0 303.25 0.00 0.00 0.00 48.00 0.00 0 303.25 0.00 0.00 0.00 50.00 0.00 0 303.25 0.00 0.00 0.00 52.00 0.00 0 303.25 0.00 0.00 0.00 54.00 0.00 0 303.25 0.00 0.00 0.00 56.00 0.00 0 303.25 0.00 0.00 0.00 58.00 0.00 0 303.25 0.00 0.00 0.00 60.00 0.00 0 303.25 0.00 0.00 0.00 62.00 0.00 0 303.25 0.00 0.00 0.00 64.00 0.00 0 303.25 0.00 0.00 0.00 66.00 0.00 0 303.25 0.00 0.00 0.00 68.00 0.00 0 303.25 0.00 0.00 0.00 70.00 0.00 0 303.25 0.00 0.00 0.00 72.00 0.00 0 303.25 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 74HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 2.57 cfs @ 12.03 hrs, Volume= 0.151 af Outflow = 2.57 cfs @ 12.03 hrs, Volume= 0.151 af, Atten= 0%, Lag= 0.0 min Primary = 2.57 cfs @ 12.03 hrs, Volume= 0.151 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.59' @ 12.03 hrs Flood Elev= 310.20' Device Routing Invert Outlet Devices #1 Primary 304.60'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.60' / 304.55' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.56 cfs @ 12.03 hrs HW=305.59' TW=305.40' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.56 cfs @ 1.66 fps) Pond STMH1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=2.206 ac Peak Elev=305.59' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 2.57 cfs 2.57 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 75HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.60 0.00 1.00 0.00 304.60 0.00 2.00 0.00 304.60 0.00 3.00 0.00 304.60 0.00 4.00 0.00 304.60 0.00 5.00 0.00 304.60 0.00 6.00 0.00 304.60 0.00 7.00 0.00 304.60 0.00 8.00 0.00 304.60 0.00 9.00 0.00 304.60 0.00 10.00 0.01 304.65 0.01 11.00 0.04 304.71 0.04 12.00 2.47 305.56 2.47 13.00 0.20 304.86 0.20 14.00 0.12 304.80 0.12 15.00 0.10 304.78 0.10 16.00 0.08 304.76 0.08 17.00 0.07 304.75 0.07 18.00 0.06 304.74 0.06 19.00 0.05 304.73 0.05 20.00 0.04 304.72 0.04 21.00 0.04 304.71 0.04 22.00 0.04 304.71 0.04 23.00 0.04 304.71 0.04 24.00 0.04 304.71 0.04 25.00 0.00 304.60 0.00 26.00 0.00 304.60 0.00 27.00 0.00 304.60 0.00 28.00 0.00 304.60 0.00 29.00 0.00 304.60 0.00 30.00 0.00 304.60 0.00 31.00 0.00 304.60 0.00 32.00 0.00 304.60 0.00 33.00 0.00 304.60 0.00 34.00 0.00 304.60 0.00 35.00 0.00 304.60 0.00 36.00 0.00 304.60 0.00 37.00 0.00 304.60 0.00 38.00 0.00 304.60 0.00 39.00 0.00 304.60 0.00 40.00 0.00 304.60 0.00 41.00 0.00 304.60 0.00 42.00 0.00 304.60 0.00 43.00 0.00 304.60 0.00 44.00 0.00 304.60 0.00 45.00 0.00 304.60 0.00 46.00 0.00 304.60 0.00 47.00 0.00 304.60 0.00 48.00 0.00 304.60 0.00 49.00 0.00 304.60 0.00 50.00 0.00 304.60 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.60 0.00 52.00 0.00 304.60 0.00 53.00 0.00 304.60 0.00 54.00 0.00 304.60 0.00 55.00 0.00 304.60 0.00 56.00 0.00 304.60 0.00 57.00 0.00 304.60 0.00 58.00 0.00 304.60 0.00 59.00 0.00 304.60 0.00 60.00 0.00 304.60 0.00 61.00 0.00 304.60 0.00 62.00 0.00 304.60 0.00 63.00 0.00 304.60 0.00 64.00 0.00 304.60 0.00 65.00 0.00 304.60 0.00 66.00 0.00 304.60 0.00 67.00 0.00 304.60 0.00 68.00 0.00 304.60 0.00 69.00 0.00 304.60 0.00 70.00 0.00 304.60 0.00 71.00 0.00 304.60 0.00 72.00 0.00 304.60 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 76HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH2: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 2.57 cfs @ 12.03 hrs, Volume= 0.151 af Outflow = 2.57 cfs @ 12.03 hrs, Volume= 0.151 af, Atten= 0%, Lag= 0.0 min Primary = 2.25 cfs @ 12.03 hrs, Volume= 0.146 af Routed to Pond INFILL1 : Secondary = 0.33 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= 305.40' @ 12.03 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.55'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 305.05'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 305.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.24 cfs @ 12.03 hrs HW=305.40' TW=304.31' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.24 cfs @ 2.61 fps) Secondary OutFlow Max=0.33 cfs @ 12.03 hrs HW=305.40' TW=304.31' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.33 cfs @ 1.60 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 77HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH2: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=2.206 ac Peak Elev=305.40' 2.57 cfs 2.57 cfs 2.25 cfs 0.33 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 78HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH2: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 304.55 0.00 0.00 0.00 2.00 0.00 304.55 0.00 0.00 0.00 4.00 0.00 304.55 0.00 0.00 0.00 6.00 0.00 304.55 0.00 0.00 0.00 8.00 0.00 304.55 0.00 0.00 0.00 10.00 0.01 304.61 0.01 0.01 0.00 12.00 2.47 305.38 2.47 2.17 0.30 14.00 0.12 304.75 0.12 0.12 0.00 16.00 0.08 304.71 0.08 0.08 0.00 18.00 0.06 304.69 0.06 0.06 0.00 20.00 0.04 304.67 0.04 0.04 0.00 22.00 0.04 304.67 0.04 0.04 0.00 24.00 0.04 304.67 0.04 0.04 0.00 26.00 0.00 304.55 0.00 0.00 0.00 28.00 0.00 304.55 0.00 0.00 0.00 30.00 0.00 304.55 0.00 0.00 0.00 32.00 0.00 304.55 0.00 0.00 0.00 34.00 0.00 304.55 0.00 0.00 0.00 36.00 0.00 304.55 0.00 0.00 0.00 38.00 0.00 304.55 0.00 0.00 0.00 40.00 0.00 304.55 0.00 0.00 0.00 42.00 0.00 304.55 0.00 0.00 0.00 44.00 0.00 304.55 0.00 0.00 0.00 46.00 0.00 304.55 0.00 0.00 0.00 48.00 0.00 304.55 0.00 0.00 0.00 50.00 0.00 304.55 0.00 0.00 0.00 52.00 0.00 304.55 0.00 0.00 0.00 54.00 0.00 304.55 0.00 0.00 0.00 56.00 0.00 304.55 0.00 0.00 0.00 58.00 0.00 304.55 0.00 0.00 0.00 60.00 0.00 304.55 0.00 0.00 0.00 62.00 0.00 304.55 0.00 0.00 0.00 64.00 0.00 304.55 0.00 0.00 0.00 66.00 0.00 304.55 0.00 0.00 0.00 68.00 0.00 304.55 0.00 0.00 0.00 70.00 0.00 304.55 0.00 0.00 0.00 72.00 0.00 304.55 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 79HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH4: Inflow Area = 5.002 ac, 34.01% 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 STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.56' @ 12.01 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.50'18.0" Round Culvert L= 116.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.50' TW=303.75' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STMH4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=5.002 ac Peak Elev=304.56' 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 80HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.50 0.00 1.00 0.00 304.50 0.00 2.00 0.00 304.50 0.00 3.00 0.00 304.50 0.00 4.00 0.00 304.50 0.00 5.00 0.00 304.50 0.00 6.00 0.00 304.50 0.00 7.00 0.00 304.50 0.00 8.00 0.00 304.50 0.00 9.00 0.00 304.50 0.00 10.00 0.00 304.50 0.00 11.00 0.00 304.50 0.00 12.00 0.00 304.50 0.00 13.00 0.00 304.50 0.00 14.00 0.00 304.50 0.00 15.00 0.00 304.50 0.00 16.00 0.00 304.50 0.00 17.00 0.00 304.50 0.00 18.00 0.00 304.50 0.00 19.00 0.00 304.50 0.00 20.00 0.00 304.50 0.00 21.00 0.00 304.50 0.00 22.00 0.00 304.50 0.00 23.00 0.00 304.50 0.00 24.00 0.00 304.50 0.00 25.00 0.00 304.50 0.00 26.00 0.00 304.50 0.00 27.00 0.00 304.50 0.00 28.00 0.00 304.50 0.00 29.00 0.00 304.50 0.00 30.00 0.00 304.50 0.00 31.00 0.00 304.50 0.00 32.00 0.00 304.50 0.00 33.00 0.00 304.50 0.00 34.00 0.00 304.50 0.00 35.00 0.00 304.50 0.00 36.00 0.00 304.50 0.00 37.00 0.00 304.50 0.00 38.00 0.00 304.50 0.00 39.00 0.00 304.50 0.00 40.00 0.00 304.50 0.00 41.00 0.00 304.50 0.00 42.00 0.00 304.50 0.00 43.00 0.00 304.50 0.00 44.00 0.00 304.50 0.00 45.00 0.00 304.50 0.00 46.00 0.00 304.50 0.00 47.00 0.00 304.50 0.00 48.00 0.00 304.50 0.00 49.00 0.00 304.50 0.00 50.00 0.00 304.50 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.50 0.00 52.00 0.00 304.50 0.00 53.00 0.00 304.50 0.00 54.00 0.00 304.50 0.00 55.00 0.00 304.50 0.00 56.00 0.00 304.50 0.00 57.00 0.00 304.50 0.00 58.00 0.00 304.50 0.00 59.00 0.00 304.50 0.00 60.00 0.00 304.50 0.00 61.00 0.00 304.50 0.00 62.00 0.00 304.50 0.00 63.00 0.00 304.50 0.00 64.00 0.00 304.50 0.00 65.00 0.00 304.50 0.00 66.00 0.00 304.50 0.00 67.00 0.00 304.50 0.00 68.00 0.00 304.50 0.00 69.00 0.00 304.50 0.00 70.00 0.00 304.50 0.00 71.00 0.00 304.50 0.00 72.00 0.00 304.50 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 81HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH5: [80] Warning: Exceeded Pond STMH4 by 0.07' @ 12.00 hrs (0.01 cfs 0.000 af) Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 0.25" for 1-yr event Inflow = 2.47 cfs @ 12.03 hrs, Volume= 0.140 af Outflow = 2.47 cfs @ 12.03 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary = 2.17 cfs @ 12.03 hrs, Volume= 0.136 af Routed to Pond INFILL2 : Secondary = 0.30 cfs @ 12.03 hrs, Volume= 0.004 af Routed to Pond INFILL2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.58' @ 12.03 hrs Flood Elev= 309.00' Device Routing Invert Outlet Devices #1 Primary 303.75'24.0" 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= 3.14 sf #2 Secondary 304.25'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.17 cfs @ 12.03 hrs HW=304.58' TW=303.51' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.17 cfs @ 2.59 fps) Secondary OutFlow Max=0.30 cfs @ 12.03 hrs HW=304.58' TW=303.51' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.30 cfs @ 1.56 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 82HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH5: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=6.640 ac Peak Elev=304.58' 2.47 cfs 2.47 cfs 2.17 cfs 0.30 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 83HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH5: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 303.75 0.00 0.00 0.00 2.00 0.00 303.75 0.00 0.00 0.00 4.00 0.00 303.75 0.00 0.00 0.00 6.00 0.00 303.75 0.00 0.00 0.00 8.00 0.00 303.75 0.00 0.00 0.00 10.00 0.01 303.81 0.01 0.01 0.00 12.00 2.37 304.57 2.37 2.09 0.27 14.00 0.11 303.94 0.11 0.11 0.00 16.00 0.07 303.90 0.07 0.07 0.00 18.00 0.05 303.88 0.05 0.05 0.00 20.00 0.04 303.87 0.04 0.04 0.00 22.00 0.03 303.86 0.03 0.03 0.00 24.00 0.03 303.86 0.03 0.03 0.00 26.00 0.00 303.75 0.00 0.00 0.00 28.00 0.00 303.75 0.00 0.00 0.00 30.00 0.00 303.75 0.00 0.00 0.00 32.00 0.00 303.75 0.00 0.00 0.00 34.00 0.00 303.75 0.00 0.00 0.00 36.00 0.00 303.75 0.00 0.00 0.00 38.00 0.00 303.75 0.00 0.00 0.00 40.00 0.00 303.75 0.00 0.00 0.00 42.00 0.00 303.75 0.00 0.00 0.00 44.00 0.00 303.75 0.00 0.00 0.00 46.00 0.00 303.75 0.00 0.00 0.00 48.00 0.00 303.75 0.00 0.00 0.00 50.00 0.00 303.75 0.00 0.00 0.00 52.00 0.00 303.75 0.00 0.00 0.00 54.00 0.00 303.75 0.00 0.00 0.00 56.00 0.00 303.75 0.00 0.00 0.00 58.00 0.00 303.75 0.00 0.00 0.00 60.00 0.00 303.75 0.00 0.00 0.00 62.00 0.00 303.75 0.00 0.00 0.00 64.00 0.00 303.75 0.00 0.00 0.00 66.00 0.00 303.75 0.00 0.00 0.00 68.00 0.00 303.75 0.00 0.00 0.00 70.00 0.00 303.75 0.00 0.00 0.00 72.00 0.00 303.75 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 84HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 7.880 ac, 40.30% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af Primary = 0.31 cfs @ 11.99 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=7.880 ac 0.31 cfs 0.31 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 1-yr Rainfall=2.25"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 85HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 11.00 0.01 0.00 0.01 12.00 0.31 0.00 0.31 13.00 0.02 0.00 0.02 14.00 0.01 0.00 0.01 15.00 0.01 0.00 0.01 16.00 0.01 0.00 0.01 17.00 0.01 0.00 0.01 18.00 0.01 0.00 0.01 19.00 0.00 0.00 0.00 20.00 0.00 0.00 0.00 21.00 0.00 0.00 0.00 22.00 0.00 0.00 0.00 23.00 0.00 0.00 0.00 24.00 0.00 0.00 0.00 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 86HydroCAD® 10.20-5c 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=24,724 sf 40.67% Impervious Runoff Depth=0.93"Subcatchment P1-1: Flow Length=182' Tc=12.0 min CN=66 Runoff=0.70 cfs 0.044 af Runoff Area=86,826 sf 6.52% Impervious Runoff Depth=0.17"Subcatchment P1-10: Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 Runoff=0.07 cfs 0.029 af Runoff Area=34,981 sf 6.43% Impervious Runoff Depth=0.17"Subcatchment P1-11: Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 Runoff=0.03 cfs 0.012 af Runoff Area=21,989 sf 4.16% Impervious Runoff Depth=0.05"Subcatchment P1-12: Tc=0.0 min CN=41 Runoff=0.00 cfs 0.002 af Runoff Area=23,786 sf 79.21% Impervious Runoff Depth=2.31"Subcatchment P1-2: Flow Length=155' Tc=9.3 min CN=86 Runoff=1.97 cfs 0.105 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=2.31"Subcatchment P1-3: Flow Length=160' Tc=10.3 min CN=86 Runoff=1.90 cfs 0.105 af Runoff Area=23,786 sf 77.79% Impervious Runoff Depth=2.23"Subcatchment P1-4: Flow Length=160' Tc=12.6 min CN=85 Runoff=1.70 cfs 0.101 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=2.31"Subcatchment P1-5: Flow Length=160' Tc=11.2 min CN=86 Runoff=1.85 cfs 0.105 af Runoff Area=23,781 sf 79.22% Impervious Runoff Depth=2.31"Subcatchment P1-6: Flow Length=155' Tc=9.3 min CN=86 Runoff=1.97 cfs 0.105 af Runoff Area=23,786 sf 77.82% Impervious Runoff Depth=2.23"Subcatchment P1-7: Flow Length=160' Tc=12.4 min CN=85 Runoff=1.71 cfs 0.101 af Runoff Area=7,247 sf 81.00% Impervious Runoff Depth=2.40"Subcatchment P1-8: Flow Length=167' Tc=7.2 min CN=87 Runoff=0.67 cfs 0.033 af Runoff Area=24,782 sf 5.20% Impervious Runoff Depth=0.08"Subcatchment P1-9: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 Runoff=0.00 cfs 0.004 af Avg. Flow Depth=0.02' Max Vel=0.23 fps Inflow=0.07 cfs 0.029 afReach 1R: n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 cfs Outflow=0.04 cfs 0.029 af Avg. Flow Depth=0.01' Max Vel=0.23 fps Inflow=0.03 cfs 0.012 afReach 2R: n=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs Outflow=0.02 cfs 0.012 af Peak Elev=306.79' Inflow=0.70 cfs 0.044 afPond CB1: 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' Outflow=0.70 cfs 0.044 af Peak Elev=305.91' Inflow=0.06 cfs 0.040 afPond CB10: 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' Outflow=0.06 cfs 0.040 af MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 87HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=306.52' Inflow=2.61 cfs 0.149 afPond CB2: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=2.61 cfs 0.149 af Peak Elev=307.67' Inflow=1.90 cfs 0.105 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.90 cfs 0.105 af Peak Elev=306.81' Inflow=3.58 cfs 0.207 afPond CB4: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=3.58 cfs 0.207 af Peak Elev=307.04' Inflow=1.85 cfs 0.105 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.85 cfs 0.105 af Peak Elev=307.09' Inflow=1.97 cfs 0.105 afPond CB6: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=1.97 cfs 0.105 af Peak Elev=305.27' Inflow=5.47 cfs 0.312 afPond CB7: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=5.47 cfs 0.312 af Peak Elev=304.24' Inflow=0.77 cfs 0.061 afPond CB8: 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' Outflow=0.77 cfs 0.061 af Peak Elev=303.72' Inflow=0.77 cfs 0.065 afPond CB9: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.77 cfs 0.065 af Peak Elev=305.51' Storage=4,312 cf Inflow=6.18 cfs 0.356 afPond INFILL1: Discarded=1.03 cfs 0.337 af Primary=0.51 cfs 0.019 af Outflow=1.54 cfs 0.356 af Peak Elev=304.61' Storage=3,887 cf Inflow=5.47 cfs 0.371 afPond INFILL2: Discarded=1.00 cfs 0.344 af Primary=0.68 cfs 0.028 af Outflow=1.68 cfs 0.371 af Peak Elev=306.18' Inflow=6.18 cfs 0.356 afPond STMH1: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=6.18 cfs 0.356 af Peak Elev=305.81' Inflow=6.18 cfs 0.356 afPond STMH2: Primary=4.67 cfs 0.318 af Secondary=1.51 cfs 0.038 af Outflow=6.18 cfs 0.356 af Peak Elev=304.97' Inflow=0.53 cfs 0.059 afPond STMH4: 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' Outflow=0.53 cfs 0.059 af Peak Elev=304.94' Inflow=5.47 cfs 0.371 afPond STMH5: Primary=4.21 cfs 0.337 af Secondary=1.26 cfs 0.034 af Outflow=5.47 cfs 0.371 af Inflow=0.77 cfs 0.067 afLink 1L: Primary=0.77 cfs 0.067 af Total Runoff Area = 7.880 ac Runoff Volume = 0.747 af Average Runoff Depth = 1.14" 59.70% Pervious = 4.704 ac 40.30% Impervious = 3.176 ac MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 88HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-1: Runoff = 0.70 cfs @ 12.05 hrs, Volume= 0.044 af, Depth= 0.93" 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 13,378 39 >75% Grass cover, Good, HSG A 1,291 96 Gravel surface, HSG A 10,055 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,724 66 Weighted Average 14,669 59.33% Pervious Area 10,055 40.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 72 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.5 28 0.0160 0.88 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.5 82 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 12.0 182 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 89HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=24,724 sf Runoff Volume=0.044 af Runoff Depth=0.93" Flow Length=182' Tc=12.0 min CN=66 0.70 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 90HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.32 0.60 13.00 2.89 0.49 0.07 14.00 3.07 0.58 0.04 15.00 3.19 0.64 0.03 16.00 3.29 0.69 0.03 17.00 3.37 0.73 0.02 18.00 3.44 0.77 0.02 19.00 3.51 0.80 0.02 20.00 3.56 0.83 0.02 21.00 3.61 0.86 0.01 22.00 3.65 0.89 0.01 23.00 3.70 0.91 0.01 24.00 3.74 0.93 0.01 25.00 3.74 0.93 0.00 26.00 3.74 0.93 0.00 27.00 3.74 0.93 0.00 28.00 3.74 0.93 0.00 29.00 3.74 0.93 0.00 30.00 3.74 0.93 0.00 31.00 3.74 0.93 0.00 32.00 3.74 0.93 0.00 33.00 3.74 0.93 0.00 34.00 3.74 0.93 0.00 35.00 3.74 0.93 0.00 36.00 3.74 0.93 0.00 37.00 3.74 0.93 0.00 38.00 3.74 0.93 0.00 39.00 3.74 0.93 0.00 40.00 3.74 0.93 0.00 41.00 3.74 0.93 0.00 42.00 3.74 0.93 0.00 43.00 3.74 0.93 0.00 44.00 3.74 0.93 0.00 45.00 3.74 0.93 0.00 46.00 3.74 0.93 0.00 47.00 3.74 0.93 0.00 48.00 3.74 0.93 0.00 49.00 3.74 0.93 0.00 50.00 3.74 0.93 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.93 0.00 52.00 3.74 0.93 0.00 53.00 3.74 0.93 0.00 54.00 3.74 0.93 0.00 55.00 3.74 0.93 0.00 56.00 3.74 0.93 0.00 57.00 3.74 0.93 0.00 58.00 3.74 0.93 0.00 59.00 3.74 0.93 0.00 60.00 3.74 0.93 0.00 61.00 3.74 0.93 0.00 62.00 3.74 0.93 0.00 63.00 3.74 0.93 0.00 64.00 3.74 0.93 0.00 65.00 3.74 0.93 0.00 66.00 3.74 0.93 0.00 67.00 3.74 0.93 0.00 68.00 3.74 0.93 0.00 69.00 3.74 0.93 0.00 70.00 3.74 0.93 0.00 71.00 3.74 0.93 0.00 72.00 3.74 0.93 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 91HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-10: Runoff = 0.07 cfs @ 12.39 hrs, Volume= 0.029 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 75,035 39 >75% Grass cover, Good, HSG A 6,134 96 Gravel surface, HSG A 5,657 98 Paved parking, HSG A 0 98 Roofs, HSG A 86,826 47 Weighted Average 81,169 93.48% Pervious Area 5,657 6.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 39 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 13.1 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 92HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=86,826 sf Runoff Volume=0.029 af Runoff Depth=0.17" Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 0.07 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 93HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-10: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.00 0.00 13.00 2.89 0.03 0.05 14.00 3.07 0.05 0.04 15.00 3.19 0.07 0.03 16.00 3.29 0.09 0.03 17.00 3.37 0.10 0.03 18.00 3.44 0.11 0.03 19.00 3.51 0.13 0.02 20.00 3.56 0.14 0.02 21.00 3.61 0.14 0.02 22.00 3.65 0.15 0.02 23.00 3.70 0.16 0.02 24.00 3.74 0.17 0.02 25.00 3.74 0.17 0.00 26.00 3.74 0.17 0.00 27.00 3.74 0.17 0.00 28.00 3.74 0.17 0.00 29.00 3.74 0.17 0.00 30.00 3.74 0.17 0.00 31.00 3.74 0.17 0.00 32.00 3.74 0.17 0.00 33.00 3.74 0.17 0.00 34.00 3.74 0.17 0.00 35.00 3.74 0.17 0.00 36.00 3.74 0.17 0.00 37.00 3.74 0.17 0.00 38.00 3.74 0.17 0.00 39.00 3.74 0.17 0.00 40.00 3.74 0.17 0.00 41.00 3.74 0.17 0.00 42.00 3.74 0.17 0.00 43.00 3.74 0.17 0.00 44.00 3.74 0.17 0.00 45.00 3.74 0.17 0.00 46.00 3.74 0.17 0.00 47.00 3.74 0.17 0.00 48.00 3.74 0.17 0.00 49.00 3.74 0.17 0.00 50.00 3.74 0.17 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.17 0.00 52.00 3.74 0.17 0.00 53.00 3.74 0.17 0.00 54.00 3.74 0.17 0.00 55.00 3.74 0.17 0.00 56.00 3.74 0.17 0.00 57.00 3.74 0.17 0.00 58.00 3.74 0.17 0.00 59.00 3.74 0.17 0.00 60.00 3.74 0.17 0.00 61.00 3.74 0.17 0.00 62.00 3.74 0.17 0.00 63.00 3.74 0.17 0.00 64.00 3.74 0.17 0.00 65.00 3.74 0.17 0.00 66.00 3.74 0.17 0.00 67.00 3.74 0.17 0.00 68.00 3.74 0.17 0.00 69.00 3.74 0.17 0.00 70.00 3.74 0.17 0.00 71.00 3.74 0.17 0.00 72.00 3.74 0.17 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 94HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: Runoff = 0.03 cfs @ 12.11 hrs, Volume= 0.012 af, Depth= 0.17" 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" Area (sf) CN Description 30,079 39 >75% Grass cover, Good, HSG A 2,652 96 Gravel surface, HSG A 2,250 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,981 47 Weighted Average 32,731 93.57% Pervious Area 2,250 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 10 0.0110 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 9 0.0110 0.60 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 6.9 42 0.0110 0.10 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 9.3 61 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 95HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=34,981 sf Runoff Volume=0.012 af Runoff Depth=0.17" Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 0.03 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 96HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-11: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.00 0.01 13.00 2.89 0.03 0.02 14.00 3.07 0.05 0.02 15.00 3.19 0.07 0.01 16.00 3.29 0.09 0.01 17.00 3.37 0.10 0.01 18.00 3.44 0.11 0.01 19.00 3.51 0.13 0.01 20.00 3.56 0.14 0.01 21.00 3.61 0.14 0.01 22.00 3.65 0.15 0.01 23.00 3.70 0.16 0.01 24.00 3.74 0.17 0.01 25.00 3.74 0.17 0.00 26.00 3.74 0.17 0.00 27.00 3.74 0.17 0.00 28.00 3.74 0.17 0.00 29.00 3.74 0.17 0.00 30.00 3.74 0.17 0.00 31.00 3.74 0.17 0.00 32.00 3.74 0.17 0.00 33.00 3.74 0.17 0.00 34.00 3.74 0.17 0.00 35.00 3.74 0.17 0.00 36.00 3.74 0.17 0.00 37.00 3.74 0.17 0.00 38.00 3.74 0.17 0.00 39.00 3.74 0.17 0.00 40.00 3.74 0.17 0.00 41.00 3.74 0.17 0.00 42.00 3.74 0.17 0.00 43.00 3.74 0.17 0.00 44.00 3.74 0.17 0.00 45.00 3.74 0.17 0.00 46.00 3.74 0.17 0.00 47.00 3.74 0.17 0.00 48.00 3.74 0.17 0.00 49.00 3.74 0.17 0.00 50.00 3.74 0.17 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.17 0.00 52.00 3.74 0.17 0.00 53.00 3.74 0.17 0.00 54.00 3.74 0.17 0.00 55.00 3.74 0.17 0.00 56.00 3.74 0.17 0.00 57.00 3.74 0.17 0.00 58.00 3.74 0.17 0.00 59.00 3.74 0.17 0.00 60.00 3.74 0.17 0.00 61.00 3.74 0.17 0.00 62.00 3.74 0.17 0.00 63.00 3.74 0.17 0.00 64.00 3.74 0.17 0.00 65.00 3.74 0.17 0.00 66.00 3.74 0.17 0.00 67.00 3.74 0.17 0.00 68.00 3.74 0.17 0.00 69.00 3.74 0.17 0.00 70.00 3.74 0.17 0.00 71.00 3.74 0.17 0.00 72.00 3.74 0.17 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 97HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-12: [46] Hint: Tc=0 (Instant runoff peak depends on dt) 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 21,075 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 914 98 Paved parking, HSG A 0 98 Roofs, HSG A 21,989 41 Weighted Average 21,075 95.84% Pervious Area 914 4.16% Impervious Area Subcatchment P1-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=21,989 sf Runoff Volume=0.002 af Runoff Depth=0.05" Tc=0.0 min CN=41 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 98HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-12: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.00 0.00 13.00 2.89 0.00 0.00 14.00 3.07 0.00 0.00 15.00 3.19 0.01 0.00 16.00 3.29 0.01 0.00 17.00 3.37 0.02 0.00 18.00 3.44 0.02 0.00 19.00 3.51 0.03 0.00 20.00 3.56 0.03 0.00 21.00 3.61 0.04 0.00 22.00 3.65 0.04 0.00 23.00 3.70 0.04 0.00 24.00 3.74 0.05 0.00 25.00 3.74 0.05 0.00 26.00 3.74 0.05 0.00 27.00 3.74 0.05 0.00 28.00 3.74 0.05 0.00 29.00 3.74 0.05 0.00 30.00 3.74 0.05 0.00 31.00 3.74 0.05 0.00 32.00 3.74 0.05 0.00 33.00 3.74 0.05 0.00 34.00 3.74 0.05 0.00 35.00 3.74 0.05 0.00 36.00 3.74 0.05 0.00 37.00 3.74 0.05 0.00 38.00 3.74 0.05 0.00 39.00 3.74 0.05 0.00 40.00 3.74 0.05 0.00 41.00 3.74 0.05 0.00 42.00 3.74 0.05 0.00 43.00 3.74 0.05 0.00 44.00 3.74 0.05 0.00 45.00 3.74 0.05 0.00 46.00 3.74 0.05 0.00 47.00 3.74 0.05 0.00 48.00 3.74 0.05 0.00 49.00 3.74 0.05 0.00 50.00 3.74 0.05 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.05 0.00 52.00 3.74 0.05 0.00 53.00 3.74 0.05 0.00 54.00 3.74 0.05 0.00 55.00 3.74 0.05 0.00 56.00 3.74 0.05 0.00 57.00 3.74 0.05 0.00 58.00 3.74 0.05 0.00 59.00 3.74 0.05 0.00 60.00 3.74 0.05 0.00 61.00 3.74 0.05 0.00 62.00 3.74 0.05 0.00 63.00 3.74 0.05 0.00 64.00 3.74 0.05 0.00 65.00 3.74 0.05 0.00 66.00 3.74 0.05 0.00 67.00 3.74 0.05 0.00 68.00 3.74 0.05 0.00 69.00 3.74 0.05 0.00 70.00 3.74 0.05 0.00 71.00 3.74 0.05 0.00 72.00 3.74 0.05 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 99HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-2: Runoff = 1.97 cfs @ 12.01 hrs, Volume= 0.105 af, Depth= 2.31" 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 4,946 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,527 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,946 20.79% Pervious Area 18,840 79.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 100HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=23,786 sf Runoff Volume=0.105 af Runoff Depth=2.31" Flow Length=155' Tc=9.3 min CN=86 1.97 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 101HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.01 0.01 9.00 0.55 0.03 0.01 10.00 0.68 0.06 0.02 11.00 0.88 0.14 0.06 12.00 2.48 1.23 1.96 13.00 2.89 1.57 0.12 14.00 3.07 1.72 0.07 15.00 3.19 1.83 0.06 16.00 3.29 1.91 0.04 17.00 3.37 1.99 0.04 18.00 3.44 2.05 0.03 19.00 3.51 2.10 0.03 20.00 3.56 2.15 0.02 21.00 3.61 2.19 0.02 22.00 3.65 2.24 0.02 23.00 3.70 2.27 0.02 24.00 3.74 2.31 0.02 25.00 3.74 2.31 0.00 26.00 3.74 2.31 0.00 27.00 3.74 2.31 0.00 28.00 3.74 2.31 0.00 29.00 3.74 2.31 0.00 30.00 3.74 2.31 0.00 31.00 3.74 2.31 0.00 32.00 3.74 2.31 0.00 33.00 3.74 2.31 0.00 34.00 3.74 2.31 0.00 35.00 3.74 2.31 0.00 36.00 3.74 2.31 0.00 37.00 3.74 2.31 0.00 38.00 3.74 2.31 0.00 39.00 3.74 2.31 0.00 40.00 3.74 2.31 0.00 41.00 3.74 2.31 0.00 42.00 3.74 2.31 0.00 43.00 3.74 2.31 0.00 44.00 3.74 2.31 0.00 45.00 3.74 2.31 0.00 46.00 3.74 2.31 0.00 47.00 3.74 2.31 0.00 48.00 3.74 2.31 0.00 49.00 3.74 2.31 0.00 50.00 3.74 2.31 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.31 0.00 52.00 3.74 2.31 0.00 53.00 3.74 2.31 0.00 54.00 3.74 2.31 0.00 55.00 3.74 2.31 0.00 56.00 3.74 2.31 0.00 57.00 3.74 2.31 0.00 58.00 3.74 2.31 0.00 59.00 3.74 2.31 0.00 60.00 3.74 2.31 0.00 61.00 3.74 2.31 0.00 62.00 3.74 2.31 0.00 63.00 3.74 2.31 0.00 64.00 3.74 2.31 0.00 65.00 3.74 2.31 0.00 66.00 3.74 2.31 0.00 67.00 3.74 2.31 0.00 68.00 3.74 2.31 0.00 69.00 3.74 2.31 0.00 70.00 3.74 2.31 0.00 71.00 3.74 2.31 0.00 72.00 3.74 2.31 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 102HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 1.90 cfs @ 12.02 hrs, Volume= 0.105 af, Depth= 2.31" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 25 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0150 0.80 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.3 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 103HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=23,786 sf Runoff Volume=0.105 af Runoff Depth=2.31" Flow Length=160' Tc=10.3 min CN=86 1.90 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 104HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.01 0.01 9.00 0.55 0.03 0.01 10.00 0.68 0.06 0.02 11.00 0.88 0.14 0.06 12.00 2.48 1.23 1.87 13.00 2.89 1.57 0.12 14.00 3.07 1.72 0.07 15.00 3.19 1.83 0.06 16.00 3.29 1.91 0.04 17.00 3.37 1.99 0.04 18.00 3.44 2.05 0.03 19.00 3.51 2.10 0.03 20.00 3.56 2.15 0.02 21.00 3.61 2.19 0.02 22.00 3.65 2.24 0.02 23.00 3.70 2.27 0.02 24.00 3.74 2.31 0.02 25.00 3.74 2.31 0.00 26.00 3.74 2.31 0.00 27.00 3.74 2.31 0.00 28.00 3.74 2.31 0.00 29.00 3.74 2.31 0.00 30.00 3.74 2.31 0.00 31.00 3.74 2.31 0.00 32.00 3.74 2.31 0.00 33.00 3.74 2.31 0.00 34.00 3.74 2.31 0.00 35.00 3.74 2.31 0.00 36.00 3.74 2.31 0.00 37.00 3.74 2.31 0.00 38.00 3.74 2.31 0.00 39.00 3.74 2.31 0.00 40.00 3.74 2.31 0.00 41.00 3.74 2.31 0.00 42.00 3.74 2.31 0.00 43.00 3.74 2.31 0.00 44.00 3.74 2.31 0.00 45.00 3.74 2.31 0.00 46.00 3.74 2.31 0.00 47.00 3.74 2.31 0.00 48.00 3.74 2.31 0.00 49.00 3.74 2.31 0.00 50.00 3.74 2.31 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.31 0.00 52.00 3.74 2.31 0.00 53.00 3.74 2.31 0.00 54.00 3.74 2.31 0.00 55.00 3.74 2.31 0.00 56.00 3.74 2.31 0.00 57.00 3.74 2.31 0.00 58.00 3.74 2.31 0.00 59.00 3.74 2.31 0.00 60.00 3.74 2.31 0.00 61.00 3.74 2.31 0.00 62.00 3.74 2.31 0.00 63.00 3.74 2.31 0.00 64.00 3.74 2.31 0.00 65.00 3.74 2.31 0.00 66.00 3.74 2.31 0.00 67.00 3.74 2.31 0.00 68.00 3.74 2.31 0.00 69.00 3.74 2.31 0.00 70.00 3.74 2.31 0.00 71.00 3.74 2.31 0.00 72.00 3.74 2.31 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 105HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-4: Runoff = 1.70 cfs @ 12.04 hrs, Volume= 0.101 af, Depth= 2.23" 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 5,283 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,190 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,283 22.21% Pervious Area 18,503 77.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 38 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 12.6 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 106HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=23,786 sf Runoff Volume=0.101 af Runoff Depth=2.23" Flow Length=160' Tc=12.6 min CN=85 1.70 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 107HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.02 0.01 10.00 0.68 0.05 0.02 11.00 0.88 0.12 0.05 12.00 2.48 1.16 1.56 13.00 2.89 1.49 0.12 14.00 3.07 1.64 0.07 15.00 3.19 1.75 0.06 16.00 3.29 1.84 0.04 17.00 3.37 1.91 0.04 18.00 3.44 1.97 0.03 19.00 3.51 2.02 0.03 20.00 3.56 2.07 0.02 21.00 3.61 2.11 0.02 22.00 3.65 2.15 0.02 23.00 3.70 2.19 0.02 24.00 3.74 2.23 0.02 25.00 3.74 2.23 0.00 26.00 3.74 2.23 0.00 27.00 3.74 2.23 0.00 28.00 3.74 2.23 0.00 29.00 3.74 2.23 0.00 30.00 3.74 2.23 0.00 31.00 3.74 2.23 0.00 32.00 3.74 2.23 0.00 33.00 3.74 2.23 0.00 34.00 3.74 2.23 0.00 35.00 3.74 2.23 0.00 36.00 3.74 2.23 0.00 37.00 3.74 2.23 0.00 38.00 3.74 2.23 0.00 39.00 3.74 2.23 0.00 40.00 3.74 2.23 0.00 41.00 3.74 2.23 0.00 42.00 3.74 2.23 0.00 43.00 3.74 2.23 0.00 44.00 3.74 2.23 0.00 45.00 3.74 2.23 0.00 46.00 3.74 2.23 0.00 47.00 3.74 2.23 0.00 48.00 3.74 2.23 0.00 49.00 3.74 2.23 0.00 50.00 3.74 2.23 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.23 0.00 52.00 3.74 2.23 0.00 53.00 3.74 2.23 0.00 54.00 3.74 2.23 0.00 55.00 3.74 2.23 0.00 56.00 3.74 2.23 0.00 57.00 3.74 2.23 0.00 58.00 3.74 2.23 0.00 59.00 3.74 2.23 0.00 60.00 3.74 2.23 0.00 61.00 3.74 2.23 0.00 62.00 3.74 2.23 0.00 63.00 3.74 2.23 0.00 64.00 3.74 2.23 0.00 65.00 3.74 2.23 0.00 66.00 3.74 2.23 0.00 67.00 3.74 2.23 0.00 68.00 3.74 2.23 0.00 69.00 3.74 2.23 0.00 70.00 3.74 2.23 0.00 71.00 3.74 2.23 0.00 72.00 3.74 2.23 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 108HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-5: Runoff = 1.85 cfs @ 12.03 hrs, Volume= 0.105 af, Depth= 2.31" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 30 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 15 0.0150 0.76 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 109HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=23,786 sf Runoff Volume=0.105 af Runoff Depth=2.31" Flow Length=160' Tc=11.2 min CN=86 1.85 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 110HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.01 0.01 9.00 0.55 0.03 0.01 10.00 0.68 0.06 0.02 11.00 0.88 0.14 0.06 12.00 2.48 1.23 1.77 13.00 2.89 1.57 0.12 14.00 3.07 1.72 0.07 15.00 3.19 1.83 0.06 16.00 3.29 1.91 0.04 17.00 3.37 1.99 0.04 18.00 3.44 2.05 0.03 19.00 3.51 2.10 0.03 20.00 3.56 2.15 0.02 21.00 3.61 2.19 0.02 22.00 3.65 2.24 0.02 23.00 3.70 2.27 0.02 24.00 3.74 2.31 0.02 25.00 3.74 2.31 0.00 26.00 3.74 2.31 0.00 27.00 3.74 2.31 0.00 28.00 3.74 2.31 0.00 29.00 3.74 2.31 0.00 30.00 3.74 2.31 0.00 31.00 3.74 2.31 0.00 32.00 3.74 2.31 0.00 33.00 3.74 2.31 0.00 34.00 3.74 2.31 0.00 35.00 3.74 2.31 0.00 36.00 3.74 2.31 0.00 37.00 3.74 2.31 0.00 38.00 3.74 2.31 0.00 39.00 3.74 2.31 0.00 40.00 3.74 2.31 0.00 41.00 3.74 2.31 0.00 42.00 3.74 2.31 0.00 43.00 3.74 2.31 0.00 44.00 3.74 2.31 0.00 45.00 3.74 2.31 0.00 46.00 3.74 2.31 0.00 47.00 3.74 2.31 0.00 48.00 3.74 2.31 0.00 49.00 3.74 2.31 0.00 50.00 3.74 2.31 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.31 0.00 52.00 3.74 2.31 0.00 53.00 3.74 2.31 0.00 54.00 3.74 2.31 0.00 55.00 3.74 2.31 0.00 56.00 3.74 2.31 0.00 57.00 3.74 2.31 0.00 58.00 3.74 2.31 0.00 59.00 3.74 2.31 0.00 60.00 3.74 2.31 0.00 61.00 3.74 2.31 0.00 62.00 3.74 2.31 0.00 63.00 3.74 2.31 0.00 64.00 3.74 2.31 0.00 65.00 3.74 2.31 0.00 66.00 3.74 2.31 0.00 67.00 3.74 2.31 0.00 68.00 3.74 2.31 0.00 69.00 3.74 2.31 0.00 70.00 3.74 2.31 0.00 71.00 3.74 2.31 0.00 72.00 3.74 2.31 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 111HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 1.97 cfs @ 12.01 hrs, Volume= 0.105 af, Depth= 2.31" 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 4,942 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,526 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,781 86 Weighted Average 4,942 20.78% Pervious Area 18,839 79.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 112HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=23,781 sf Runoff Volume=0.105 af Runoff Depth=2.31" Flow Length=155' Tc=9.3 min CN=86 1.97 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 113HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-6: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.01 0.01 9.00 0.55 0.03 0.01 10.00 0.68 0.06 0.02 11.00 0.88 0.14 0.06 12.00 2.48 1.23 1.96 13.00 2.89 1.57 0.12 14.00 3.07 1.72 0.07 15.00 3.19 1.83 0.06 16.00 3.29 1.91 0.04 17.00 3.37 1.99 0.04 18.00 3.44 2.05 0.03 19.00 3.51 2.10 0.03 20.00 3.56 2.15 0.02 21.00 3.61 2.19 0.02 22.00 3.65 2.24 0.02 23.00 3.70 2.27 0.02 24.00 3.74 2.31 0.02 25.00 3.74 2.31 0.00 26.00 3.74 2.31 0.00 27.00 3.74 2.31 0.00 28.00 3.74 2.31 0.00 29.00 3.74 2.31 0.00 30.00 3.74 2.31 0.00 31.00 3.74 2.31 0.00 32.00 3.74 2.31 0.00 33.00 3.74 2.31 0.00 34.00 3.74 2.31 0.00 35.00 3.74 2.31 0.00 36.00 3.74 2.31 0.00 37.00 3.74 2.31 0.00 38.00 3.74 2.31 0.00 39.00 3.74 2.31 0.00 40.00 3.74 2.31 0.00 41.00 3.74 2.31 0.00 42.00 3.74 2.31 0.00 43.00 3.74 2.31 0.00 44.00 3.74 2.31 0.00 45.00 3.74 2.31 0.00 46.00 3.74 2.31 0.00 47.00 3.74 2.31 0.00 48.00 3.74 2.31 0.00 49.00 3.74 2.31 0.00 50.00 3.74 2.31 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.31 0.00 52.00 3.74 2.31 0.00 53.00 3.74 2.31 0.00 54.00 3.74 2.31 0.00 55.00 3.74 2.31 0.00 56.00 3.74 2.31 0.00 57.00 3.74 2.31 0.00 58.00 3.74 2.31 0.00 59.00 3.74 2.31 0.00 60.00 3.74 2.31 0.00 61.00 3.74 2.31 0.00 62.00 3.74 2.31 0.00 63.00 3.74 2.31 0.00 64.00 3.74 2.31 0.00 65.00 3.74 2.31 0.00 66.00 3.74 2.31 0.00 67.00 3.74 2.31 0.00 68.00 3.74 2.31 0.00 69.00 3.74 2.31 0.00 70.00 3.74 2.31 0.00 71.00 3.74 2.31 0.00 72.00 3.74 2.31 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 114HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-7: Runoff = 1.71 cfs @ 12.04 hrs, Volume= 0.101 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 5,276 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,197 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,276 22.18% Pervious Area 18,510 77.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 37 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 48 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.4 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 115HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=23,786 sf Runoff Volume=0.101 af Runoff Depth=2.23" Flow Length=160' Tc=12.4 min CN=85 1.71 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 116HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-7: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.02 0.01 10.00 0.68 0.05 0.02 11.00 0.88 0.12 0.05 12.00 2.48 1.16 1.58 13.00 2.89 1.49 0.12 14.00 3.07 1.64 0.07 15.00 3.19 1.75 0.05 16.00 3.29 1.84 0.04 17.00 3.37 1.91 0.04 18.00 3.44 1.97 0.03 19.00 3.51 2.02 0.03 20.00 3.56 2.07 0.02 21.00 3.61 2.11 0.02 22.00 3.65 2.15 0.02 23.00 3.70 2.19 0.02 24.00 3.74 2.23 0.02 25.00 3.74 2.23 0.00 26.00 3.74 2.23 0.00 27.00 3.74 2.23 0.00 28.00 3.74 2.23 0.00 29.00 3.74 2.23 0.00 30.00 3.74 2.23 0.00 31.00 3.74 2.23 0.00 32.00 3.74 2.23 0.00 33.00 3.74 2.23 0.00 34.00 3.74 2.23 0.00 35.00 3.74 2.23 0.00 36.00 3.74 2.23 0.00 37.00 3.74 2.23 0.00 38.00 3.74 2.23 0.00 39.00 3.74 2.23 0.00 40.00 3.74 2.23 0.00 41.00 3.74 2.23 0.00 42.00 3.74 2.23 0.00 43.00 3.74 2.23 0.00 44.00 3.74 2.23 0.00 45.00 3.74 2.23 0.00 46.00 3.74 2.23 0.00 47.00 3.74 2.23 0.00 48.00 3.74 2.23 0.00 49.00 3.74 2.23 0.00 50.00 3.74 2.23 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.23 0.00 52.00 3.74 2.23 0.00 53.00 3.74 2.23 0.00 54.00 3.74 2.23 0.00 55.00 3.74 2.23 0.00 56.00 3.74 2.23 0.00 57.00 3.74 2.23 0.00 58.00 3.74 2.23 0.00 59.00 3.74 2.23 0.00 60.00 3.74 2.23 0.00 61.00 3.74 2.23 0.00 62.00 3.74 2.23 0.00 63.00 3.74 2.23 0.00 64.00 3.74 2.23 0.00 65.00 3.74 2.23 0.00 66.00 3.74 2.23 0.00 67.00 3.74 2.23 0.00 68.00 3.74 2.23 0.00 69.00 3.74 2.23 0.00 70.00 3.74 2.23 0.00 71.00 3.74 2.23 0.00 72.00 3.74 2.23 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 117HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-8: Runoff = 0.67 cfs @ 11.98 hrs, Volume= 0.033 af, Depth= 2.40" Routed to Pond CB8 : 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 1,377 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 5,870 98 Paved parking, HSG A 0 98 Roofs, HSG A 7,247 87 Weighted Average 1,377 19.00% Pervious Area 5,870 81.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 26 0.0200 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" 2.0 6 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 1.0 63 0.0160 1.04 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 67 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 7.2 167 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 118HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=7,247 sf Runoff Volume=0.033 af Runoff Depth=2.40" Flow Length=167' Tc=7.2 min CN=87 0.67 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 119HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-8: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.01 0.00 9.00 0.55 0.04 0.00 10.00 0.68 0.08 0.01 11.00 0.88 0.16 0.02 12.00 2.48 1.29 0.65 13.00 2.89 1.64 0.04 14.00 3.07 1.80 0.02 15.00 3.19 1.91 0.02 16.00 3.29 2.00 0.01 17.00 3.37 2.07 0.01 18.00 3.44 2.13 0.01 19.00 3.51 2.19 0.01 20.00 3.56 2.24 0.01 21.00 3.61 2.28 0.01 22.00 3.65 2.32 0.01 23.00 3.70 2.36 0.01 24.00 3.74 2.40 0.01 25.00 3.74 2.40 0.00 26.00 3.74 2.40 0.00 27.00 3.74 2.40 0.00 28.00 3.74 2.40 0.00 29.00 3.74 2.40 0.00 30.00 3.74 2.40 0.00 31.00 3.74 2.40 0.00 32.00 3.74 2.40 0.00 33.00 3.74 2.40 0.00 34.00 3.74 2.40 0.00 35.00 3.74 2.40 0.00 36.00 3.74 2.40 0.00 37.00 3.74 2.40 0.00 38.00 3.74 2.40 0.00 39.00 3.74 2.40 0.00 40.00 3.74 2.40 0.00 41.00 3.74 2.40 0.00 42.00 3.74 2.40 0.00 43.00 3.74 2.40 0.00 44.00 3.74 2.40 0.00 45.00 3.74 2.40 0.00 46.00 3.74 2.40 0.00 47.00 3.74 2.40 0.00 48.00 3.74 2.40 0.00 49.00 3.74 2.40 0.00 50.00 3.74 2.40 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 2.40 0.00 52.00 3.74 2.40 0.00 53.00 3.74 2.40 0.00 54.00 3.74 2.40 0.00 55.00 3.74 2.40 0.00 56.00 3.74 2.40 0.00 57.00 3.74 2.40 0.00 58.00 3.74 2.40 0.00 59.00 3.74 2.40 0.00 60.00 3.74 2.40 0.00 61.00 3.74 2.40 0.00 62.00 3.74 2.40 0.00 63.00 3.74 2.40 0.00 64.00 3.74 2.40 0.00 65.00 3.74 2.40 0.00 66.00 3.74 2.40 0.00 67.00 3.74 2.40 0.00 68.00 3.74 2.40 0.00 69.00 3.74 2.40 0.00 70.00 3.74 2.40 0.00 71.00 3.74 2.40 0.00 72.00 3.74 2.40 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 120HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-9: Runoff = 0.00 cfs @ 14.96 hrs, Volume= 0.004 af, Depth= 0.08" 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 22,907 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 1,288 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,782 43 Weighted Average 23,494 94.80% Pervious Area 1,288 5.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 121HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type II 24-hr 10-yr Rainfall=3.74" Runoff Area=24,782 sf Runoff Volume=0.004 af Runoff Depth=0.08" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 122HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-9: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.04 0.00 0.00 2.00 0.08 0.00 0.00 3.00 0.13 0.00 0.00 4.00 0.18 0.00 0.00 5.00 0.24 0.00 0.00 6.00 0.30 0.00 0.00 7.00 0.37 0.00 0.00 8.00 0.45 0.00 0.00 9.00 0.55 0.00 0.00 10.00 0.68 0.00 0.00 11.00 0.88 0.00 0.00 12.00 2.48 0.00 0.00 13.00 2.89 0.00 0.00 14.00 3.07 0.01 0.00 15.00 3.19 0.02 0.00 16.00 3.29 0.03 0.00 17.00 3.37 0.04 0.00 18.00 3.44 0.04 0.00 19.00 3.51 0.05 0.00 20.00 3.56 0.06 0.00 21.00 3.61 0.06 0.00 22.00 3.65 0.07 0.00 23.00 3.70 0.08 0.00 24.00 3.74 0.08 0.00 25.00 3.74 0.08 0.00 26.00 3.74 0.08 0.00 27.00 3.74 0.08 0.00 28.00 3.74 0.08 0.00 29.00 3.74 0.08 0.00 30.00 3.74 0.08 0.00 31.00 3.74 0.08 0.00 32.00 3.74 0.08 0.00 33.00 3.74 0.08 0.00 34.00 3.74 0.08 0.00 35.00 3.74 0.08 0.00 36.00 3.74 0.08 0.00 37.00 3.74 0.08 0.00 38.00 3.74 0.08 0.00 39.00 3.74 0.08 0.00 40.00 3.74 0.08 0.00 41.00 3.74 0.08 0.00 42.00 3.74 0.08 0.00 43.00 3.74 0.08 0.00 44.00 3.74 0.08 0.00 45.00 3.74 0.08 0.00 46.00 3.74 0.08 0.00 47.00 3.74 0.08 0.00 48.00 3.74 0.08 0.00 49.00 3.74 0.08 0.00 50.00 3.74 0.08 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 3.74 0.08 0.00 52.00 3.74 0.08 0.00 53.00 3.74 0.08 0.00 54.00 3.74 0.08 0.00 55.00 3.74 0.08 0.00 56.00 3.74 0.08 0.00 57.00 3.74 0.08 0.00 58.00 3.74 0.08 0.00 59.00 3.74 0.08 0.00 60.00 3.74 0.08 0.00 61.00 3.74 0.08 0.00 62.00 3.74 0.08 0.00 63.00 3.74 0.08 0.00 64.00 3.74 0.08 0.00 65.00 3.74 0.08 0.00 66.00 3.74 0.08 0.00 67.00 3.74 0.08 0.00 68.00 3.74 0.08 0.00 69.00 3.74 0.08 0.00 70.00 3.74 0.08 0.00 71.00 3.74 0.08 0.00 72.00 3.74 0.08 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 123HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 1.993 ac, 6.52% Impervious, Inflow Depth = 0.17" for 10-yr event Inflow = 0.07 cfs @ 12.39 hrs, Volume= 0.029 af Outflow = 0.04 cfs @ 13.85 hrs, Volume= 0.029 af, Atten= 42%, Lag= 87.6 min Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.23 fps, Min. Travel Time= 71.5 min Avg. Velocity = 0.18 fps, Avg. Travel Time= 93.6 min Peak Storage= 173 cf @ 13.85 hrs Average Depth at Peak Storage= 0.02' , Surface Width= 7.15' Bank-Full Depth= 1.50' Flow Area= 17.3 sf, Capacity= 47.26 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 1,000.0' Slope= 0.0020 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 1R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=1.993 ac Avg. Flow Depth=0.02' Max Vel=0.23 fps n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 cfs 0.07 cfs 0.04 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 124HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 0.00 0.00 0 310.00 0.00 2.00 0.00 0 310.00 0.00 4.00 0.00 0 310.00 0.00 6.00 0.00 0 310.00 0.00 8.00 0.00 0 310.00 0.00 10.00 0.00 0 310.00 0.00 12.00 0.00 0 310.00 0.00 14.00 0.04 173 310.02 0.04 16.00 0.03 151 310.02 0.03 18.00 0.03 134 310.02 0.03 20.00 0.02 120 310.02 0.02 22.00 0.02 112 310.02 0.02 24.00 0.02 110 310.02 0.02 26.00 0.00 39 310.01 0.01 28.00 0.00 12 310.00 0.00 30.00 0.00 4 310.00 0.00 32.00 0.00 1 310.00 0.00 34.00 0.00 0 310.00 0.00 36.00 0.00 0 310.00 0.00 38.00 0.00 0 310.00 0.00 40.00 0.00 0 310.00 0.00 42.00 0.00 0 310.00 0.00 44.00 0.00 0 310.00 0.00 46.00 0.00 0 310.00 0.00 48.00 0.00 0 310.00 0.00 50.00 0.00 0 310.00 0.00 52.00 0.00 0 310.00 0.00 54.00 0.00 0 310.00 0.00 56.00 0.00 0 310.00 0.00 58.00 0.00 0 310.00 0.00 60.00 0.00 0 310.00 0.00 62.00 0.00 0 310.00 0.00 64.00 0.00 0 310.00 0.00 66.00 0.00 0 310.00 0.00 68.00 0.00 0 310.00 0.00 70.00 0.00 0 310.00 0.00 72.00 0.00 0 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 125HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Inflow Area = 0.803 ac, 6.43% Impervious, Inflow Depth = 0.17" for 10-yr event Inflow = 0.03 cfs @ 12.11 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 13.19 hrs, Volume= 0.012 af, Atten= 36%, Lag= 64.7 min Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.23 fps, Min. Travel Time= 36.6 min Avg. Velocity = 0.23 fps, Avg. Travel Time= 36.6 min Peak Storage= 42 cf @ 13.19 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 7.07' Bank-Full Depth= 1.50' Flow Area= 17.3 sf, Capacity= 66.83 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 500.0' Slope= 0.0040 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 2R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.803 ac Avg. Flow Depth=0.01' Max Vel=0.23 fps n=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs 0.03 cfs 0.02 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 126HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 0.00 0.00 0 310.00 0.00 2.00 0.00 0 310.00 0.00 4.00 0.00 0 310.00 0.00 6.00 0.00 0 310.00 0.00 8.00 0.00 0 310.00 0.00 10.00 0.00 0 310.00 0.00 12.00 0.01 0 310.00 0.00 14.00 0.02 38 310.01 0.02 16.00 0.01 28 310.01 0.01 18.00 0.01 23 310.01 0.01 20.00 0.01 19 310.01 0.01 22.00 0.01 17 310.00 0.01 24.00 0.01 16 310.00 0.01 26.00 0.00 1 310.00 0.00 28.00 0.00 0 310.00 0.00 30.00 0.00 0 310.00 0.00 32.00 0.00 0 310.00 0.00 34.00 0.00 0 310.00 0.00 36.00 0.00 0 310.00 0.00 38.00 0.00 0 310.00 0.00 40.00 0.00 0 310.00 0.00 42.00 0.00 0 310.00 0.00 44.00 0.00 0 310.00 0.00 46.00 0.00 0 310.00 0.00 48.00 0.00 0 310.00 0.00 50.00 0.00 0 310.00 0.00 52.00 0.00 0 310.00 0.00 54.00 0.00 0 310.00 0.00 56.00 0.00 0 310.00 0.00 58.00 0.00 0 310.00 0.00 60.00 0.00 0 310.00 0.00 62.00 0.00 0 310.00 0.00 64.00 0.00 0 310.00 0.00 66.00 0.00 0 310.00 0.00 68.00 0.00 0 310.00 0.00 70.00 0.00 0 310.00 0.00 72.00 0.00 0 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 127HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: Inflow Area = 0.568 ac, 40.67% Impervious, Inflow Depth = 0.93" for 10-yr event Inflow = 0.70 cfs @ 12.05 hrs, Volume= 0.044 af Outflow = 0.70 cfs @ 12.05 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs @ 12.05 hrs, Volume= 0.044 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.79' @ 12.04 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.00' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.73 cfs @ 12.05 hrs HW=306.78' TW=306.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.73 cfs @ 1.53 fps) Pond CB1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.568 ac Peak Elev=306.79' 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' 0.70 cfs 0.70 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 128HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.00 0.00 1.00 0.00 306.00 0.00 2.00 0.00 306.00 0.00 3.00 0.00 306.00 0.00 4.00 0.00 306.00 0.00 5.00 0.00 306.00 0.00 6.00 0.00 306.00 0.00 7.00 0.00 306.00 0.00 8.00 0.00 306.00 0.00 9.00 0.00 306.00 0.00 10.00 0.00 306.00 0.00 11.00 0.00 306.00 0.00 12.00 0.60 306.70 0.60 13.00 0.07 306.17 0.07 14.00 0.04 306.13 0.04 15.00 0.03 306.12 0.03 16.00 0.03 306.10 0.03 17.00 0.02 306.10 0.02 18.00 0.02 306.09 0.02 19.00 0.02 306.09 0.02 20.00 0.02 306.08 0.02 21.00 0.01 306.08 0.01 22.00 0.01 306.08 0.01 23.00 0.01 306.08 0.01 24.00 0.01 306.08 0.01 25.00 0.00 306.00 0.00 26.00 0.00 306.00 0.00 27.00 0.00 306.00 0.00 28.00 0.00 306.00 0.00 29.00 0.00 306.00 0.00 30.00 0.00 306.00 0.00 31.00 0.00 306.00 0.00 32.00 0.00 306.00 0.00 33.00 0.00 306.00 0.00 34.00 0.00 306.00 0.00 35.00 0.00 306.00 0.00 36.00 0.00 306.00 0.00 37.00 0.00 306.00 0.00 38.00 0.00 306.00 0.00 39.00 0.00 306.00 0.00 40.00 0.00 306.00 0.00 41.00 0.00 306.00 0.00 42.00 0.00 306.00 0.00 43.00 0.00 306.00 0.00 44.00 0.00 306.00 0.00 45.00 0.00 306.00 0.00 46.00 0.00 306.00 0.00 47.00 0.00 306.00 0.00 48.00 0.00 306.00 0.00 49.00 0.00 306.00 0.00 50.00 0.00 306.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.00 0.00 52.00 0.00 306.00 0.00 53.00 0.00 306.00 0.00 54.00 0.00 306.00 0.00 55.00 0.00 306.00 0.00 56.00 0.00 306.00 0.00 57.00 0.00 306.00 0.00 58.00 0.00 306.00 0.00 59.00 0.00 306.00 0.00 60.00 0.00 306.00 0.00 61.00 0.00 306.00 0.00 62.00 0.00 306.00 0.00 63.00 0.00 306.00 0.00 64.00 0.00 306.00 0.00 65.00 0.00 306.00 0.00 66.00 0.00 306.00 0.00 67.00 0.00 306.00 0.00 68.00 0.00 306.00 0.00 69.00 0.00 306.00 0.00 70.00 0.00 306.00 0.00 71.00 0.00 306.00 0.00 72.00 0.00 306.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 129HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB10: Inflow Area = 2.796 ac, 6.49% Impervious, Inflow Depth = 0.17" for 10-yr event Inflow = 0.06 cfs @ 13.68 hrs, Volume= 0.040 af Outflow = 0.06 cfs @ 13.68 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 13.68 hrs, Volume= 0.040 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.91' @ 13.68 hrs Flood Elev= 308.00' Device Routing Invert Outlet Devices #1 Primary 305.70'6.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.70' / 305.45' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.06 cfs @ 13.68 hrs HW=305.91' TW=304.65' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.06 cfs @ 1.09 fps) Pond CB10: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.796 ac Peak Elev=305.91' 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' 0.06 cfs 0.06 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 130HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB10: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.70 0.00 1.00 0.00 305.70 0.00 2.00 0.00 305.70 0.00 3.00 0.00 305.70 0.00 4.00 0.00 305.70 0.00 5.00 0.00 305.70 0.00 6.00 0.00 305.70 0.00 7.00 0.00 305.70 0.00 8.00 0.00 305.70 0.00 9.00 0.00 305.70 0.00 10.00 0.00 305.70 0.00 11.00 0.00 305.70 0.00 12.00 0.00 305.71 0.00 13.00 0.05 305.90 0.05 14.00 0.06 305.91 0.06 15.00 0.05 305.90 0.05 16.00 0.05 305.89 0.05 17.00 0.04 305.88 0.04 18.00 0.04 305.87 0.04 19.00 0.03 305.86 0.03 20.00 0.03 305.85 0.03 21.00 0.03 305.85 0.03 22.00 0.03 305.84 0.03 23.00 0.03 305.84 0.03 24.00 0.03 305.84 0.03 25.00 0.01 305.80 0.01 26.00 0.01 305.77 0.01 27.00 0.00 305.75 0.00 28.00 0.00 305.74 0.00 29.00 0.00 305.73 0.00 30.00 0.00 305.72 0.00 31.00 0.00 305.72 0.00 32.00 0.00 305.71 0.00 33.00 0.00 305.71 0.00 34.00 0.00 305.71 0.00 35.00 0.00 305.71 0.00 36.00 0.00 305.70 0.00 37.00 0.00 305.70 0.00 38.00 0.00 305.70 0.00 39.00 0.00 305.70 0.00 40.00 0.00 305.70 0.00 41.00 0.00 305.70 0.00 42.00 0.00 305.70 0.00 43.00 0.00 305.70 0.00 44.00 0.00 305.70 0.00 45.00 0.00 305.70 0.00 46.00 0.00 305.70 0.00 47.00 0.00 305.70 0.00 48.00 0.00 305.70 0.00 49.00 0.00 305.70 0.00 50.00 0.00 305.70 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.70 0.00 52.00 0.00 305.70 0.00 53.00 0.00 305.70 0.00 54.00 0.00 305.70 0.00 55.00 0.00 305.70 0.00 56.00 0.00 305.70 0.00 57.00 0.00 305.70 0.00 58.00 0.00 305.70 0.00 59.00 0.00 305.70 0.00 60.00 0.00 305.70 0.00 61.00 0.00 305.70 0.00 62.00 0.00 305.70 0.00 63.00 0.00 305.70 0.00 64.00 0.00 305.70 0.00 65.00 0.00 305.70 0.00 66.00 0.00 305.70 0.00 67.00 0.00 305.70 0.00 68.00 0.00 305.70 0.00 69.00 0.00 305.70 0.00 70.00 0.00 305.70 0.00 71.00 0.00 305.70 0.00 72.00 0.00 305.70 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 131HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: Inflow Area = 1.114 ac, 59.57% Impervious, Inflow Depth = 1.61" for 10-yr event Inflow = 2.61 cfs @ 12.02 hrs, Volume= 0.149 af Outflow = 2.61 cfs @ 12.02 hrs, Volume= 0.149 af, Atten= 0%, Lag= 0.0 min Primary = 2.61 cfs @ 12.02 hrs, Volume= 0.149 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.52' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.56 cfs @ 12.02 hrs HW=306.51' TW=306.17' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.56 cfs @ 2.30 fps) Pond CB2: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.114 ac Peak Elev=306.52' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 2.61 cfs 2.61 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 132HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB2: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.10 0.00 6.00 0.00 305.10 0.00 7.00 0.00 305.13 0.00 8.00 0.01 305.15 0.01 9.00 0.01 305.17 0.01 10.00 0.02 305.20 0.02 11.00 0.06 305.25 0.06 12.00 2.56 306.47 2.56 13.00 0.19 305.41 0.19 14.00 0.11 305.31 0.11 15.00 0.09 305.28 0.09 16.00 0.07 305.26 0.07 17.00 0.06 305.25 0.06 18.00 0.05 305.24 0.05 19.00 0.05 305.23 0.05 20.00 0.04 305.22 0.04 21.00 0.04 305.22 0.04 22.00 0.04 305.22 0.04 23.00 0.04 305.21 0.04 24.00 0.03 305.21 0.03 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 133HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 2.31" for 10-yr event Inflow = 1.90 cfs @ 12.02 hrs, Volume= 0.105 af Outflow = 1.90 cfs @ 12.02 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.90 cfs @ 12.02 hrs, Volume= 0.105 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.67' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.82 cfs @ 12.02 hrs HW=307.59' TW=306.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.82 cfs @ 2.31 fps) Pond CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.546 ac Peak Elev=307.67' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 1.90 cfs 1.90 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 134HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.13 0.00 8.00 0.01 306.15 0.01 9.00 0.01 306.17 0.01 10.00 0.02 306.20 0.02 11.00 0.06 306.25 0.06 12.00 1.87 307.37 1.87 13.00 0.12 306.32 0.12 14.00 0.07 306.27 0.07 15.00 0.06 306.25 0.06 16.00 0.04 306.23 0.04 17.00 0.04 306.22 0.04 18.00 0.03 306.22 0.03 19.00 0.03 306.21 0.03 20.00 0.02 306.20 0.02 21.00 0.02 306.20 0.02 22.00 0.02 306.19 0.02 23.00 0.02 306.19 0.02 24.00 0.02 306.19 0.02 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 135HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 1.092 ac, 78.42% Impervious, Inflow Depth = 2.27" for 10-yr event Inflow = 3.58 cfs @ 12.03 hrs, Volume= 0.207 af Outflow = 3.58 cfs @ 12.03 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary = 3.58 cfs @ 12.03 hrs, Volume= 0.207 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.81' @ 12.03 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.56 cfs @ 12.03 hrs HW=306.81' TW=306.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.56 cfs @ 2.90 fps) Pond CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.092 ac Peak Elev=306.81' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 3.58 cfs 3.58 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 136HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.10 0.00 6.00 0.00 305.10 0.00 7.00 0.00 305.13 0.00 8.00 0.01 305.16 0.01 9.00 0.02 305.19 0.02 10.00 0.04 305.23 0.04 11.00 0.11 305.30 0.11 12.00 3.43 306.66 3.43 13.00 0.24 305.44 0.24 14.00 0.14 305.33 0.14 15.00 0.11 305.30 0.11 16.00 0.09 305.28 0.09 17.00 0.08 305.26 0.08 18.00 0.07 305.25 0.07 19.00 0.06 305.24 0.06 20.00 0.05 305.23 0.05 21.00 0.05 305.23 0.05 22.00 0.04 305.23 0.04 23.00 0.04 305.22 0.04 24.00 0.04 305.22 0.04 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 137HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB5: Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 2.31" for 10-yr event Inflow = 1.85 cfs @ 12.03 hrs, Volume= 0.105 af Outflow = 1.85 cfs @ 12.03 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.85 cfs @ 12.03 hrs, Volume= 0.105 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.04' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.84 cfs @ 12.03 hrs HW=307.04' TW=305.27' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.84 cfs @ 3.12 fps) Pond CB5: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.546 ac Peak Elev=307.04' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 1.85 cfs 1.85 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 138HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB5: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.13 0.00 8.00 0.01 306.15 0.01 9.00 0.01 306.17 0.01 10.00 0.02 306.20 0.02 11.00 0.06 306.25 0.06 12.00 1.77 307.01 1.77 13.00 0.12 306.31 0.12 14.00 0.07 306.26 0.07 15.00 0.06 306.24 0.06 16.00 0.04 306.23 0.04 17.00 0.04 306.22 0.04 18.00 0.03 306.21 0.03 19.00 0.03 306.21 0.03 20.00 0.02 306.20 0.02 21.00 0.02 306.20 0.02 22.00 0.02 306.19 0.02 23.00 0.02 306.19 0.02 24.00 0.02 306.19 0.02 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 139HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB6: Inflow Area = 0.546 ac, 79.22% Impervious, Inflow Depth = 2.31" for 10-yr event Inflow = 1.97 cfs @ 12.01 hrs, Volume= 0.105 af Outflow = 1.97 cfs @ 12.01 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.97 cfs @ 12.01 hrs, Volume= 0.105 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.09' @ 12.01 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.97 cfs @ 12.01 hrs HW=307.09' TW=305.25' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.97 cfs @ 3.16 fps) Pond CB6: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.546 ac Peak Elev=307.09' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 1.97 cfs 1.97 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 140HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB6: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.13 0.00 8.00 0.01 306.15 0.01 9.00 0.01 306.17 0.01 10.00 0.02 306.20 0.02 11.00 0.06 306.25 0.06 12.00 1.96 307.08 1.96 13.00 0.12 306.31 0.12 14.00 0.07 306.26 0.07 15.00 0.06 306.24 0.06 16.00 0.04 306.23 0.04 17.00 0.04 306.22 0.04 18.00 0.03 306.21 0.03 19.00 0.03 306.21 0.03 20.00 0.02 306.20 0.02 21.00 0.02 306.20 0.02 22.00 0.02 306.19 0.02 23.00 0.02 306.19 0.02 24.00 0.02 306.19 0.02 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 141HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB7: Inflow Area = 1.638 ac, 78.70% Impervious, Inflow Depth = 2.28" for 10-yr event Inflow = 5.47 cfs @ 12.02 hrs, Volume= 0.312 af Outflow = 5.47 cfs @ 12.02 hrs, Volume= 0.312 af, Atten= 0%, Lag= 0.0 min Primary = 5.47 cfs @ 12.02 hrs, Volume= 0.312 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.27' @ 12.03 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.75' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.44 cfs @ 12.02 hrs HW=305.27' TW=304.94' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.44 cfs @ 2.20 fps) Pond CB7: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.638 ac Peak Elev=305.27' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 5.47 cfs 5.47 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 142HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB7: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.80 0.00 6.00 0.00 303.80 0.00 7.00 0.00 303.83 0.00 8.00 0.01 303.87 0.01 9.00 0.04 303.91 0.04 10.00 0.07 303.95 0.07 11.00 0.16 304.03 0.16 12.00 5.32 305.24 5.32 13.00 0.36 304.30 0.36 14.00 0.21 304.09 0.21 15.00 0.17 304.06 0.17 16.00 0.13 304.03 0.13 17.00 0.11 304.01 0.11 18.00 0.10 304.00 0.10 19.00 0.09 303.98 0.09 20.00 0.07 303.97 0.07 21.00 0.07 303.96 0.07 22.00 0.07 303.96 0.07 23.00 0.06 303.96 0.06 24.00 0.06 303.95 0.06 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 143HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB8: [80] Warning: Exceeded Pond INFILL2 by 0.51' @ 11.92 hrs (0.00 cfs 0.000 af) Inflow Area = 6.806 ac, 45.91% Impervious, Inflow Depth = 0.11" for 10-yr event Inflow = 0.77 cfs @ 12.28 hrs, Volume= 0.061 af Outflow = 0.77 cfs @ 12.28 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.28 hrs, Volume= 0.061 af Routed to Pond CB9 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.24' @ 12.28 hrs Flood Elev= 308.10' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.31' S= 0.0044 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.77 cfs @ 12.28 hrs HW=304.24' TW=303.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.77 cfs @ 2.26 fps) Pond CB8: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6.806 ac Peak Elev=304.24' 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' 0.77 cfs 0.77 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 144HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB8: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.80 0.00 6.00 0.00 303.80 0.00 7.00 0.00 303.82 0.00 8.00 0.00 303.83 0.00 9.00 0.00 303.84 0.00 10.00 0.01 303.85 0.01 11.00 0.02 303.87 0.02 12.00 0.65 304.20 0.65 13.00 0.06 303.92 0.06 14.00 0.02 303.88 0.02 15.00 0.02 303.87 0.02 16.00 0.01 303.86 0.01 17.00 0.01 303.86 0.01 18.00 0.01 303.85 0.01 19.00 0.01 303.85 0.01 20.00 0.01 303.85 0.01 21.00 0.01 303.85 0.01 22.00 0.01 303.84 0.01 23.00 0.01 303.84 0.01 24.00 0.01 303.84 0.01 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 145HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB9: Inflow Area = 7.375 ac, 42.77% Impervious, Inflow Depth = 0.11" for 10-yr event Inflow = 0.77 cfs @ 12.28 hrs, Volume= 0.065 af Outflow = 0.77 cfs @ 12.28 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.28 hrs, Volume= 0.065 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.72' @ 12.28 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=0.77 cfs @ 12.28 hrs HW=303.72' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.77 cfs @ 2.77 fps) Pond CB9: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=7.375 ac Peak Elev=303.72' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 0.77 cfs 0.77 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 146HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB9: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.21 0.00 7.00 0.00 303.23 0.00 8.00 0.00 303.24 0.00 9.00 0.00 303.25 0.00 10.00 0.01 303.26 0.01 11.00 0.02 303.29 0.02 12.00 0.65 303.68 0.65 13.00 0.06 303.35 0.06 14.00 0.03 303.30 0.03 15.00 0.02 303.29 0.02 16.00 0.02 303.29 0.02 17.00 0.02 303.28 0.02 18.00 0.01 303.28 0.01 19.00 0.01 303.28 0.01 20.00 0.01 303.27 0.01 21.00 0.01 303.27 0.01 22.00 0.01 303.27 0.01 23.00 0.01 303.27 0.01 24.00 0.01 303.27 0.01 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 147HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL1: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=508) Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 1.94" for 10-yr event Inflow = 6.18 cfs @ 12.02 hrs, Volume= 0.356 af Outflow = 1.54 cfs @ 12.26 hrs, Volume= 0.356 af, Atten= 75%, Lag= 13.9 min Discarded = 1.03 cfs @ 11.80 hrs, Volume= 0.337 af Primary = 0.51 cfs @ 12.26 hrs, Volume= 0.019 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.51' @ 12.26 hrs Surf.Area= 4,458 sf Storage= 4,312 cf Flood Elev= 307.59' Surf.Area= 4,458 sf Storage= 9,769 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 21.2 min ( 847.2 - 826.0 ) Volume Invert Avail.Storage Storage Description #1 304.55' 3,558 cf Cultec R-330XLHD x 68 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 1 rows #2 304.05' 2,861 cf 6.33'W x 478.00'L x 3.54'H Prismatoid 10,711 cf Overall - 3,558 cf Embedded = 7,153 cf x 40.0% Voids #3 304.55' 2,202 cf Cultec R-330XLHD x 42 Inside #4 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 1 rows #4 304.05' 1,148 cf 4.84'W x 296.00'L x 3.54'H Prismatoid 5,072 cf Overall - 2,202 cf Embedded = 2,870 cf x 40.0% Voids 9,769 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 305.05'18.0" Round Culvert L= 272.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 304.50' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 304.05'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.03 cfs @ 11.80 hrs HW=304.10' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.03 cfs) Primary OutFlow Max=0.51 cfs @ 12.26 hrs HW=305.51' TW=304.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.51 cfs @ 1.65 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 148HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.206 ac Peak Elev=305.51' Storage=4,312 cf 6.18 cfs 1.54 cfs 1.03 cfs 0.51 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 149HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL1: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 304.05 0.00 0.00 0.00 2.00 0.00 0 304.05 0.00 0.00 0.00 4.00 0.00 0 304.05 0.00 0.00 0.00 6.00 0.00 0 304.05 0.00 0.00 0.00 8.00 0.01 0 304.05 0.01 0.01 0.00 10.00 0.07 0 304.05 0.07 0.07 0.00 12.00 5.99 1,909 304.83 1.03 1.03 0.00 14.00 0.25 332 304.24 1.03 1.03 0.00 16.00 0.16 0 304.05 0.31 0.31 0.00 18.00 0.12 0 304.05 0.24 0.24 0.00 20.00 0.09 0 304.05 0.18 0.18 0.00 22.00 0.08 0 304.05 0.16 0.16 0.00 24.00 0.07 0 304.05 0.15 0.15 0.00 26.00 0.00 0 304.05 0.00 0.00 0.00 28.00 0.00 0 304.05 0.00 0.00 0.00 30.00 0.00 0 304.05 0.00 0.00 0.00 32.00 0.00 0 304.05 0.00 0.00 0.00 34.00 0.00 0 304.05 0.00 0.00 0.00 36.00 0.00 0 304.05 0.00 0.00 0.00 38.00 0.00 0 304.05 0.00 0.00 0.00 40.00 0.00 0 304.05 0.00 0.00 0.00 42.00 0.00 0 304.05 0.00 0.00 0.00 44.00 0.00 0 304.05 0.00 0.00 0.00 46.00 0.00 0 304.05 0.00 0.00 0.00 48.00 0.00 0 304.05 0.00 0.00 0.00 50.00 0.00 0 304.05 0.00 0.00 0.00 52.00 0.00 0 304.05 0.00 0.00 0.00 54.00 0.00 0 304.05 0.00 0.00 0.00 56.00 0.00 0 304.05 0.00 0.00 0.00 58.00 0.00 0 304.05 0.00 0.00 0.00 60.00 0.00 0 304.05 0.00 0.00 0.00 62.00 0.00 0 304.05 0.00 0.00 0.00 64.00 0.00 0 304.05 0.00 0.00 0.00 66.00 0.00 0 304.05 0.00 0.00 0.00 68.00 0.00 0 304.05 0.00 0.00 0.00 70.00 0.00 0 304.05 0.00 0.00 0.00 72.00 0.00 0 304.05 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 150HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL2: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=631) Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 0.67" for 10-yr event Inflow = 5.47 cfs @ 12.02 hrs, Volume= 0.371 af Outflow = 1.68 cfs @ 12.29 hrs, Volume= 0.371 af, Atten= 69%, Lag= 16.0 min Discarded = 1.00 cfs @ 11.80 hrs, Volume= 0.344 af Primary = 0.68 cfs @ 12.29 hrs, Volume= 0.028 af Routed to Pond CB8 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.61' @ 12.29 hrs Surf.Area= 4,323 sf Storage= 3,887 cf Flood Elev= 307.04' Surf.Area= 4,323 sf Storage= 10,009 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 18.2 min ( 861.2 - 843.0 ) Volume Invert Avail.Storage Storage Description #1 303.75' 2,880 cf Cultec R-330XLHD x 55 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 1 rows #2 303.25' 2,562 cf 6.33'W x 387.00'L x 3.79'H Prismatoid 9,284 cf Overall - 2,880 cf Embedded = 6,405 cf x 40.0% Voids #3 303.75' 2,880 cf Cultec R-330XLHD x 55 Inside #4 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 1 rows #4 303.25' 1,688 cf 4.84'W x 387.00'L x 3.79'H Prismatoid 7,099 cf Overall - 2,880 cf Embedded = 4,219 cf x 40.0% Voids 10,009 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 304.15'24.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.15' / 303.90' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.25'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.00 cfs @ 11.80 hrs HW=303.29' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.00 cfs) Primary OutFlow Max=0.68 cfs @ 12.29 hrs HW=304.61' TW=304.24' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.68 cfs @ 1.86 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 151HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL2: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=6.640 ac Peak Elev=304.61' Storage=3,887 cf 5.47 cfs 1.68 cfs 1.00 cfs 0.68 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 152HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL2: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 303.25 0.00 0.00 0.00 2.00 0.00 0 303.25 0.00 0.00 0.00 4.00 0.00 0 303.25 0.00 0.00 0.00 6.00 0.00 0 303.25 0.00 0.00 0.00 8.00 0.01 0 303.25 0.01 0.01 0.00 10.00 0.07 0 303.25 0.07 0.07 0.00 12.00 5.32 1,684 303.98 1.00 1.00 0.00 14.00 0.27 186 303.36 1.00 1.00 0.00 16.00 0.18 0 303.25 0.00 0.00 0.00 18.00 0.14 0 303.25 0.00 0.00 0.00 20.00 0.10 0 303.25 0.00 0.00 0.00 22.00 0.09 0 303.25 0.00 0.00 0.00 24.00 0.09 0 303.25 0.00 0.00 0.00 26.00 0.01 0 303.25 0.00 0.00 0.00 28.00 0.00 0 303.25 0.00 0.00 0.00 30.00 0.00 0 303.25 0.00 0.00 0.00 32.00 0.00 0 303.25 0.00 0.00 0.00 34.00 0.00 0 303.25 0.00 0.00 0.00 36.00 0.00 0 303.25 0.00 0.00 0.00 38.00 0.00 0 303.25 0.00 0.00 0.00 40.00 0.00 0 303.25 0.00 0.00 0.00 42.00 0.00 0 303.25 0.00 0.00 0.00 44.00 0.00 0 303.25 0.00 0.00 0.00 46.00 0.00 0 303.25 0.00 0.00 0.00 48.00 0.00 0 303.25 0.00 0.00 0.00 50.00 0.00 0 303.25 0.00 0.00 0.00 52.00 0.00 0 303.25 0.00 0.00 0.00 54.00 0.00 0 303.25 0.00 0.00 0.00 56.00 0.00 0 303.25 0.00 0.00 0.00 58.00 0.00 0 303.25 0.00 0.00 0.00 60.00 0.00 0 303.25 0.00 0.00 0.00 62.00 0.00 0 303.25 0.00 0.00 0.00 64.00 0.00 0 303.25 0.00 0.00 0.00 66.00 0.00 0 303.25 0.00 0.00 0.00 68.00 0.00 0 303.25 0.00 0.00 0.00 70.00 0.00 0 303.25 0.00 0.00 0.00 72.00 0.00 0 303.25 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 153HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 1.94" for 10-yr event Inflow = 6.18 cfs @ 12.02 hrs, Volume= 0.356 af Outflow = 6.18 cfs @ 12.02 hrs, Volume= 0.356 af, Atten= 0%, Lag= 0.0 min Primary = 6.18 cfs @ 12.02 hrs, Volume= 0.356 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.18' @ 12.03 hrs Flood Elev= 310.20' Device Routing Invert Outlet Devices #1 Primary 304.60'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.60' / 304.55' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.14 cfs @ 12.02 hrs HW=306.18' TW=305.81' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.14 cfs @ 2.31 fps) Pond STMH1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.206 ac Peak Elev=306.18' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 6.18 cfs 6.18 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 154HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.60 0.00 1.00 0.00 304.60 0.00 2.00 0.00 304.60 0.00 3.00 0.00 304.60 0.00 4.00 0.00 304.60 0.00 5.00 0.00 304.60 0.00 6.00 0.00 304.60 0.00 7.00 0.00 304.63 0.00 8.00 0.01 304.67 0.01 9.00 0.04 304.71 0.04 10.00 0.07 304.75 0.07 11.00 0.17 304.84 0.17 12.00 5.99 306.14 5.99 13.00 0.43 305.16 0.43 14.00 0.25 304.90 0.25 15.00 0.20 304.86 0.20 16.00 0.16 304.83 0.16 17.00 0.14 304.81 0.14 18.00 0.12 304.80 0.12 19.00 0.11 304.79 0.11 20.00 0.09 304.77 0.09 21.00 0.08 304.76 0.08 22.00 0.08 304.76 0.08 23.00 0.08 304.76 0.08 24.00 0.07 304.75 0.07 25.00 0.00 304.60 0.00 26.00 0.00 304.60 0.00 27.00 0.00 304.60 0.00 28.00 0.00 304.60 0.00 29.00 0.00 304.60 0.00 30.00 0.00 304.60 0.00 31.00 0.00 304.60 0.00 32.00 0.00 304.60 0.00 33.00 0.00 304.60 0.00 34.00 0.00 304.60 0.00 35.00 0.00 304.60 0.00 36.00 0.00 304.60 0.00 37.00 0.00 304.60 0.00 38.00 0.00 304.60 0.00 39.00 0.00 304.60 0.00 40.00 0.00 304.60 0.00 41.00 0.00 304.60 0.00 42.00 0.00 304.60 0.00 43.00 0.00 304.60 0.00 44.00 0.00 304.60 0.00 45.00 0.00 304.60 0.00 46.00 0.00 304.60 0.00 47.00 0.00 304.60 0.00 48.00 0.00 304.60 0.00 49.00 0.00 304.60 0.00 50.00 0.00 304.60 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.60 0.00 52.00 0.00 304.60 0.00 53.00 0.00 304.60 0.00 54.00 0.00 304.60 0.00 55.00 0.00 304.60 0.00 56.00 0.00 304.60 0.00 57.00 0.00 304.60 0.00 58.00 0.00 304.60 0.00 59.00 0.00 304.60 0.00 60.00 0.00 304.60 0.00 61.00 0.00 304.60 0.00 62.00 0.00 304.60 0.00 63.00 0.00 304.60 0.00 64.00 0.00 304.60 0.00 65.00 0.00 304.60 0.00 66.00 0.00 304.60 0.00 67.00 0.00 304.60 0.00 68.00 0.00 304.60 0.00 69.00 0.00 304.60 0.00 70.00 0.00 304.60 0.00 71.00 0.00 304.60 0.00 72.00 0.00 304.60 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 155HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH2: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 1.94" for 10-yr event Inflow = 6.18 cfs @ 12.02 hrs, Volume= 0.356 af Outflow = 6.18 cfs @ 12.02 hrs, Volume= 0.356 af, Atten= 0%, Lag= 0.0 min Primary = 4.67 cfs @ 12.02 hrs, Volume= 0.318 af Routed to Pond INFILL1 : Secondary = 1.51 cfs @ 12.02 hrs, Volume= 0.038 af Routed to Pond INFILL1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.81' @ 12.02 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.55'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 305.05'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 305.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.67 cfs @ 12.02 hrs HW=305.81' TW=304.96' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.67 cfs @ 3.21 fps) Secondary OutFlow Max=1.50 cfs @ 12.02 hrs HW=305.81' TW=304.96' (Dynamic Tailwater) 2=Culvert (Barrel Controls 1.50 cfs @ 2.46 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 156HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH2: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.206 ac Peak Elev=305.81' 6.18 cfs 6.18 cfs 4.67 cfs 1.51 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 157HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH2: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 304.55 0.00 0.00 0.00 2.00 0.00 304.55 0.00 0.00 0.00 4.00 0.00 304.55 0.00 0.00 0.00 6.00 0.00 304.55 0.00 0.00 0.00 8.00 0.01 304.63 0.01 0.01 0.00 10.00 0.07 304.70 0.07 0.07 0.00 12.00 5.99 305.79 5.99 4.55 1.44 14.00 0.25 304.83 0.25 0.25 0.00 16.00 0.16 304.77 0.16 0.16 0.00 18.00 0.12 304.75 0.12 0.12 0.00 20.00 0.09 304.72 0.09 0.09 0.00 22.00 0.08 304.71 0.08 0.08 0.00 24.00 0.07 304.71 0.07 0.07 0.00 26.00 0.00 304.55 0.00 0.00 0.00 28.00 0.00 304.55 0.00 0.00 0.00 30.00 0.00 304.55 0.00 0.00 0.00 32.00 0.00 304.55 0.00 0.00 0.00 34.00 0.00 304.55 0.00 0.00 0.00 36.00 0.00 304.55 0.00 0.00 0.00 38.00 0.00 304.55 0.00 0.00 0.00 40.00 0.00 304.55 0.00 0.00 0.00 42.00 0.00 304.55 0.00 0.00 0.00 44.00 0.00 304.55 0.00 0.00 0.00 46.00 0.00 304.55 0.00 0.00 0.00 48.00 0.00 304.55 0.00 0.00 0.00 50.00 0.00 304.55 0.00 0.00 0.00 52.00 0.00 304.55 0.00 0.00 0.00 54.00 0.00 304.55 0.00 0.00 0.00 56.00 0.00 304.55 0.00 0.00 0.00 58.00 0.00 304.55 0.00 0.00 0.00 60.00 0.00 304.55 0.00 0.00 0.00 62.00 0.00 304.55 0.00 0.00 0.00 64.00 0.00 304.55 0.00 0.00 0.00 66.00 0.00 304.55 0.00 0.00 0.00 68.00 0.00 304.55 0.00 0.00 0.00 70.00 0.00 304.55 0.00 0.00 0.00 72.00 0.00 304.55 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 158HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH4: Inflow Area = 5.002 ac, 34.01% Impervious, Inflow Depth = 0.14" for 10-yr event Inflow = 0.53 cfs @ 12.26 hrs, Volume= 0.059 af Outflow = 0.53 cfs @ 12.26 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.26 hrs, Volume= 0.059 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.97' @ 12.25 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.50'18.0" Round Culvert L= 116.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.53 cfs @ 12.26 hrs HW=304.97' TW=304.68' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.53 cfs @ 1.68 fps) Pond STMH4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.002 ac Peak Elev=304.97' 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' 0.53 cfs 0.53 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 159HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.50 0.00 1.00 0.00 304.50 0.00 2.00 0.00 304.50 0.00 3.00 0.00 304.50 0.00 4.00 0.00 304.50 0.00 5.00 0.00 304.50 0.00 6.00 0.00 304.50 0.00 7.00 0.00 304.50 0.00 8.00 0.00 304.50 0.00 9.00 0.00 304.50 0.00 10.00 0.00 304.50 0.00 11.00 0.00 304.50 0.00 12.00 0.00 304.91 0.00 13.00 0.06 304.65 0.06 14.00 0.06 304.65 0.06 15.00 0.05 304.64 0.05 16.00 0.05 304.64 0.05 17.00 0.04 304.63 0.04 18.00 0.04 304.62 0.04 19.00 0.03 304.62 0.03 20.00 0.03 304.61 0.03 21.00 0.03 304.61 0.03 22.00 0.03 304.61 0.03 23.00 0.03 304.60 0.03 24.00 0.03 304.60 0.03 25.00 0.01 304.58 0.01 26.00 0.01 304.56 0.01 27.00 0.00 304.54 0.00 28.00 0.00 304.53 0.00 29.00 0.00 304.52 0.00 30.00 0.00 304.52 0.00 31.00 0.00 304.51 0.00 32.00 0.00 304.51 0.00 33.00 0.00 304.51 0.00 34.00 0.00 304.51 0.00 35.00 0.00 304.50 0.00 36.00 0.00 304.50 0.00 37.00 0.00 304.50 0.00 38.00 0.00 304.50 0.00 39.00 0.00 304.50 0.00 40.00 0.00 304.50 0.00 41.00 0.00 304.50 0.00 42.00 0.00 304.50 0.00 43.00 0.00 304.50 0.00 44.00 0.00 304.50 0.00 45.00 0.00 304.50 0.00 46.00 0.00 304.50 0.00 47.00 0.00 304.50 0.00 48.00 0.00 304.50 0.00 49.00 0.00 304.50 0.00 50.00 0.00 304.50 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.50 0.00 52.00 0.00 304.50 0.00 53.00 0.00 304.50 0.00 54.00 0.00 304.50 0.00 55.00 0.00 304.50 0.00 56.00 0.00 304.50 0.00 57.00 0.00 304.50 0.00 58.00 0.00 304.50 0.00 59.00 0.00 304.50 0.00 60.00 0.00 304.50 0.00 61.00 0.00 304.50 0.00 62.00 0.00 304.50 0.00 63.00 0.00 304.50 0.00 64.00 0.00 304.50 0.00 65.00 0.00 304.50 0.00 66.00 0.00 304.50 0.00 67.00 0.00 304.50 0.00 68.00 0.00 304.50 0.00 69.00 0.00 304.50 0.00 70.00 0.00 304.50 0.00 71.00 0.00 304.50 0.00 72.00 0.00 304.50 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 160HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH5: [80] Warning: Exceeded Pond CB7 by 0.03' @ 24.54 hrs (0.00 cfs 0.000 af) [80] Warning: Exceeded Pond STMH4 by 0.08' @ 11.89 hrs (0.02 cfs 0.001 af) Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 0.67" for 10-yr event Inflow = 5.47 cfs @ 12.02 hrs, Volume= 0.371 af Outflow = 5.47 cfs @ 12.02 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Primary = 4.21 cfs @ 12.02 hrs, Volume= 0.337 af Routed to Pond INFILL2 : Secondary = 1.26 cfs @ 12.02 hrs, Volume= 0.034 af Routed to Pond INFILL2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.94' @ 12.02 hrs Flood Elev= 309.00' Device Routing Invert Outlet Devices #1 Primary 303.75'24.0" 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= 3.14 sf #2 Secondary 304.25'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.21 cfs @ 12.02 hrs HW=304.94' TW=304.09' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.21 cfs @ 3.12 fps) Secondary OutFlow Max=1.25 cfs @ 12.02 hrs HW=304.94' TW=304.09' (Dynamic Tailwater) 2=Culvert (Barrel Controls 1.25 cfs @ 2.33 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 161HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH5: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=6.640 ac Peak Elev=304.94' 5.47 cfs 5.47 cfs 4.21 cfs 1.26 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 162HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH5: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 303.75 0.00 0.00 0.00 2.00 0.00 303.75 0.00 0.00 0.00 4.00 0.00 303.75 0.00 0.00 0.00 6.00 0.00 303.75 0.00 0.00 0.00 8.00 0.01 303.83 0.01 0.01 0.00 10.00 0.07 303.90 0.07 0.07 0.00 12.00 5.32 304.92 5.32 4.12 1.20 14.00 0.27 304.04 0.27 0.27 0.00 16.00 0.18 303.99 0.18 0.18 0.00 18.00 0.14 303.96 0.14 0.14 0.00 20.00 0.10 303.94 0.10 0.10 0.00 22.00 0.09 303.93 0.09 0.09 0.00 24.00 0.09 303.92 0.09 0.09 0.00 26.00 0.01 303.80 0.01 0.01 0.00 28.00 0.00 303.78 0.00 0.00 0.00 30.00 0.00 303.77 0.00 0.00 0.00 32.00 0.00 303.76 0.00 0.00 0.00 34.00 0.00 303.76 0.00 0.00 0.00 36.00 0.00 303.75 0.00 0.00 0.00 38.00 0.00 303.75 0.00 0.00 0.00 40.00 0.00 303.75 0.00 0.00 0.00 42.00 0.00 303.75 0.00 0.00 0.00 44.00 0.00 303.75 0.00 0.00 0.00 46.00 0.00 303.75 0.00 0.00 0.00 48.00 0.00 303.75 0.00 0.00 0.00 50.00 0.00 303.75 0.00 0.00 0.00 52.00 0.00 303.75 0.00 0.00 0.00 54.00 0.00 303.75 0.00 0.00 0.00 56.00 0.00 303.75 0.00 0.00 0.00 58.00 0.00 303.75 0.00 0.00 0.00 60.00 0.00 303.75 0.00 0.00 0.00 62.00 0.00 303.75 0.00 0.00 0.00 64.00 0.00 303.75 0.00 0.00 0.00 66.00 0.00 303.75 0.00 0.00 0.00 68.00 0.00 303.75 0.00 0.00 0.00 70.00 0.00 303.75 0.00 0.00 0.00 72.00 0.00 303.75 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 163HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 7.880 ac, 40.30% Impervious, Inflow Depth = 0.10" for 10-yr event Inflow = 0.77 cfs @ 12.28 hrs, Volume= 0.067 af Primary = 0.77 cfs @ 12.28 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=7.880 ac 0.77 cfs 0.77 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 10-yr Rainfall=3.74"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 164HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 10.00 0.01 0.00 0.01 11.00 0.02 0.00 0.02 12.00 0.65 0.00 0.65 13.00 0.06 0.00 0.06 14.00 0.03 0.00 0.03 15.00 0.02 0.00 0.02 16.00 0.02 0.00 0.02 17.00 0.02 0.00 0.02 18.00 0.02 0.00 0.02 19.00 0.02 0.00 0.02 20.00 0.01 0.00 0.01 21.00 0.01 0.00 0.01 22.00 0.01 0.00 0.01 23.00 0.01 0.00 0.01 24.00 0.01 0.00 0.01 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 165HydroCAD® 10.20-5c 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=24,724 sf 40.67% Impervious Runoff Depth=0.00"Subcatchment P1-1: Flow Length=182' Tc=12.0 min CN=66 Runoff=0.00 cfs 0.000 af Runoff Area=86,826 sf 6.52% Impervious Runoff Depth=0.00"Subcatchment P1-10: Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=34,981 sf 6.43% Impervious Runoff Depth=0.00"Subcatchment P1-11: Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 Runoff=0.00 cfs 0.000 af Runoff Area=21,989 sf 4.16% Impervious Runoff Depth=0.00"Subcatchment P1-12: Tc=0.0 min CN=41 Runoff=0.00 cfs 0.000 af Runoff Area=23,786 sf 79.21% Impervious Runoff Depth=0.25"Subcatchment P1-2: Flow Length=155' Tc=9.3 min CN=86 Runoff=0.20 cfs 0.011 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=0.25"Subcatchment P1-3: Flow Length=160' Tc=10.3 min CN=86 Runoff=0.19 cfs 0.011 af Runoff Area=23,786 sf 77.79% Impervious Runoff Depth=0.22"Subcatchment P1-4: Flow Length=160' Tc=12.6 min CN=85 Runoff=0.15 cfs 0.010 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=0.25"Subcatchment P1-5: Flow Length=160' Tc=11.2 min CN=86 Runoff=0.18 cfs 0.011 af Runoff Area=23,781 sf 79.22% Impervious Runoff Depth=0.25"Subcatchment P1-6: Flow Length=155' Tc=9.3 min CN=86 Runoff=0.20 cfs 0.011 af Runoff Area=23,786 sf 77.82% Impervious Runoff Depth=0.22"Subcatchment P1-7: Flow Length=160' Tc=12.4 min CN=85 Runoff=0.15 cfs 0.010 af Runoff Area=7,247 sf 81.00% Impervious Runoff Depth=0.28"Subcatchment P1-8: Flow Length=167' Tc=7.2 min CN=87 Runoff=0.08 cfs 0.004 af Runoff Area=24,782 sf 5.20% Impervious Runoff Depth=0.00"Subcatchment P1-9: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 Runoff=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 1R: n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 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=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs Outflow=0.00 cfs 0.000 af Peak Elev=306.01' Inflow=0.00 cfs 0.000 afPond CB1: 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' Outflow=0.00 cfs 0.000 af Peak Elev=305.70' Inflow=0.00 cfs 0.000 afPond CB10: 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' Outflow=0.00 cfs 0.000 af MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 166HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=305.38' Inflow=0.20 cfs 0.011 afPond CB2: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=0.20 cfs 0.011 af Peak Elev=306.37' Inflow=0.19 cfs 0.011 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.19 cfs 0.011 af Peak Elev=305.46' Inflow=0.33 cfs 0.021 afPond CB4: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=0.33 cfs 0.021 af Peak Elev=306.36' Inflow=0.18 cfs 0.011 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.18 cfs 0.011 af Peak Elev=306.37' Inflow=0.20 cfs 0.011 afPond CB6: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=0.20 cfs 0.011 af Peak Elev=304.23' Inflow=0.52 cfs 0.033 afPond CB7: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=0.52 cfs 0.033 af Peak Elev=303.94' Inflow=0.08 cfs 0.004 afPond CB8: 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' Outflow=0.08 cfs 0.004 af Peak Elev=303.36' Inflow=0.08 cfs 0.004 afPond CB9: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=0.08 cfs 0.004 af Peak Elev=304.05' Storage=0 cf Inflow=0.53 cfs 0.033 afPond INFILL1: Discarded=0.53 cfs 0.033 af Primary=0.00 cfs 0.000 af Outflow=0.53 cfs 0.033 af Peak Elev=303.25' Storage=0 cf Inflow=0.52 cfs 0.033 afPond INFILL2: Discarded=0.52 cfs 0.033 af Primary=0.00 cfs 0.000 af Outflow=0.52 cfs 0.033 af Peak Elev=305.04' Inflow=0.53 cfs 0.033 afPond STMH1: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=0.53 cfs 0.033 af Peak Elev=304.95' Inflow=0.53 cfs 0.033 afPond STMH2: Primary=0.53 cfs 0.033 af Secondary=0.00 cfs 0.000 af Outflow=0.53 cfs 0.033 af Peak Elev=304.50' Inflow=0.00 cfs 0.000 afPond STMH4: 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' Outflow=0.00 cfs 0.000 af Peak Elev=304.15' Inflow=0.52 cfs 0.033 afPond STMH5: Primary=0.52 cfs 0.033 af Secondary=0.00 cfs 0.000 af Outflow=0.52 cfs 0.033 af Inflow=0.08 cfs 0.004 afLink 1L: Primary=0.08 cfs 0.004 af Total Runoff Area = 7.880 ac Runoff Volume = 0.070 af Average Runoff Depth = 0.11" 59.70% Pervious = 4.704 ac 40.30% Impervious = 3.176 ac MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 167HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-1: Runoff = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af, Depth= 0.00" 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 13,378 39 >75% Grass cover, Good, HSG A 1,291 96 Gravel surface, HSG A 10,055 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,724 66 Weighted Average 14,669 59.33% Pervious Area 10,055 40.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 72 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.5 28 0.0160 0.88 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.5 82 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 12.0 182 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 168HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=24,724 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=182' Tc=12.0 min CN=66 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 169HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 170HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-10: [45] Hint: Runoff=Zero 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 75,035 39 >75% Grass cover, Good, HSG A 6,134 96 Gravel surface, HSG A 5,657 98 Paved parking, HSG A 0 98 Roofs, HSG A 86,826 47 Weighted Average 81,169 93.48% Pervious Area 5,657 6.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 39 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 13.1 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 171HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=86,826 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 172HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-10: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 173HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: [45] Hint: Runoff=Zero 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" Area (sf) CN Description 30,079 39 >75% Grass cover, Good, HSG A 2,652 96 Gravel surface, HSG A 2,250 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,981 47 Weighted Average 32,731 93.57% Pervious Area 2,250 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 10 0.0110 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 9 0.0110 0.60 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 6.9 42 0.0110 0.10 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 9.3 61 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 174HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=34,981 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 175HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-11: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 176HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-12: [46] Hint: Tc=0 (Instant runoff peak depends on dt) [45] Hint: Runoff=Zero 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 21,075 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 914 98 Paved parking, HSG A 0 98 Roofs, HSG A 21,989 41 Weighted Average 21,075 95.84% Pervious Area 914 4.16% Impervious Area Subcatchment P1-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=21,989 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=0.0 min CN=41 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 177HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-12: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 178HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-2: Runoff = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af, Depth= 0.25" 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 4,946 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,527 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,946 20.79% Pervious Area 18,840 79.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 179HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=23,786 sf Runoff Volume=0.011 af Runoff Depth=0.25" Flow Length=155' Tc=9.3 min CN=86 0.20 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 180HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.08 0.19 13.00 0.85 0.13 0.02 14.00 0.90 0.15 0.01 15.00 0.94 0.17 0.01 16.00 0.97 0.18 0.01 17.00 0.99 0.19 0.01 18.00 1.01 0.20 0.01 19.00 1.03 0.21 0.00 20.00 1.05 0.22 0.00 21.00 1.06 0.23 0.00 22.00 1.07 0.24 0.00 23.00 1.09 0.24 0.00 24.00 1.10 0.25 0.00 25.00 1.10 0.25 0.00 26.00 1.10 0.25 0.00 27.00 1.10 0.25 0.00 28.00 1.10 0.25 0.00 29.00 1.10 0.25 0.00 30.00 1.10 0.25 0.00 31.00 1.10 0.25 0.00 32.00 1.10 0.25 0.00 33.00 1.10 0.25 0.00 34.00 1.10 0.25 0.00 35.00 1.10 0.25 0.00 36.00 1.10 0.25 0.00 37.00 1.10 0.25 0.00 38.00 1.10 0.25 0.00 39.00 1.10 0.25 0.00 40.00 1.10 0.25 0.00 41.00 1.10 0.25 0.00 42.00 1.10 0.25 0.00 43.00 1.10 0.25 0.00 44.00 1.10 0.25 0.00 45.00 1.10 0.25 0.00 46.00 1.10 0.25 0.00 47.00 1.10 0.25 0.00 48.00 1.10 0.25 0.00 49.00 1.10 0.25 0.00 50.00 1.10 0.25 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.25 0.00 52.00 1.10 0.25 0.00 53.00 1.10 0.25 0.00 54.00 1.10 0.25 0.00 55.00 1.10 0.25 0.00 56.00 1.10 0.25 0.00 57.00 1.10 0.25 0.00 58.00 1.10 0.25 0.00 59.00 1.10 0.25 0.00 60.00 1.10 0.25 0.00 61.00 1.10 0.25 0.00 62.00 1.10 0.25 0.00 63.00 1.10 0.25 0.00 64.00 1.10 0.25 0.00 65.00 1.10 0.25 0.00 66.00 1.10 0.25 0.00 67.00 1.10 0.25 0.00 68.00 1.10 0.25 0.00 69.00 1.10 0.25 0.00 70.00 1.10 0.25 0.00 71.00 1.10 0.25 0.00 72.00 1.10 0.25 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 181HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 0.19 cfs @ 12.03 hrs, Volume= 0.011 af, Depth= 0.25" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 25 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0150 0.80 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.3 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 182HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=23,786 sf Runoff Volume=0.011 af Runoff Depth=0.25" Flow Length=160' Tc=10.3 min CN=86 0.19 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 183HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.08 0.17 13.00 0.85 0.13 0.02 14.00 0.90 0.15 0.01 15.00 0.94 0.17 0.01 16.00 0.97 0.18 0.01 17.00 0.99 0.19 0.01 18.00 1.01 0.20 0.01 19.00 1.03 0.21 0.00 20.00 1.05 0.22 0.00 21.00 1.06 0.23 0.00 22.00 1.07 0.24 0.00 23.00 1.09 0.24 0.00 24.00 1.10 0.25 0.00 25.00 1.10 0.25 0.00 26.00 1.10 0.25 0.00 27.00 1.10 0.25 0.00 28.00 1.10 0.25 0.00 29.00 1.10 0.25 0.00 30.00 1.10 0.25 0.00 31.00 1.10 0.25 0.00 32.00 1.10 0.25 0.00 33.00 1.10 0.25 0.00 34.00 1.10 0.25 0.00 35.00 1.10 0.25 0.00 36.00 1.10 0.25 0.00 37.00 1.10 0.25 0.00 38.00 1.10 0.25 0.00 39.00 1.10 0.25 0.00 40.00 1.10 0.25 0.00 41.00 1.10 0.25 0.00 42.00 1.10 0.25 0.00 43.00 1.10 0.25 0.00 44.00 1.10 0.25 0.00 45.00 1.10 0.25 0.00 46.00 1.10 0.25 0.00 47.00 1.10 0.25 0.00 48.00 1.10 0.25 0.00 49.00 1.10 0.25 0.00 50.00 1.10 0.25 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.25 0.00 52.00 1.10 0.25 0.00 53.00 1.10 0.25 0.00 54.00 1.10 0.25 0.00 55.00 1.10 0.25 0.00 56.00 1.10 0.25 0.00 57.00 1.10 0.25 0.00 58.00 1.10 0.25 0.00 59.00 1.10 0.25 0.00 60.00 1.10 0.25 0.00 61.00 1.10 0.25 0.00 62.00 1.10 0.25 0.00 63.00 1.10 0.25 0.00 64.00 1.10 0.25 0.00 65.00 1.10 0.25 0.00 66.00 1.10 0.25 0.00 67.00 1.10 0.25 0.00 68.00 1.10 0.25 0.00 69.00 1.10 0.25 0.00 70.00 1.10 0.25 0.00 71.00 1.10 0.25 0.00 72.00 1.10 0.25 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 184HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-4: Runoff = 0.15 cfs @ 12.07 hrs, Volume= 0.010 af, Depth= 0.22" 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 5,283 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,190 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,283 22.21% Pervious Area 18,503 77.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 38 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 12.6 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 185HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=23,786 sf Runoff Volume=0.010 af Runoff Depth=0.22" Flow Length=160' Tc=12.6 min CN=85 0.15 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 186HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.07 0.11 13.00 0.85 0.11 0.02 14.00 0.90 0.13 0.01 15.00 0.94 0.15 0.01 16.00 0.97 0.16 0.01 17.00 0.99 0.17 0.01 18.00 1.01 0.18 0.01 19.00 1.03 0.19 0.00 20.00 1.05 0.20 0.00 21.00 1.06 0.20 0.00 22.00 1.07 0.21 0.00 23.00 1.09 0.22 0.00 24.00 1.10 0.22 0.00 25.00 1.10 0.22 0.00 26.00 1.10 0.22 0.00 27.00 1.10 0.22 0.00 28.00 1.10 0.22 0.00 29.00 1.10 0.22 0.00 30.00 1.10 0.22 0.00 31.00 1.10 0.22 0.00 32.00 1.10 0.22 0.00 33.00 1.10 0.22 0.00 34.00 1.10 0.22 0.00 35.00 1.10 0.22 0.00 36.00 1.10 0.22 0.00 37.00 1.10 0.22 0.00 38.00 1.10 0.22 0.00 39.00 1.10 0.22 0.00 40.00 1.10 0.22 0.00 41.00 1.10 0.22 0.00 42.00 1.10 0.22 0.00 43.00 1.10 0.22 0.00 44.00 1.10 0.22 0.00 45.00 1.10 0.22 0.00 46.00 1.10 0.22 0.00 47.00 1.10 0.22 0.00 48.00 1.10 0.22 0.00 49.00 1.10 0.22 0.00 50.00 1.10 0.22 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.22 0.00 52.00 1.10 0.22 0.00 53.00 1.10 0.22 0.00 54.00 1.10 0.22 0.00 55.00 1.10 0.22 0.00 56.00 1.10 0.22 0.00 57.00 1.10 0.22 0.00 58.00 1.10 0.22 0.00 59.00 1.10 0.22 0.00 60.00 1.10 0.22 0.00 61.00 1.10 0.22 0.00 62.00 1.10 0.22 0.00 63.00 1.10 0.22 0.00 64.00 1.10 0.22 0.00 65.00 1.10 0.22 0.00 66.00 1.10 0.22 0.00 67.00 1.10 0.22 0.00 68.00 1.10 0.22 0.00 69.00 1.10 0.22 0.00 70.00 1.10 0.22 0.00 71.00 1.10 0.22 0.00 72.00 1.10 0.22 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 187HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-5: Runoff = 0.18 cfs @ 12.05 hrs, Volume= 0.011 af, Depth= 0.25" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 30 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 15 0.0150 0.76 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 188HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=23,786 sf Runoff Volume=0.011 af Runoff Depth=0.25" Flow Length=160' Tc=11.2 min CN=86 0.18 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 189HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.08 0.16 13.00 0.85 0.13 0.02 14.00 0.90 0.15 0.01 15.00 0.94 0.17 0.01 16.00 0.97 0.18 0.01 17.00 0.99 0.19 0.01 18.00 1.01 0.20 0.01 19.00 1.03 0.21 0.00 20.00 1.05 0.22 0.00 21.00 1.06 0.23 0.00 22.00 1.07 0.24 0.00 23.00 1.09 0.24 0.00 24.00 1.10 0.25 0.00 25.00 1.10 0.25 0.00 26.00 1.10 0.25 0.00 27.00 1.10 0.25 0.00 28.00 1.10 0.25 0.00 29.00 1.10 0.25 0.00 30.00 1.10 0.25 0.00 31.00 1.10 0.25 0.00 32.00 1.10 0.25 0.00 33.00 1.10 0.25 0.00 34.00 1.10 0.25 0.00 35.00 1.10 0.25 0.00 36.00 1.10 0.25 0.00 37.00 1.10 0.25 0.00 38.00 1.10 0.25 0.00 39.00 1.10 0.25 0.00 40.00 1.10 0.25 0.00 41.00 1.10 0.25 0.00 42.00 1.10 0.25 0.00 43.00 1.10 0.25 0.00 44.00 1.10 0.25 0.00 45.00 1.10 0.25 0.00 46.00 1.10 0.25 0.00 47.00 1.10 0.25 0.00 48.00 1.10 0.25 0.00 49.00 1.10 0.25 0.00 50.00 1.10 0.25 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.25 0.00 52.00 1.10 0.25 0.00 53.00 1.10 0.25 0.00 54.00 1.10 0.25 0.00 55.00 1.10 0.25 0.00 56.00 1.10 0.25 0.00 57.00 1.10 0.25 0.00 58.00 1.10 0.25 0.00 59.00 1.10 0.25 0.00 60.00 1.10 0.25 0.00 61.00 1.10 0.25 0.00 62.00 1.10 0.25 0.00 63.00 1.10 0.25 0.00 64.00 1.10 0.25 0.00 65.00 1.10 0.25 0.00 66.00 1.10 0.25 0.00 67.00 1.10 0.25 0.00 68.00 1.10 0.25 0.00 69.00 1.10 0.25 0.00 70.00 1.10 0.25 0.00 71.00 1.10 0.25 0.00 72.00 1.10 0.25 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 190HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af, Depth= 0.25" 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 4,942 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,526 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,781 86 Weighted Average 4,942 20.78% Pervious Area 18,839 79.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 191HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=23,781 sf Runoff Volume=0.011 af Runoff Depth=0.25" Flow Length=155' Tc=9.3 min CN=86 0.20 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 192HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-6: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.08 0.19 13.00 0.85 0.13 0.02 14.00 0.90 0.15 0.01 15.00 0.94 0.17 0.01 16.00 0.97 0.18 0.01 17.00 0.99 0.19 0.01 18.00 1.01 0.20 0.01 19.00 1.03 0.21 0.00 20.00 1.05 0.22 0.00 21.00 1.06 0.23 0.00 22.00 1.07 0.24 0.00 23.00 1.09 0.24 0.00 24.00 1.10 0.25 0.00 25.00 1.10 0.25 0.00 26.00 1.10 0.25 0.00 27.00 1.10 0.25 0.00 28.00 1.10 0.25 0.00 29.00 1.10 0.25 0.00 30.00 1.10 0.25 0.00 31.00 1.10 0.25 0.00 32.00 1.10 0.25 0.00 33.00 1.10 0.25 0.00 34.00 1.10 0.25 0.00 35.00 1.10 0.25 0.00 36.00 1.10 0.25 0.00 37.00 1.10 0.25 0.00 38.00 1.10 0.25 0.00 39.00 1.10 0.25 0.00 40.00 1.10 0.25 0.00 41.00 1.10 0.25 0.00 42.00 1.10 0.25 0.00 43.00 1.10 0.25 0.00 44.00 1.10 0.25 0.00 45.00 1.10 0.25 0.00 46.00 1.10 0.25 0.00 47.00 1.10 0.25 0.00 48.00 1.10 0.25 0.00 49.00 1.10 0.25 0.00 50.00 1.10 0.25 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.25 0.00 52.00 1.10 0.25 0.00 53.00 1.10 0.25 0.00 54.00 1.10 0.25 0.00 55.00 1.10 0.25 0.00 56.00 1.10 0.25 0.00 57.00 1.10 0.25 0.00 58.00 1.10 0.25 0.00 59.00 1.10 0.25 0.00 60.00 1.10 0.25 0.00 61.00 1.10 0.25 0.00 62.00 1.10 0.25 0.00 63.00 1.10 0.25 0.00 64.00 1.10 0.25 0.00 65.00 1.10 0.25 0.00 66.00 1.10 0.25 0.00 67.00 1.10 0.25 0.00 68.00 1.10 0.25 0.00 69.00 1.10 0.25 0.00 70.00 1.10 0.25 0.00 71.00 1.10 0.25 0.00 72.00 1.10 0.25 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 193HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-7: Runoff = 0.15 cfs @ 12.06 hrs, Volume= 0.010 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 5,276 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,197 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,276 22.18% Pervious Area 18,510 77.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 37 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 48 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.4 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 194HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=23,786 sf Runoff Volume=0.010 af Runoff Depth=0.22" Flow Length=160' Tc=12.4 min CN=85 0.15 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 195HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-7: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.07 0.12 13.00 0.85 0.11 0.02 14.00 0.90 0.13 0.01 15.00 0.94 0.15 0.01 16.00 0.97 0.16 0.01 17.00 0.99 0.17 0.01 18.00 1.01 0.18 0.01 19.00 1.03 0.19 0.00 20.00 1.05 0.20 0.00 21.00 1.06 0.20 0.00 22.00 1.07 0.21 0.00 23.00 1.09 0.22 0.00 24.00 1.10 0.22 0.00 25.00 1.10 0.22 0.00 26.00 1.10 0.22 0.00 27.00 1.10 0.22 0.00 28.00 1.10 0.22 0.00 29.00 1.10 0.22 0.00 30.00 1.10 0.22 0.00 31.00 1.10 0.22 0.00 32.00 1.10 0.22 0.00 33.00 1.10 0.22 0.00 34.00 1.10 0.22 0.00 35.00 1.10 0.22 0.00 36.00 1.10 0.22 0.00 37.00 1.10 0.22 0.00 38.00 1.10 0.22 0.00 39.00 1.10 0.22 0.00 40.00 1.10 0.22 0.00 41.00 1.10 0.22 0.00 42.00 1.10 0.22 0.00 43.00 1.10 0.22 0.00 44.00 1.10 0.22 0.00 45.00 1.10 0.22 0.00 46.00 1.10 0.22 0.00 47.00 1.10 0.22 0.00 48.00 1.10 0.22 0.00 49.00 1.10 0.22 0.00 50.00 1.10 0.22 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.22 0.00 52.00 1.10 0.22 0.00 53.00 1.10 0.22 0.00 54.00 1.10 0.22 0.00 55.00 1.10 0.22 0.00 56.00 1.10 0.22 0.00 57.00 1.10 0.22 0.00 58.00 1.10 0.22 0.00 59.00 1.10 0.22 0.00 60.00 1.10 0.22 0.00 61.00 1.10 0.22 0.00 62.00 1.10 0.22 0.00 63.00 1.10 0.22 0.00 64.00 1.10 0.22 0.00 65.00 1.10 0.22 0.00 66.00 1.10 0.22 0.00 67.00 1.10 0.22 0.00 68.00 1.10 0.22 0.00 69.00 1.10 0.22 0.00 70.00 1.10 0.22 0.00 71.00 1.10 0.22 0.00 72.00 1.10 0.22 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 196HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-8: Runoff = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af, Depth= 0.28" Routed to Pond CB8 : 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 1,377 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 5,870 98 Paved parking, HSG A 0 98 Roofs, HSG A 7,247 87 Weighted Average 1,377 19.00% Pervious Area 5,870 81.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 26 0.0200 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" 2.0 6 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 1.0 63 0.0160 1.04 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 67 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 7.2 167 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 197HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=7,247 sf Runoff Volume=0.004 af Runoff Depth=0.28" Flow Length=167' Tc=7.2 min CN=87 0.08 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 198HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-8: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.10 0.08 13.00 0.85 0.15 0.01 14.00 0.90 0.17 0.00 15.00 0.94 0.19 0.00 16.00 0.97 0.21 0.00 17.00 0.99 0.22 0.00 18.00 1.01 0.23 0.00 19.00 1.03 0.24 0.00 20.00 1.05 0.25 0.00 21.00 1.06 0.26 0.00 22.00 1.07 0.27 0.00 23.00 1.09 0.27 0.00 24.00 1.10 0.28 0.00 25.00 1.10 0.28 0.00 26.00 1.10 0.28 0.00 27.00 1.10 0.28 0.00 28.00 1.10 0.28 0.00 29.00 1.10 0.28 0.00 30.00 1.10 0.28 0.00 31.00 1.10 0.28 0.00 32.00 1.10 0.28 0.00 33.00 1.10 0.28 0.00 34.00 1.10 0.28 0.00 35.00 1.10 0.28 0.00 36.00 1.10 0.28 0.00 37.00 1.10 0.28 0.00 38.00 1.10 0.28 0.00 39.00 1.10 0.28 0.00 40.00 1.10 0.28 0.00 41.00 1.10 0.28 0.00 42.00 1.10 0.28 0.00 43.00 1.10 0.28 0.00 44.00 1.10 0.28 0.00 45.00 1.10 0.28 0.00 46.00 1.10 0.28 0.00 47.00 1.10 0.28 0.00 48.00 1.10 0.28 0.00 49.00 1.10 0.28 0.00 50.00 1.10 0.28 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.28 0.00 52.00 1.10 0.28 0.00 53.00 1.10 0.28 0.00 54.00 1.10 0.28 0.00 55.00 1.10 0.28 0.00 56.00 1.10 0.28 0.00 57.00 1.10 0.28 0.00 58.00 1.10 0.28 0.00 59.00 1.10 0.28 0.00 60.00 1.10 0.28 0.00 61.00 1.10 0.28 0.00 62.00 1.10 0.28 0.00 63.00 1.10 0.28 0.00 64.00 1.10 0.28 0.00 65.00 1.10 0.28 0.00 66.00 1.10 0.28 0.00 67.00 1.10 0.28 0.00 68.00 1.10 0.28 0.00 69.00 1.10 0.28 0.00 70.00 1.10 0.28 0.00 71.00 1.10 0.28 0.00 72.00 1.10 0.28 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 199HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-9: [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 22,907 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 1,288 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,782 43 Weighted Average 23,494 94.80% Pervious Area 1,288 5.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 200HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 90% Rainfall=1.10" Runoff Area=24,782 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 201HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-9: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.05 0.00 0.00 5.00 0.07 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.11 0.00 0.00 8.00 0.13 0.00 0.00 9.00 0.16 0.00 0.00 10.00 0.20 0.00 0.00 11.00 0.26 0.00 0.00 12.00 0.73 0.00 0.00 13.00 0.85 0.00 0.00 14.00 0.90 0.00 0.00 15.00 0.94 0.00 0.00 16.00 0.97 0.00 0.00 17.00 0.99 0.00 0.00 18.00 1.01 0.00 0.00 19.00 1.03 0.00 0.00 20.00 1.05 0.00 0.00 21.00 1.06 0.00 0.00 22.00 1.07 0.00 0.00 23.00 1.09 0.00 0.00 24.00 1.10 0.00 0.00 25.00 1.10 0.00 0.00 26.00 1.10 0.00 0.00 27.00 1.10 0.00 0.00 28.00 1.10 0.00 0.00 29.00 1.10 0.00 0.00 30.00 1.10 0.00 0.00 31.00 1.10 0.00 0.00 32.00 1.10 0.00 0.00 33.00 1.10 0.00 0.00 34.00 1.10 0.00 0.00 35.00 1.10 0.00 0.00 36.00 1.10 0.00 0.00 37.00 1.10 0.00 0.00 38.00 1.10 0.00 0.00 39.00 1.10 0.00 0.00 40.00 1.10 0.00 0.00 41.00 1.10 0.00 0.00 42.00 1.10 0.00 0.00 43.00 1.10 0.00 0.00 44.00 1.10 0.00 0.00 45.00 1.10 0.00 0.00 46.00 1.10 0.00 0.00 47.00 1.10 0.00 0.00 48.00 1.10 0.00 0.00 49.00 1.10 0.00 0.00 50.00 1.10 0.00 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 1.10 0.00 0.00 52.00 1.10 0.00 0.00 53.00 1.10 0.00 0.00 54.00 1.10 0.00 0.00 55.00 1.10 0.00 0.00 56.00 1.10 0.00 0.00 57.00 1.10 0.00 0.00 58.00 1.10 0.00 0.00 59.00 1.10 0.00 0.00 60.00 1.10 0.00 0.00 61.00 1.10 0.00 0.00 62.00 1.10 0.00 0.00 63.00 1.10 0.00 0.00 64.00 1.10 0.00 0.00 65.00 1.10 0.00 0.00 66.00 1.10 0.00 0.00 67.00 1.10 0.00 0.00 68.00 1.10 0.00 0.00 69.00 1.10 0.00 0.00 70.00 1.10 0.00 0.00 71.00 1.10 0.00 0.00 72.00 1.10 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 202HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 1.993 ac, 6.52% 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 CB10 : 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= 17.3 sf, Capacity= 47.26 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 1,000.0' Slope= 0.0020 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 1R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.993 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 cfs 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 203HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 310.00 0.00 1.00 0.00 310.00 0.00 2.00 0.00 310.00 0.00 3.00 0.00 310.00 0.00 4.00 0.00 310.00 0.00 5.00 0.00 310.00 0.00 6.00 0.00 310.00 0.00 7.00 0.00 310.00 0.00 8.00 0.00 310.00 0.00 9.00 0.00 310.00 0.00 10.00 0.00 310.00 0.00 11.00 0.00 310.00 0.00 12.00 0.00 310.00 0.00 13.00 0.00 310.00 0.00 14.00 0.00 310.00 0.00 15.00 0.00 310.00 0.00 16.00 0.00 310.00 0.00 17.00 0.00 310.00 0.00 18.00 0.00 310.00 0.00 19.00 0.00 310.00 0.00 20.00 0.00 310.00 0.00 21.00 0.00 310.00 0.00 22.00 0.00 310.00 0.00 23.00 0.00 310.00 0.00 24.00 0.00 310.00 0.00 25.00 0.00 310.00 0.00 26.00 0.00 310.00 0.00 27.00 0.00 310.00 0.00 28.00 0.00 310.00 0.00 29.00 0.00 310.00 0.00 30.00 0.00 310.00 0.00 31.00 0.00 310.00 0.00 32.00 0.00 310.00 0.00 33.00 0.00 310.00 0.00 34.00 0.00 310.00 0.00 35.00 0.00 310.00 0.00 36.00 0.00 310.00 0.00 37.00 0.00 310.00 0.00 38.00 0.00 310.00 0.00 39.00 0.00 310.00 0.00 40.00 0.00 310.00 0.00 41.00 0.00 310.00 0.00 42.00 0.00 310.00 0.00 43.00 0.00 310.00 0.00 44.00 0.00 310.00 0.00 45.00 0.00 310.00 0.00 46.00 0.00 310.00 0.00 47.00 0.00 310.00 0.00 48.00 0.00 310.00 0.00 49.00 0.00 310.00 0.00 50.00 0.00 310.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 51.00 0.00 310.00 0.00 52.00 0.00 310.00 0.00 53.00 0.00 310.00 0.00 54.00 0.00 310.00 0.00 55.00 0.00 310.00 0.00 56.00 0.00 310.00 0.00 57.00 0.00 310.00 0.00 58.00 0.00 310.00 0.00 59.00 0.00 310.00 0.00 60.00 0.00 310.00 0.00 61.00 0.00 310.00 0.00 62.00 0.00 310.00 0.00 63.00 0.00 310.00 0.00 64.00 0.00 310.00 0.00 65.00 0.00 310.00 0.00 66.00 0.00 310.00 0.00 67.00 0.00 310.00 0.00 68.00 0.00 310.00 0.00 69.00 0.00 310.00 0.00 70.00 0.00 310.00 0.00 71.00 0.00 310.00 0.00 72.00 0.00 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 204HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Inflow Area = 0.803 ac, 6.43% 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 CB10 : 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= 17.3 sf, Capacity= 66.83 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 500.0' Slope= 0.0040 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 2R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.803 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 205HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 310.00 0.00 1.00 0.00 310.00 0.00 2.00 0.00 310.00 0.00 3.00 0.00 310.00 0.00 4.00 0.00 310.00 0.00 5.00 0.00 310.00 0.00 6.00 0.00 310.00 0.00 7.00 0.00 310.00 0.00 8.00 0.00 310.00 0.00 9.00 0.00 310.00 0.00 10.00 0.00 310.00 0.00 11.00 0.00 310.00 0.00 12.00 0.00 310.00 0.00 13.00 0.00 310.00 0.00 14.00 0.00 310.00 0.00 15.00 0.00 310.00 0.00 16.00 0.00 310.00 0.00 17.00 0.00 310.00 0.00 18.00 0.00 310.00 0.00 19.00 0.00 310.00 0.00 20.00 0.00 310.00 0.00 21.00 0.00 310.00 0.00 22.00 0.00 310.00 0.00 23.00 0.00 310.00 0.00 24.00 0.00 310.00 0.00 25.00 0.00 310.00 0.00 26.00 0.00 310.00 0.00 27.00 0.00 310.00 0.00 28.00 0.00 310.00 0.00 29.00 0.00 310.00 0.00 30.00 0.00 310.00 0.00 31.00 0.00 310.00 0.00 32.00 0.00 310.00 0.00 33.00 0.00 310.00 0.00 34.00 0.00 310.00 0.00 35.00 0.00 310.00 0.00 36.00 0.00 310.00 0.00 37.00 0.00 310.00 0.00 38.00 0.00 310.00 0.00 39.00 0.00 310.00 0.00 40.00 0.00 310.00 0.00 41.00 0.00 310.00 0.00 42.00 0.00 310.00 0.00 43.00 0.00 310.00 0.00 44.00 0.00 310.00 0.00 45.00 0.00 310.00 0.00 46.00 0.00 310.00 0.00 47.00 0.00 310.00 0.00 48.00 0.00 310.00 0.00 49.00 0.00 310.00 0.00 50.00 0.00 310.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 51.00 0.00 310.00 0.00 52.00 0.00 310.00 0.00 53.00 0.00 310.00 0.00 54.00 0.00 310.00 0.00 55.00 0.00 310.00 0.00 56.00 0.00 310.00 0.00 57.00 0.00 310.00 0.00 58.00 0.00 310.00 0.00 59.00 0.00 310.00 0.00 60.00 0.00 310.00 0.00 61.00 0.00 310.00 0.00 62.00 0.00 310.00 0.00 63.00 0.00 310.00 0.00 64.00 0.00 310.00 0.00 65.00 0.00 310.00 0.00 66.00 0.00 310.00 0.00 67.00 0.00 310.00 0.00 68.00 0.00 310.00 0.00 69.00 0.00 310.00 0.00 70.00 0.00 310.00 0.00 71.00 0.00 310.00 0.00 72.00 0.00 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 206HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: Inflow Area = 0.568 ac, 40.67% Impervious, Inflow Depth = 0.00" for 90% event Inflow = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.01' @ 24.02 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.00' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 24.02 hrs HW=306.01' TW=305.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.00 cfs @ 0.21 fps) Pond CB1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Inflow Area=0.568 ac Peak Elev=306.01' 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 207HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.00 0.00 1.00 0.00 306.00 0.00 2.00 0.00 306.00 0.00 3.00 0.00 306.00 0.00 4.00 0.00 306.00 0.00 5.00 0.00 306.00 0.00 6.00 0.00 306.00 0.00 7.00 0.00 306.00 0.00 8.00 0.00 306.00 0.00 9.00 0.00 306.00 0.00 10.00 0.00 306.00 0.00 11.00 0.00 306.00 0.00 12.00 0.00 306.00 0.00 13.00 0.00 306.00 0.00 14.00 0.00 306.00 0.00 15.00 0.00 306.00 0.00 16.00 0.00 306.00 0.00 17.00 0.00 306.00 0.00 18.00 0.00 306.00 0.00 19.00 0.00 306.00 0.00 20.00 0.00 306.01 0.00 21.00 0.00 306.01 0.00 22.00 0.00 306.01 0.00 23.00 0.00 306.01 0.00 24.00 0.00 306.01 0.00 25.00 0.00 306.00 0.00 26.00 0.00 306.00 0.00 27.00 0.00 306.00 0.00 28.00 0.00 306.00 0.00 29.00 0.00 306.00 0.00 30.00 0.00 306.00 0.00 31.00 0.00 306.00 0.00 32.00 0.00 306.00 0.00 33.00 0.00 306.00 0.00 34.00 0.00 306.00 0.00 35.00 0.00 306.00 0.00 36.00 0.00 306.00 0.00 37.00 0.00 306.00 0.00 38.00 0.00 306.00 0.00 39.00 0.00 306.00 0.00 40.00 0.00 306.00 0.00 41.00 0.00 306.00 0.00 42.00 0.00 306.00 0.00 43.00 0.00 306.00 0.00 44.00 0.00 306.00 0.00 45.00 0.00 306.00 0.00 46.00 0.00 306.00 0.00 47.00 0.00 306.00 0.00 48.00 0.00 306.00 0.00 49.00 0.00 306.00 0.00 50.00 0.00 306.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.00 0.00 52.00 0.00 306.00 0.00 53.00 0.00 306.00 0.00 54.00 0.00 306.00 0.00 55.00 0.00 306.00 0.00 56.00 0.00 306.00 0.00 57.00 0.00 306.00 0.00 58.00 0.00 306.00 0.00 59.00 0.00 306.00 0.00 60.00 0.00 306.00 0.00 61.00 0.00 306.00 0.00 62.00 0.00 306.00 0.00 63.00 0.00 306.00 0.00 64.00 0.00 306.00 0.00 65.00 0.00 306.00 0.00 66.00 0.00 306.00 0.00 67.00 0.00 306.00 0.00 68.00 0.00 306.00 0.00 69.00 0.00 306.00 0.00 70.00 0.00 306.00 0.00 71.00 0.00 306.00 0.00 72.00 0.00 306.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 208HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB10: Inflow Area = 2.796 ac, 6.49% 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= 305.70' @ 0.00 hrs Flood Elev= 308.00' Device Routing Invert Outlet Devices #1 Primary 305.70'6.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.70' / 305.45' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=305.70' TW=304.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB10: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.796 ac Peak Elev=305.70' 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 209HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB10: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.70 0.00 1.00 0.00 305.70 0.00 2.00 0.00 305.70 0.00 3.00 0.00 305.70 0.00 4.00 0.00 305.70 0.00 5.00 0.00 305.70 0.00 6.00 0.00 305.70 0.00 7.00 0.00 305.70 0.00 8.00 0.00 305.70 0.00 9.00 0.00 305.70 0.00 10.00 0.00 305.70 0.00 11.00 0.00 305.70 0.00 12.00 0.00 305.70 0.00 13.00 0.00 305.70 0.00 14.00 0.00 305.70 0.00 15.00 0.00 305.70 0.00 16.00 0.00 305.70 0.00 17.00 0.00 305.70 0.00 18.00 0.00 305.70 0.00 19.00 0.00 305.70 0.00 20.00 0.00 305.70 0.00 21.00 0.00 305.70 0.00 22.00 0.00 305.70 0.00 23.00 0.00 305.70 0.00 24.00 0.00 305.70 0.00 25.00 0.00 305.70 0.00 26.00 0.00 305.70 0.00 27.00 0.00 305.70 0.00 28.00 0.00 305.70 0.00 29.00 0.00 305.70 0.00 30.00 0.00 305.70 0.00 31.00 0.00 305.70 0.00 32.00 0.00 305.70 0.00 33.00 0.00 305.70 0.00 34.00 0.00 305.70 0.00 35.00 0.00 305.70 0.00 36.00 0.00 305.70 0.00 37.00 0.00 305.70 0.00 38.00 0.00 305.70 0.00 39.00 0.00 305.70 0.00 40.00 0.00 305.70 0.00 41.00 0.00 305.70 0.00 42.00 0.00 305.70 0.00 43.00 0.00 305.70 0.00 44.00 0.00 305.70 0.00 45.00 0.00 305.70 0.00 46.00 0.00 305.70 0.00 47.00 0.00 305.70 0.00 48.00 0.00 305.70 0.00 49.00 0.00 305.70 0.00 50.00 0.00 305.70 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.70 0.00 52.00 0.00 305.70 0.00 53.00 0.00 305.70 0.00 54.00 0.00 305.70 0.00 55.00 0.00 305.70 0.00 56.00 0.00 305.70 0.00 57.00 0.00 305.70 0.00 58.00 0.00 305.70 0.00 59.00 0.00 305.70 0.00 60.00 0.00 305.70 0.00 61.00 0.00 305.70 0.00 62.00 0.00 305.70 0.00 63.00 0.00 305.70 0.00 64.00 0.00 305.70 0.00 65.00 0.00 305.70 0.00 66.00 0.00 305.70 0.00 67.00 0.00 305.70 0.00 68.00 0.00 305.70 0.00 69.00 0.00 305.70 0.00 70.00 0.00 305.70 0.00 71.00 0.00 305.70 0.00 72.00 0.00 305.70 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 210HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: Inflow Area = 1.114 ac, 59.57% Impervious, Inflow Depth = 0.12" for 90% event Inflow = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af Outflow = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.02 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 Peak Elev= 305.38' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.20 cfs @ 12.02 hrs HW=305.38' TW=305.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.20 cfs @ 1.42 fps) Pond CB2: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.114 ac Peak Elev=305.38' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 0.20 cfs 0.20 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 211HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB2: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.10 0.00 6.00 0.00 305.10 0.00 7.00 0.00 305.10 0.00 8.00 0.00 305.10 0.00 9.00 0.00 305.10 0.00 10.00 0.00 305.10 0.00 11.00 0.00 305.10 0.00 12.00 0.19 305.37 0.19 13.00 0.02 305.18 0.02 14.00 0.01 305.16 0.01 15.00 0.01 305.16 0.01 16.00 0.01 305.15 0.01 17.00 0.01 305.15 0.01 18.00 0.01 305.15 0.01 19.00 0.00 305.14 0.00 20.00 0.00 305.14 0.00 21.00 0.00 305.14 0.00 22.00 0.00 305.14 0.00 23.00 0.00 305.14 0.00 24.00 0.00 305.14 0.00 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 212HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 0.25" for 90% event Inflow = 0.19 cfs @ 12.03 hrs, Volume= 0.011 af Outflow = 0.19 cfs @ 12.03 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.03 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= 306.37' @ 12.04 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.19 cfs @ 12.03 hrs HW=306.37' TW=305.45' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.19 cfs @ 1.64 fps) Pond CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.546 ac Peak Elev=306.37' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 0.19 cfs 0.19 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 213HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.10 0.00 8.00 0.00 306.10 0.00 9.00 0.00 306.10 0.00 10.00 0.00 306.10 0.00 11.00 0.00 306.10 0.00 12.00 0.17 306.36 0.17 13.00 0.02 306.18 0.02 14.00 0.01 306.17 0.01 15.00 0.01 306.16 0.01 16.00 0.01 306.16 0.01 17.00 0.01 306.15 0.01 18.00 0.01 306.15 0.01 19.00 0.00 306.15 0.00 20.00 0.00 306.14 0.00 21.00 0.00 306.14 0.00 22.00 0.00 306.14 0.00 23.00 0.00 306.14 0.00 24.00 0.00 306.14 0.00 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 214HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: Inflow Area = 1.092 ac, 78.42% Impervious, Inflow Depth = 0.24" for 90% event Inflow = 0.33 cfs @ 12.05 hrs, Volume= 0.021 af Outflow = 0.33 cfs @ 12.05 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.05 hrs, Volume= 0.021 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.46' @ 12.05 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.33 cfs @ 12.05 hrs HW=305.46' TW=305.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.33 cfs @ 1.73 fps) Pond CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.092 ac Peak Elev=305.46' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 0.33 cfs 0.33 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 215HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.10 0.00 6.00 0.00 305.10 0.00 7.00 0.00 305.10 0.00 8.00 0.00 305.10 0.00 9.00 0.00 305.10 0.00 10.00 0.00 305.10 0.00 11.00 0.00 305.10 0.00 12.00 0.29 305.43 0.29 13.00 0.03 305.21 0.03 14.00 0.02 305.19 0.02 15.00 0.02 305.18 0.02 16.00 0.01 305.17 0.01 17.00 0.01 305.17 0.01 18.00 0.01 305.16 0.01 19.00 0.01 305.16 0.01 20.00 0.01 305.16 0.01 21.00 0.01 305.15 0.01 22.00 0.01 305.15 0.01 23.00 0.01 305.15 0.01 24.00 0.01 305.15 0.01 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 216HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB5: Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 0.25" for 90% event Inflow = 0.18 cfs @ 12.05 hrs, Volume= 0.011 af Outflow = 0.18 cfs @ 12.05 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 12.05 hrs, Volume= 0.011 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.36' @ 12.05 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.18 cfs @ 12.05 hrs HW=306.36' TW=304.23' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.18 cfs @ 1.71 fps) Pond CB5: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.546 ac Peak Elev=306.36' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 0.18 cfs 0.18 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 217HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB5: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.10 0.00 8.00 0.00 306.10 0.00 9.00 0.00 306.10 0.00 10.00 0.00 306.10 0.00 11.00 0.00 306.10 0.00 12.00 0.16 306.34 0.16 13.00 0.02 306.18 0.02 14.00 0.01 306.17 0.01 15.00 0.01 306.16 0.01 16.00 0.01 306.15 0.01 17.00 0.01 306.15 0.01 18.00 0.01 306.15 0.01 19.00 0.00 306.15 0.00 20.00 0.00 306.14 0.00 21.00 0.00 306.14 0.00 22.00 0.00 306.14 0.00 23.00 0.00 306.14 0.00 24.00 0.00 306.14 0.00 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 218HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB6: Inflow Area = 0.546 ac, 79.22% Impervious, Inflow Depth = 0.25" for 90% event Inflow = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af Outflow = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.02 hrs, Volume= 0.011 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.37' @ 12.02 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.02 hrs HW=306.37' TW=304.23' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.20 cfs @ 1.75 fps) Pond CB6: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.546 ac Peak Elev=306.37' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 0.20 cfs 0.20 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 219HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB6: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.10 0.00 6.00 0.00 306.10 0.00 7.00 0.00 306.10 0.00 8.00 0.00 306.10 0.00 9.00 0.00 306.10 0.00 10.00 0.00 306.10 0.00 11.00 0.00 306.10 0.00 12.00 0.19 306.36 0.19 13.00 0.02 306.18 0.02 14.00 0.01 306.17 0.01 15.00 0.01 306.16 0.01 16.00 0.01 306.15 0.01 17.00 0.01 306.15 0.01 18.00 0.01 306.15 0.01 19.00 0.00 306.15 0.00 20.00 0.00 306.14 0.00 21.00 0.00 306.14 0.00 22.00 0.00 306.14 0.00 23.00 0.00 306.14 0.00 24.00 0.00 306.14 0.00 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 220HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB7: Inflow Area = 1.638 ac, 78.70% Impervious, Inflow Depth = 0.24" for 90% event Inflow = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.23' @ 12.05 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.75' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.52 cfs @ 12.04 hrs HW=304.23' TW=304.15' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.52 cfs @ 1.55 fps) Pond CB7: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.638 ac Peak Elev=304.23' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 0.52 cfs 0.52 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 221HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB7: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.80 0.00 6.00 0.00 303.80 0.00 7.00 0.00 303.80 0.00 8.00 0.00 303.80 0.00 9.00 0.00 303.80 0.00 10.00 0.00 303.80 0.00 11.00 0.00 303.80 0.00 12.00 0.47 304.20 0.47 13.00 0.05 303.93 0.05 14.00 0.03 303.90 0.03 15.00 0.03 303.89 0.03 16.00 0.02 303.88 0.02 17.00 0.02 303.87 0.02 18.00 0.02 303.87 0.02 19.00 0.01 303.86 0.01 20.00 0.01 303.86 0.01 21.00 0.01 303.86 0.01 22.00 0.01 303.86 0.01 23.00 0.01 303.86 0.01 24.00 0.01 303.86 0.01 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 222HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB8: Inflow Area = 6.806 ac, 45.91% Impervious, Inflow Depth = 0.01" for 90% event Inflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af Outflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af Routed to Pond CB9 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.94' @ 12.00 hrs Flood Elev= 308.10' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.31' S= 0.0044 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.08 cfs @ 12.00 hrs HW=303.94' TW=303.36' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.08 cfs @ 1.23 fps) Pond CB8: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=6.806 ac Peak Elev=303.94' 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' 0.08 cfs 0.08 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 223HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB8: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.80 0.00 6.00 0.00 303.80 0.00 7.00 0.00 303.80 0.00 8.00 0.00 303.80 0.00 9.00 0.00 303.80 0.00 10.00 0.00 303.80 0.00 11.00 0.00 303.80 0.00 12.00 0.08 303.94 0.08 13.00 0.01 303.84 0.01 14.00 0.00 303.83 0.00 15.00 0.00 303.83 0.00 16.00 0.00 303.83 0.00 17.00 0.00 303.83 0.00 18.00 0.00 303.82 0.00 19.00 0.00 303.82 0.00 20.00 0.00 303.82 0.00 21.00 0.00 303.82 0.00 22.00 0.00 303.82 0.00 23.00 0.00 303.82 0.00 24.00 0.00 303.82 0.00 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 224HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB9: Inflow Area = 7.375 ac, 42.77% Impervious, Inflow Depth = 0.01" for 90% event Inflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af Outflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.36' @ 12.00 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=0.08 cfs @ 12.00 hrs HW=303.36' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.08 cfs @ 1.51 fps) Pond CB9: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=7.375 ac Peak Elev=303.36' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 0.08 cfs 0.08 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 225HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB9: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.21 0.00 6.00 0.00 303.21 0.00 7.00 0.00 303.21 0.00 8.00 0.00 303.21 0.00 9.00 0.00 303.21 0.00 10.00 0.00 303.21 0.00 11.00 0.00 303.21 0.00 12.00 0.08 303.36 0.08 13.00 0.01 303.25 0.01 14.00 0.00 303.25 0.00 15.00 0.00 303.24 0.00 16.00 0.00 303.24 0.00 17.00 0.00 303.24 0.00 18.00 0.00 303.24 0.00 19.00 0.00 303.23 0.00 20.00 0.00 303.23 0.00 21.00 0.00 303.23 0.00 22.00 0.00 303.23 0.00 23.00 0.00 303.23 0.00 24.00 0.00 303.23 0.00 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 226HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL1: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 0.18" for 90% event Inflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Discarded = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af 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= 304.05' @ 12.04 hrs Surf.Area= 4,458 sf Storage= 0 cf Flood Elev= 307.59' Surf.Area= 4,458 sf Storage= 9,769 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 888.0 - 888.0 ) Volume Invert Avail.Storage Storage Description #1 304.55' 3,558 cf Cultec R-330XLHD x 68 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 1 rows #2 304.05' 2,861 cf 6.33'W x 478.00'L x 3.54'H Prismatoid 10,711 cf Overall - 3,558 cf Embedded = 7,153 cf x 40.0% Voids #3 304.55' 2,202 cf Cultec R-330XLHD x 42 Inside #4 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 1 rows #4 304.05' 1,148 cf 4.84'W x 296.00'L x 3.54'H Prismatoid 5,072 cf Overall - 2,202 cf Embedded = 2,870 cf x 40.0% Voids 9,769 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 305.05'18.0" Round Culvert L= 272.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 304.50' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 304.05'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.03 cfs @ 12.04 hrs HW=304.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.05' TW=304.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 227HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.206 ac Peak Elev=304.05' Storage=0 cf 0.53 cfs 0.53 cfs 0.53 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 228HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL1: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 304.05 0.00 0.00 0.00 2.00 0.00 0 304.05 0.00 0.00 0.00 4.00 0.00 0 304.05 0.00 0.00 0.00 6.00 0.00 0 304.05 0.00 0.00 0.00 8.00 0.00 0 304.05 0.00 0.00 0.00 10.00 0.00 0 304.05 0.00 0.00 0.00 12.00 0.48 0 304.05 0.48 0.48 0.00 14.00 0.03 0 304.05 0.03 0.03 0.00 16.00 0.02 0 304.05 0.02 0.02 0.00 18.00 0.02 0 304.05 0.02 0.02 0.00 20.00 0.01 0 304.05 0.01 0.01 0.00 22.00 0.01 0 304.05 0.01 0.01 0.00 24.00 0.01 0 304.05 0.01 0.01 0.00 26.00 0.00 0 304.05 0.00 0.00 0.00 28.00 0.00 0 304.05 0.00 0.00 0.00 30.00 0.00 0 304.05 0.00 0.00 0.00 32.00 0.00 0 304.05 0.00 0.00 0.00 34.00 0.00 0 304.05 0.00 0.00 0.00 36.00 0.00 0 304.05 0.00 0.00 0.00 38.00 0.00 0 304.05 0.00 0.00 0.00 40.00 0.00 0 304.05 0.00 0.00 0.00 42.00 0.00 0 304.05 0.00 0.00 0.00 44.00 0.00 0 304.05 0.00 0.00 0.00 46.00 0.00 0 304.05 0.00 0.00 0.00 48.00 0.00 0 304.05 0.00 0.00 0.00 50.00 0.00 0 304.05 0.00 0.00 0.00 52.00 0.00 0 304.05 0.00 0.00 0.00 54.00 0.00 0 304.05 0.00 0.00 0.00 56.00 0.00 0 304.05 0.00 0.00 0.00 58.00 0.00 0 304.05 0.00 0.00 0.00 60.00 0.00 0 304.05 0.00 0.00 0.00 62.00 0.00 0 304.05 0.00 0.00 0.00 64.00 0.00 0 304.05 0.00 0.00 0.00 66.00 0.00 0 304.05 0.00 0.00 0.00 68.00 0.00 0 304.05 0.00 0.00 0.00 70.00 0.00 0 304.05 0.00 0.00 0.00 72.00 0.00 0 304.05 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 229HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL2: Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 0.06" for 90% event Inflow = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Discarded = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond CB8 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 303.25' @ 12.04 hrs Surf.Area= 4,323 sf Storage= 0 cf Flood Elev= 307.04' Surf.Area= 4,323 sf Storage= 10,009 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 887.6 - 887.6 ) Volume Invert Avail.Storage Storage Description #1 303.75' 2,880 cf Cultec R-330XLHD x 55 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 1 rows #2 303.25' 2,562 cf 6.33'W x 387.00'L x 3.79'H Prismatoid 9,284 cf Overall - 2,880 cf Embedded = 6,405 cf x 40.0% Voids #3 303.75' 2,880 cf Cultec R-330XLHD x 55 Inside #4 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 1 rows #4 303.25' 1,688 cf 4.84'W x 387.00'L x 3.79'H Prismatoid 7,099 cf Overall - 2,880 cf Embedded = 4,219 cf x 40.0% Voids 10,009 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 304.15'24.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.15' / 303.90' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.25'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.00 cfs @ 12.04 hrs HW=303.25' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.25' TW=303.80' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 230HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL2: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6.640 ac Peak Elev=303.25' Storage=0 cf 0.52 cfs 0.52 cfs 0.52 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 231HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL2: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 303.25 0.00 0.00 0.00 2.00 0.00 0 303.25 0.00 0.00 0.00 4.00 0.00 0 303.25 0.00 0.00 0.00 6.00 0.00 0 303.25 0.00 0.00 0.00 8.00 0.00 0 303.25 0.00 0.00 0.00 10.00 0.00 0 303.25 0.00 0.00 0.00 12.00 0.47 0 303.25 0.47 0.47 0.00 14.00 0.03 0 303.25 0.03 0.03 0.00 16.00 0.02 0 303.25 0.02 0.02 0.00 18.00 0.02 0 303.25 0.02 0.02 0.00 20.00 0.01 0 303.25 0.01 0.01 0.00 22.00 0.01 0 303.25 0.01 0.01 0.00 24.00 0.01 0 303.25 0.01 0.01 0.00 26.00 0.00 0 303.25 0.00 0.00 0.00 28.00 0.00 0 303.25 0.00 0.00 0.00 30.00 0.00 0 303.25 0.00 0.00 0.00 32.00 0.00 0 303.25 0.00 0.00 0.00 34.00 0.00 0 303.25 0.00 0.00 0.00 36.00 0.00 0 303.25 0.00 0.00 0.00 38.00 0.00 0 303.25 0.00 0.00 0.00 40.00 0.00 0 303.25 0.00 0.00 0.00 42.00 0.00 0 303.25 0.00 0.00 0.00 44.00 0.00 0 303.25 0.00 0.00 0.00 46.00 0.00 0 303.25 0.00 0.00 0.00 48.00 0.00 0 303.25 0.00 0.00 0.00 50.00 0.00 0 303.25 0.00 0.00 0.00 52.00 0.00 0 303.25 0.00 0.00 0.00 54.00 0.00 0 303.25 0.00 0.00 0.00 56.00 0.00 0 303.25 0.00 0.00 0.00 58.00 0.00 0 303.25 0.00 0.00 0.00 60.00 0.00 0 303.25 0.00 0.00 0.00 62.00 0.00 0 303.25 0.00 0.00 0.00 64.00 0.00 0 303.25 0.00 0.00 0.00 66.00 0.00 0 303.25 0.00 0.00 0.00 68.00 0.00 0 303.25 0.00 0.00 0.00 70.00 0.00 0 303.25 0.00 0.00 0.00 72.00 0.00 0 303.25 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 232HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 0.18" for 90% event Inflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 305.04' @ 12.04 hrs Flood Elev= 310.20' Device Routing Invert Outlet Devices #1 Primary 304.60'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.60' / 304.55' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.52 cfs @ 12.04 hrs HW=305.04' TW=304.95' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.52 cfs @ 1.56 fps) Pond STMH1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.206 ac Peak Elev=305.04' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 0.53 cfs 0.53 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 233HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.60 0.00 1.00 0.00 304.60 0.00 2.00 0.00 304.60 0.00 3.00 0.00 304.60 0.00 4.00 0.00 304.60 0.00 5.00 0.00 304.60 0.00 6.00 0.00 304.60 0.00 7.00 0.00 304.60 0.00 8.00 0.00 304.60 0.00 9.00 0.00 304.60 0.00 10.00 0.00 304.60 0.00 11.00 0.00 304.60 0.00 12.00 0.48 305.01 0.48 13.00 0.05 304.73 0.05 14.00 0.03 304.70 0.03 15.00 0.03 304.69 0.03 16.00 0.02 304.68 0.02 17.00 0.02 304.67 0.02 18.00 0.02 304.67 0.02 19.00 0.01 304.66 0.01 20.00 0.01 304.66 0.01 21.00 0.01 304.66 0.01 22.00 0.01 304.66 0.01 23.00 0.01 304.66 0.01 24.00 0.01 304.66 0.01 25.00 0.00 304.60 0.00 26.00 0.00 304.60 0.00 27.00 0.00 304.60 0.00 28.00 0.00 304.60 0.00 29.00 0.00 304.60 0.00 30.00 0.00 304.60 0.00 31.00 0.00 304.60 0.00 32.00 0.00 304.60 0.00 33.00 0.00 304.60 0.00 34.00 0.00 304.60 0.00 35.00 0.00 304.60 0.00 36.00 0.00 304.60 0.00 37.00 0.00 304.60 0.00 38.00 0.00 304.60 0.00 39.00 0.00 304.60 0.00 40.00 0.00 304.60 0.00 41.00 0.00 304.60 0.00 42.00 0.00 304.60 0.00 43.00 0.00 304.60 0.00 44.00 0.00 304.60 0.00 45.00 0.00 304.60 0.00 46.00 0.00 304.60 0.00 47.00 0.00 304.60 0.00 48.00 0.00 304.60 0.00 49.00 0.00 304.60 0.00 50.00 0.00 304.60 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.60 0.00 52.00 0.00 304.60 0.00 53.00 0.00 304.60 0.00 54.00 0.00 304.60 0.00 55.00 0.00 304.60 0.00 56.00 0.00 304.60 0.00 57.00 0.00 304.60 0.00 58.00 0.00 304.60 0.00 59.00 0.00 304.60 0.00 60.00 0.00 304.60 0.00 61.00 0.00 304.60 0.00 62.00 0.00 304.60 0.00 63.00 0.00 304.60 0.00 64.00 0.00 304.60 0.00 65.00 0.00 304.60 0.00 66.00 0.00 304.60 0.00 67.00 0.00 304.60 0.00 68.00 0.00 304.60 0.00 69.00 0.00 304.60 0.00 70.00 0.00 304.60 0.00 71.00 0.00 304.60 0.00 72.00 0.00 304.60 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 234HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH2: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 0.18" for 90% event Inflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.04 hrs, Volume= 0.033 af Routed to 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= 304.95' @ 12.04 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.55'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 305.05'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 305.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.52 cfs @ 12.04 hrs HW=304.95' TW=304.05' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.52 cfs @ 1.75 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.55' TW=304.05' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 235HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH2: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.206 ac Peak Elev=304.95' 0.53 cfs 0.53 cfs 0.53 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 236HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH2: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 304.55 0.00 0.00 0.00 2.00 0.00 304.55 0.00 0.00 0.00 4.00 0.00 304.55 0.00 0.00 0.00 6.00 0.00 304.55 0.00 0.00 0.00 8.00 0.00 304.55 0.00 0.00 0.00 10.00 0.00 304.55 0.00 0.00 0.00 12.00 0.48 304.94 0.48 0.48 0.00 14.00 0.03 304.66 0.03 0.03 0.00 16.00 0.02 304.64 0.02 0.02 0.00 18.00 0.02 304.63 0.02 0.02 0.00 20.00 0.01 304.62 0.01 0.01 0.00 22.00 0.01 304.62 0.01 0.01 0.00 24.00 0.01 304.62 0.01 0.01 0.00 26.00 0.00 304.55 0.00 0.00 0.00 28.00 0.00 304.55 0.00 0.00 0.00 30.00 0.00 304.55 0.00 0.00 0.00 32.00 0.00 304.55 0.00 0.00 0.00 34.00 0.00 304.55 0.00 0.00 0.00 36.00 0.00 304.55 0.00 0.00 0.00 38.00 0.00 304.55 0.00 0.00 0.00 40.00 0.00 304.55 0.00 0.00 0.00 42.00 0.00 304.55 0.00 0.00 0.00 44.00 0.00 304.55 0.00 0.00 0.00 46.00 0.00 304.55 0.00 0.00 0.00 48.00 0.00 304.55 0.00 0.00 0.00 50.00 0.00 304.55 0.00 0.00 0.00 52.00 0.00 304.55 0.00 0.00 0.00 54.00 0.00 304.55 0.00 0.00 0.00 56.00 0.00 304.55 0.00 0.00 0.00 58.00 0.00 304.55 0.00 0.00 0.00 60.00 0.00 304.55 0.00 0.00 0.00 62.00 0.00 304.55 0.00 0.00 0.00 64.00 0.00 304.55 0.00 0.00 0.00 66.00 0.00 304.55 0.00 0.00 0.00 68.00 0.00 304.55 0.00 0.00 0.00 70.00 0.00 304.55 0.00 0.00 0.00 72.00 0.00 304.55 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 237HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH4: Inflow Area = 5.002 ac, 34.01% 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 STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.50' @ 0.00 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.50'18.0" Round Culvert L= 116.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=304.50' TW=303.75' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STMH4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=5.002 ac Peak Elev=304.50' 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' 0.00 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 238HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.50 0.00 1.00 0.00 304.50 0.00 2.00 0.00 304.50 0.00 3.00 0.00 304.50 0.00 4.00 0.00 304.50 0.00 5.00 0.00 304.50 0.00 6.00 0.00 304.50 0.00 7.00 0.00 304.50 0.00 8.00 0.00 304.50 0.00 9.00 0.00 304.50 0.00 10.00 0.00 304.50 0.00 11.00 0.00 304.50 0.00 12.00 0.00 304.50 0.00 13.00 0.00 304.50 0.00 14.00 0.00 304.50 0.00 15.00 0.00 304.50 0.00 16.00 0.00 304.50 0.00 17.00 0.00 304.50 0.00 18.00 0.00 304.50 0.00 19.00 0.00 304.50 0.00 20.00 0.00 304.50 0.00 21.00 0.00 304.50 0.00 22.00 0.00 304.50 0.00 23.00 0.00 304.50 0.00 24.00 0.00 304.50 0.00 25.00 0.00 304.50 0.00 26.00 0.00 304.50 0.00 27.00 0.00 304.50 0.00 28.00 0.00 304.50 0.00 29.00 0.00 304.50 0.00 30.00 0.00 304.50 0.00 31.00 0.00 304.50 0.00 32.00 0.00 304.50 0.00 33.00 0.00 304.50 0.00 34.00 0.00 304.50 0.00 35.00 0.00 304.50 0.00 36.00 0.00 304.50 0.00 37.00 0.00 304.50 0.00 38.00 0.00 304.50 0.00 39.00 0.00 304.50 0.00 40.00 0.00 304.50 0.00 41.00 0.00 304.50 0.00 42.00 0.00 304.50 0.00 43.00 0.00 304.50 0.00 44.00 0.00 304.50 0.00 45.00 0.00 304.50 0.00 46.00 0.00 304.50 0.00 47.00 0.00 304.50 0.00 48.00 0.00 304.50 0.00 49.00 0.00 304.50 0.00 50.00 0.00 304.50 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.50 0.00 52.00 0.00 304.50 0.00 53.00 0.00 304.50 0.00 54.00 0.00 304.50 0.00 55.00 0.00 304.50 0.00 56.00 0.00 304.50 0.00 57.00 0.00 304.50 0.00 58.00 0.00 304.50 0.00 59.00 0.00 304.50 0.00 60.00 0.00 304.50 0.00 61.00 0.00 304.50 0.00 62.00 0.00 304.50 0.00 63.00 0.00 304.50 0.00 64.00 0.00 304.50 0.00 65.00 0.00 304.50 0.00 66.00 0.00 304.50 0.00 67.00 0.00 304.50 0.00 68.00 0.00 304.50 0.00 69.00 0.00 304.50 0.00 70.00 0.00 304.50 0.00 71.00 0.00 304.50 0.00 72.00 0.00 304.50 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 239HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH5: Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 0.06" for 90% event Inflow = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af Outflow = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 12.04 hrs, Volume= 0.033 af Routed to Pond INFILL2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond INFILL2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 304.15' @ 12.04 hrs Flood Elev= 309.00' Device Routing Invert Outlet Devices #1 Primary 303.75'24.0" 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= 3.14 sf #2 Secondary 304.25'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.52 cfs @ 12.04 hrs HW=304.15' TW=303.25' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.52 cfs @ 1.74 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=303.75' TW=303.25' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 240HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH5: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6.640 ac Peak Elev=304.15' 0.52 cfs 0.52 cfs 0.52 cfs 0.00 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 241HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH5: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 303.75 0.00 0.00 0.00 2.00 0.00 303.75 0.00 0.00 0.00 4.00 0.00 303.75 0.00 0.00 0.00 6.00 0.00 303.75 0.00 0.00 0.00 8.00 0.00 303.75 0.00 0.00 0.00 10.00 0.00 303.75 0.00 0.00 0.00 12.00 0.47 304.13 0.47 0.47 0.00 14.00 0.03 303.86 0.03 0.03 0.00 16.00 0.02 303.84 0.02 0.02 0.00 18.00 0.02 303.83 0.02 0.02 0.00 20.00 0.01 303.82 0.01 0.01 0.00 22.00 0.01 303.82 0.01 0.01 0.00 24.00 0.01 303.82 0.01 0.01 0.00 26.00 0.00 303.75 0.00 0.00 0.00 28.00 0.00 303.75 0.00 0.00 0.00 30.00 0.00 303.75 0.00 0.00 0.00 32.00 0.00 303.75 0.00 0.00 0.00 34.00 0.00 303.75 0.00 0.00 0.00 36.00 0.00 303.75 0.00 0.00 0.00 38.00 0.00 303.75 0.00 0.00 0.00 40.00 0.00 303.75 0.00 0.00 0.00 42.00 0.00 303.75 0.00 0.00 0.00 44.00 0.00 303.75 0.00 0.00 0.00 46.00 0.00 303.75 0.00 0.00 0.00 48.00 0.00 303.75 0.00 0.00 0.00 50.00 0.00 303.75 0.00 0.00 0.00 52.00 0.00 303.75 0.00 0.00 0.00 54.00 0.00 303.75 0.00 0.00 0.00 56.00 0.00 303.75 0.00 0.00 0.00 58.00 0.00 303.75 0.00 0.00 0.00 60.00 0.00 303.75 0.00 0.00 0.00 62.00 0.00 303.75 0.00 0.00 0.00 64.00 0.00 303.75 0.00 0.00 0.00 66.00 0.00 303.75 0.00 0.00 0.00 68.00 0.00 303.75 0.00 0.00 0.00 70.00 0.00 303.75 0.00 0.00 0.00 72.00 0.00 303.75 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 242HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 7.880 ac, 40.30% Impervious, Inflow Depth = 0.01" for 90% event Inflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af Primary = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=7.880 ac 0.08 cfs 0.08 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 90% Rainfall=1.10"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 243HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 11.00 0.00 0.00 0.00 12.00 0.08 0.00 0.08 13.00 0.01 0.00 0.01 14.00 0.00 0.00 0.00 15.00 0.00 0.00 0.00 16.00 0.00 0.00 0.00 17.00 0.00 0.00 0.00 18.00 0.00 0.00 0.00 19.00 0.00 0.00 0.00 20.00 0.00 0.00 0.00 21.00 0.00 0.00 0.00 22.00 0.00 0.00 0.00 23.00 0.00 0.00 0.00 24.00 0.00 0.00 0.00 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 244HydroCAD® 10.20-5c 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=24,724 sf 40.67% Impervious Runoff Depth=2.65"Subcatchment P1-1: Flow Length=182' Tc=12.0 min CN=66 Runoff=2.15 cfs 0.125 af Runoff Area=86,826 sf 6.52% Impervious Runoff Depth=1.06"Subcatchment P1-10: Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 Runoff=2.31 cfs 0.176 af Runoff Area=34,981 sf 6.43% Impervious Runoff Depth=1.06"Subcatchment P1-11: Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 Runoff=1.11 cfs 0.071 af Runoff Area=21,989 sf 4.16% Impervious Runoff Depth=0.65"Subcatchment P1-12: Tc=0.0 min CN=41 Runoff=0.50 cfs 0.027 af Runoff Area=23,786 sf 79.21% Impervious Runoff Depth=4.68"Subcatchment P1-2: Flow Length=155' Tc=9.3 min CN=86 Runoff=3.85 cfs 0.213 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=4.68"Subcatchment P1-3: Flow Length=160' Tc=10.3 min CN=86 Runoff=3.73 cfs 0.213 af Runoff Area=23,786 sf 77.79% Impervious Runoff Depth=4.57"Subcatchment P1-4: Flow Length=160' Tc=12.6 min CN=85 Runoff=3.39 cfs 0.208 af Runoff Area=23,786 sf 79.05% Impervious Runoff Depth=4.68"Subcatchment P1-5: Flow Length=160' Tc=11.2 min CN=86 Runoff=3.62 cfs 0.213 af Runoff Area=23,781 sf 79.22% Impervious Runoff Depth=4.68"Subcatchment P1-6: Flow Length=155' Tc=9.3 min CN=86 Runoff=3.85 cfs 0.213 af Runoff Area=23,786 sf 77.82% Impervious Runoff Depth=4.57"Subcatchment P1-7: Flow Length=160' Tc=12.4 min CN=85 Runoff=3.42 cfs 0.208 af Runoff Area=7,247 sf 81.00% Impervious Runoff Depth=4.79"Subcatchment P1-8: Flow Length=167' Tc=7.2 min CN=87 Runoff=1.28 cfs 0.066 af Runoff Area=24,782 sf 5.20% Impervious Runoff Depth=0.78"Subcatchment P1-9: Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 Runoff=0.36 cfs 0.037 af Avg. Flow Depth=0.18' Max Vel=0.80 fps Inflow=2.31 cfs 0.176 afReach 1R: n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 cfs Outflow=1.06 cfs 0.176 af Avg. Flow Depth=0.11' Max Vel=0.85 fps Inflow=1.11 cfs 0.071 afReach 2R: n=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs Outflow=0.70 cfs 0.071 af Peak Elev=310.36' Inflow=2.15 cfs 0.125 afPond CB1: 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' Outflow=2.15 cfs 0.125 af Peak Elev=319.30' Inflow=1.62 cfs 0.247 afPond CB10: 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' Outflow=1.62 cfs 0.247 af MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 245HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Peak Elev=309.31' Inflow=5.90 cfs 0.338 afPond CB2: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=5.90 cfs 0.338 af Peak Elev=313.34' Inflow=3.73 cfs 0.213 afPond CB3: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=3.73 cfs 0.213 af Peak Elev=310.11' Inflow=7.08 cfs 0.421 afPond CB4: 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' Outflow=7.08 cfs 0.421 af Peak Elev=309.59' Inflow=3.62 cfs 0.213 afPond CB5: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=3.62 cfs 0.213 af Peak Elev=309.89' Inflow=3.85 cfs 0.213 afPond CB6: 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' Outflow=3.85 cfs 0.213 af Peak Elev=307.12' Inflow=10.78 cfs 0.633 afPond CB7: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=10.78 cfs 0.633 af Peak Elev=326.38' Inflow=14.34 cfs 0.519 afPond CB8: 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' Outflow=14.34 cfs 0.519 af Peak Elev=325.89' Inflow=14.57 cfs 0.556 afPond CB9: 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' Outflow=14.57 cfs 0.556 af Peak Elev=307.55' Storage=9,704 cf Inflow=12.96 cfs 0.759 afPond INFILL1: Discarded=1.03 cfs 0.554 af Primary=3.16 cfs 0.205 af Outflow=4.19 cfs 0.759 af Peak Elev=306.91' Storage=9,792 cf Inflow=14.14 cfs 1.085 afPond INFILL2: Discarded=1.00 cfs 0.633 af Primary=14.16 cfs 0.452 af Outflow=15.16 cfs 1.085 af Peak Elev=307.81' Inflow=12.96 cfs 0.759 afPond STMH1: 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' Outflow=12.96 cfs 0.759 af Peak Elev=307.58' Inflow=12.96 cfs 0.759 afPond STMH2: Primary=8.61 cfs 0.616 af Secondary=4.69 cfs 0.143 af Outflow=12.96 cfs 0.759 af Peak Elev=307.40' Inflow=4.64 cfs 0.452 afPond STMH4: 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' Outflow=4.64 cfs 0.452 af Peak Elev=307.05' Inflow=14.14 cfs 1.085 afPond STMH5: Primary=9.08 cfs 0.856 af Secondary=5.09 cfs 0.230 af Outflow=14.14 cfs 1.085 af Inflow=14.66 cfs 0.583 afLink 1L: Primary=14.66 cfs 0.583 af Total Runoff Area = 7.880 ac Runoff Volume = 1.769 af Average Runoff Depth = 2.69" 59.70% Pervious = 4.704 ac 40.30% Impervious = 3.176 ac MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 246HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-1: Runoff = 2.15 cfs @ 12.04 hrs, Volume= 0.125 af, Depth= 2.65" 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 13,378 39 >75% Grass cover, Good, HSG A 1,291 96 Gravel surface, HSG A 10,055 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,724 66 Weighted Average 14,669 59.33% Pervious Area 10,055 40.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 72 0.0100 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.5 28 0.0160 0.88 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 0.5 82 0.0160 2.57 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 12.0 182 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 247HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=24,724 sf Runoff Volume=0.125 af Runoff Depth=2.65" Flow Length=182' Tc=12.0 min CN=66 2.15 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 248HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-1: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.04 0.03 12.00 4.16 1.19 1.96 13.00 4.85 1.63 0.17 14.00 5.15 1.83 0.10 15.00 5.36 1.98 0.08 16.00 5.53 2.10 0.06 17.00 5.66 2.19 0.05 18.00 5.78 2.28 0.05 19.00 5.89 2.36 0.04 20.00 5.98 2.42 0.04 21.00 6.06 2.48 0.03 22.00 6.14 2.54 0.03 23.00 6.21 2.60 0.03 24.00 6.28 2.65 0.03 25.00 6.28 2.65 0.00 26.00 6.28 2.65 0.00 27.00 6.28 2.65 0.00 28.00 6.28 2.65 0.00 29.00 6.28 2.65 0.00 30.00 6.28 2.65 0.00 31.00 6.28 2.65 0.00 32.00 6.28 2.65 0.00 33.00 6.28 2.65 0.00 34.00 6.28 2.65 0.00 35.00 6.28 2.65 0.00 36.00 6.28 2.65 0.00 37.00 6.28 2.65 0.00 38.00 6.28 2.65 0.00 39.00 6.28 2.65 0.00 40.00 6.28 2.65 0.00 41.00 6.28 2.65 0.00 42.00 6.28 2.65 0.00 43.00 6.28 2.65 0.00 44.00 6.28 2.65 0.00 45.00 6.28 2.65 0.00 46.00 6.28 2.65 0.00 47.00 6.28 2.65 0.00 48.00 6.28 2.65 0.00 49.00 6.28 2.65 0.00 50.00 6.28 2.65 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 2.65 0.00 52.00 6.28 2.65 0.00 53.00 6.28 2.65 0.00 54.00 6.28 2.65 0.00 55.00 6.28 2.65 0.00 56.00 6.28 2.65 0.00 57.00 6.28 2.65 0.00 58.00 6.28 2.65 0.00 59.00 6.28 2.65 0.00 60.00 6.28 2.65 0.00 61.00 6.28 2.65 0.00 62.00 6.28 2.65 0.00 63.00 6.28 2.65 0.00 64.00 6.28 2.65 0.00 65.00 6.28 2.65 0.00 66.00 6.28 2.65 0.00 67.00 6.28 2.65 0.00 68.00 6.28 2.65 0.00 69.00 6.28 2.65 0.00 70.00 6.28 2.65 0.00 71.00 6.28 2.65 0.00 72.00 6.28 2.65 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 249HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-10: Runoff = 2.31 cfs @ 12.08 hrs, Volume= 0.176 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 75,035 39 >75% Grass cover, Good, HSG A 6,134 96 Gravel surface, HSG A 5,657 98 Paved parking, HSG A 0 98 Roofs, HSG A 86,826 47 Weighted Average 81,169 93.48% Pervious Area 5,657 6.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 95 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" 0.0 4 0.0130 2.31 Shallow Concentrated Flow, 3 Paved Kv= 20.3 fps 0.1 9 0.0130 1.84 Shallow Concentrated Flow, 4 Unpaved Kv= 16.1 fps 0.1 8 0.0130 2.31 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 0.4 39 0.0130 1.84 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 13.1 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 250HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=86,826 sf Runoff Volume=0.176 af Runoff Depth=1.06" Flow Length=160' Slope=0.0130 '/' Tc=13.1 min CN=47 2.31 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 251HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-10: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.00 0.00 12.00 4.16 0.28 1.60 13.00 4.85 0.48 0.30 14.00 5.15 0.59 0.19 15.00 5.36 0.67 0.15 16.00 5.53 0.74 0.12 17.00 5.66 0.79 0.11 18.00 5.78 0.84 0.10 19.00 5.89 0.89 0.09 20.00 5.98 0.92 0.07 21.00 6.06 0.96 0.07 22.00 6.14 0.99 0.07 23.00 6.21 1.03 0.07 24.00 6.28 1.06 0.06 25.00 6.28 1.06 0.00 26.00 6.28 1.06 0.00 27.00 6.28 1.06 0.00 28.00 6.28 1.06 0.00 29.00 6.28 1.06 0.00 30.00 6.28 1.06 0.00 31.00 6.28 1.06 0.00 32.00 6.28 1.06 0.00 33.00 6.28 1.06 0.00 34.00 6.28 1.06 0.00 35.00 6.28 1.06 0.00 36.00 6.28 1.06 0.00 37.00 6.28 1.06 0.00 38.00 6.28 1.06 0.00 39.00 6.28 1.06 0.00 40.00 6.28 1.06 0.00 41.00 6.28 1.06 0.00 42.00 6.28 1.06 0.00 43.00 6.28 1.06 0.00 44.00 6.28 1.06 0.00 45.00 6.28 1.06 0.00 46.00 6.28 1.06 0.00 47.00 6.28 1.06 0.00 48.00 6.28 1.06 0.00 49.00 6.28 1.06 0.00 50.00 6.28 1.06 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 1.06 0.00 52.00 6.28 1.06 0.00 53.00 6.28 1.06 0.00 54.00 6.28 1.06 0.00 55.00 6.28 1.06 0.00 56.00 6.28 1.06 0.00 57.00 6.28 1.06 0.00 58.00 6.28 1.06 0.00 59.00 6.28 1.06 0.00 60.00 6.28 1.06 0.00 61.00 6.28 1.06 0.00 62.00 6.28 1.06 0.00 63.00 6.28 1.06 0.00 64.00 6.28 1.06 0.00 65.00 6.28 1.06 0.00 66.00 6.28 1.06 0.00 67.00 6.28 1.06 0.00 68.00 6.28 1.06 0.00 69.00 6.28 1.06 0.00 70.00 6.28 1.06 0.00 71.00 6.28 1.06 0.00 72.00 6.28 1.06 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 252HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-11: Runoff = 1.11 cfs @ 12.03 hrs, Volume= 0.071 af, Depth= 1.06" 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" Area (sf) CN Description 30,079 39 >75% Grass cover, Good, HSG A 2,652 96 Gravel surface, HSG A 2,250 98 Paved parking, HSG A 0 98 Roofs, HSG A 34,981 47 Weighted Average 32,731 93.57% Pervious Area 2,250 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 10 0.0110 0.08 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 9 0.0110 0.60 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 6.9 42 0.0110 0.10 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 9.3 61 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 253HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=34,981 sf Runoff Volume=0.071 af Runoff Depth=1.06" Flow Length=61' Slope=0.0110 '/' Tc=9.3 min CN=47 1.11 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 254HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-11: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.00 0.00 12.00 4.16 0.28 1.03 13.00 4.85 0.48 0.12 14.00 5.15 0.59 0.07 15.00 5.36 0.67 0.06 16.00 5.53 0.74 0.05 17.00 5.66 0.79 0.04 18.00 5.78 0.84 0.04 19.00 5.89 0.89 0.03 20.00 5.98 0.92 0.03 21.00 6.06 0.96 0.03 22.00 6.14 0.99 0.03 23.00 6.21 1.03 0.03 24.00 6.28 1.06 0.03 25.00 6.28 1.06 0.00 26.00 6.28 1.06 0.00 27.00 6.28 1.06 0.00 28.00 6.28 1.06 0.00 29.00 6.28 1.06 0.00 30.00 6.28 1.06 0.00 31.00 6.28 1.06 0.00 32.00 6.28 1.06 0.00 33.00 6.28 1.06 0.00 34.00 6.28 1.06 0.00 35.00 6.28 1.06 0.00 36.00 6.28 1.06 0.00 37.00 6.28 1.06 0.00 38.00 6.28 1.06 0.00 39.00 6.28 1.06 0.00 40.00 6.28 1.06 0.00 41.00 6.28 1.06 0.00 42.00 6.28 1.06 0.00 43.00 6.28 1.06 0.00 44.00 6.28 1.06 0.00 45.00 6.28 1.06 0.00 46.00 6.28 1.06 0.00 47.00 6.28 1.06 0.00 48.00 6.28 1.06 0.00 49.00 6.28 1.06 0.00 50.00 6.28 1.06 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 1.06 0.00 52.00 6.28 1.06 0.00 53.00 6.28 1.06 0.00 54.00 6.28 1.06 0.00 55.00 6.28 1.06 0.00 56.00 6.28 1.06 0.00 57.00 6.28 1.06 0.00 58.00 6.28 1.06 0.00 59.00 6.28 1.06 0.00 60.00 6.28 1.06 0.00 61.00 6.28 1.06 0.00 62.00 6.28 1.06 0.00 63.00 6.28 1.06 0.00 64.00 6.28 1.06 0.00 65.00 6.28 1.06 0.00 66.00 6.28 1.06 0.00 67.00 6.28 1.06 0.00 68.00 6.28 1.06 0.00 69.00 6.28 1.06 0.00 70.00 6.28 1.06 0.00 71.00 6.28 1.06 0.00 72.00 6.28 1.06 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 255HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-12: [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.50 cfs @ 11.92 hrs, Volume= 0.027 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 21,075 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 914 98 Paved parking, HSG A 0 98 Roofs, HSG A 21,989 41 Weighted Average 21,075 95.84% Pervious Area 914 4.16% Impervious Area Subcatchment P1-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=21,989 sf Runoff Volume=0.027 af Runoff Depth=0.65" Tc=0.0 min CN=41 0.50 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 256HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-12: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.00 0.00 12.00 4.16 0.11 0.11 13.00 4.85 0.24 0.04 14.00 5.15 0.31 0.03 15.00 5.36 0.37 0.03 16.00 5.53 0.41 0.02 17.00 5.66 0.45 0.02 18.00 5.78 0.49 0.02 19.00 5.89 0.52 0.02 20.00 5.98 0.55 0.01 21.00 6.06 0.58 0.01 22.00 6.14 0.60 0.01 23.00 6.21 0.63 0.01 24.00 6.28 0.65 0.01 25.00 6.28 0.65 0.00 26.00 6.28 0.65 0.00 27.00 6.28 0.65 0.00 28.00 6.28 0.65 0.00 29.00 6.28 0.65 0.00 30.00 6.28 0.65 0.00 31.00 6.28 0.65 0.00 32.00 6.28 0.65 0.00 33.00 6.28 0.65 0.00 34.00 6.28 0.65 0.00 35.00 6.28 0.65 0.00 36.00 6.28 0.65 0.00 37.00 6.28 0.65 0.00 38.00 6.28 0.65 0.00 39.00 6.28 0.65 0.00 40.00 6.28 0.65 0.00 41.00 6.28 0.65 0.00 42.00 6.28 0.65 0.00 43.00 6.28 0.65 0.00 44.00 6.28 0.65 0.00 45.00 6.28 0.65 0.00 46.00 6.28 0.65 0.00 47.00 6.28 0.65 0.00 48.00 6.28 0.65 0.00 49.00 6.28 0.65 0.00 50.00 6.28 0.65 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 0.65 0.00 52.00 6.28 0.65 0.00 53.00 6.28 0.65 0.00 54.00 6.28 0.65 0.00 55.00 6.28 0.65 0.00 56.00 6.28 0.65 0.00 57.00 6.28 0.65 0.00 58.00 6.28 0.65 0.00 59.00 6.28 0.65 0.00 60.00 6.28 0.65 0.00 61.00 6.28 0.65 0.00 62.00 6.28 0.65 0.00 63.00 6.28 0.65 0.00 64.00 6.28 0.65 0.00 65.00 6.28 0.65 0.00 66.00 6.28 0.65 0.00 67.00 6.28 0.65 0.00 68.00 6.28 0.65 0.00 69.00 6.28 0.65 0.00 70.00 6.28 0.65 0.00 71.00 6.28 0.65 0.00 72.00 6.28 0.65 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 257HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-2: Runoff = 3.85 cfs @ 12.00 hrs, Volume= 0.213 af, Depth= 4.68" 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 4,946 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,527 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,946 20.79% Pervious Area 18,840 79.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 258HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=23,786 sf Runoff Volume=0.213 af Runoff Depth=4.68" Flow Length=155' Tc=9.3 min CN=86 3.85 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 259HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-2: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.02 0.01 7.00 0.62 0.05 0.02 8.00 0.75 0.09 0.03 9.00 0.92 0.16 0.05 10.00 1.14 0.27 0.07 11.00 1.48 0.48 0.15 12.00 4.16 2.69 3.85 13.00 4.85 3.33 0.22 14.00 5.15 3.61 0.13 15.00 5.36 3.80 0.10 16.00 5.53 3.96 0.08 17.00 5.66 4.09 0.07 18.00 5.78 4.20 0.06 19.00 5.89 4.30 0.05 20.00 5.98 4.39 0.04 21.00 6.06 4.47 0.04 22.00 6.14 4.54 0.04 23.00 6.21 4.61 0.04 24.00 6.28 4.68 0.04 25.00 6.28 4.68 0.00 26.00 6.28 4.68 0.00 27.00 6.28 4.68 0.00 28.00 6.28 4.68 0.00 29.00 6.28 4.68 0.00 30.00 6.28 4.68 0.00 31.00 6.28 4.68 0.00 32.00 6.28 4.68 0.00 33.00 6.28 4.68 0.00 34.00 6.28 4.68 0.00 35.00 6.28 4.68 0.00 36.00 6.28 4.68 0.00 37.00 6.28 4.68 0.00 38.00 6.28 4.68 0.00 39.00 6.28 4.68 0.00 40.00 6.28 4.68 0.00 41.00 6.28 4.68 0.00 42.00 6.28 4.68 0.00 43.00 6.28 4.68 0.00 44.00 6.28 4.68 0.00 45.00 6.28 4.68 0.00 46.00 6.28 4.68 0.00 47.00 6.28 4.68 0.00 48.00 6.28 4.68 0.00 49.00 6.28 4.68 0.00 50.00 6.28 4.68 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.68 0.00 52.00 6.28 4.68 0.00 53.00 6.28 4.68 0.00 54.00 6.28 4.68 0.00 55.00 6.28 4.68 0.00 56.00 6.28 4.68 0.00 57.00 6.28 4.68 0.00 58.00 6.28 4.68 0.00 59.00 6.28 4.68 0.00 60.00 6.28 4.68 0.00 61.00 6.28 4.68 0.00 62.00 6.28 4.68 0.00 63.00 6.28 4.68 0.00 64.00 6.28 4.68 0.00 65.00 6.28 4.68 0.00 66.00 6.28 4.68 0.00 67.00 6.28 4.68 0.00 68.00 6.28 4.68 0.00 69.00 6.28 4.68 0.00 70.00 6.28 4.68 0.00 71.00 6.28 4.68 0.00 72.00 6.28 4.68 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 260HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-3: Runoff = 3.73 cfs @ 12.02 hrs, Volume= 0.213 af, Depth= 4.68" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 25 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.4 20 0.0150 0.80 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 10.3 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 261HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=23,786 sf Runoff Volume=0.213 af Runoff Depth=4.68" Flow Length=160' Tc=10.3 min CN=86 3.73 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 262HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-3: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.02 0.01 7.00 0.62 0.05 0.02 8.00 0.75 0.09 0.03 9.00 0.92 0.16 0.05 10.00 1.14 0.27 0.07 11.00 1.48 0.48 0.15 12.00 4.16 2.69 3.68 13.00 4.85 3.33 0.22 14.00 5.15 3.61 0.13 15.00 5.36 3.80 0.10 16.00 5.53 3.96 0.08 17.00 5.66 4.09 0.07 18.00 5.78 4.20 0.06 19.00 5.89 4.30 0.05 20.00 5.98 4.39 0.04 21.00 6.06 4.47 0.04 22.00 6.14 4.54 0.04 23.00 6.21 4.61 0.04 24.00 6.28 4.68 0.04 25.00 6.28 4.68 0.00 26.00 6.28 4.68 0.00 27.00 6.28 4.68 0.00 28.00 6.28 4.68 0.00 29.00 6.28 4.68 0.00 30.00 6.28 4.68 0.00 31.00 6.28 4.68 0.00 32.00 6.28 4.68 0.00 33.00 6.28 4.68 0.00 34.00 6.28 4.68 0.00 35.00 6.28 4.68 0.00 36.00 6.28 4.68 0.00 37.00 6.28 4.68 0.00 38.00 6.28 4.68 0.00 39.00 6.28 4.68 0.00 40.00 6.28 4.68 0.00 41.00 6.28 4.68 0.00 42.00 6.28 4.68 0.00 43.00 6.28 4.68 0.00 44.00 6.28 4.68 0.00 45.00 6.28 4.68 0.00 46.00 6.28 4.68 0.00 47.00 6.28 4.68 0.00 48.00 6.28 4.68 0.00 49.00 6.28 4.68 0.00 50.00 6.28 4.68 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.68 0.00 52.00 6.28 4.68 0.00 53.00 6.28 4.68 0.00 54.00 6.28 4.68 0.00 55.00 6.28 4.68 0.00 56.00 6.28 4.68 0.00 57.00 6.28 4.68 0.00 58.00 6.28 4.68 0.00 59.00 6.28 4.68 0.00 60.00 6.28 4.68 0.00 61.00 6.28 4.68 0.00 62.00 6.28 4.68 0.00 63.00 6.28 4.68 0.00 64.00 6.28 4.68 0.00 65.00 6.28 4.68 0.00 66.00 6.28 4.68 0.00 67.00 6.28 4.68 0.00 68.00 6.28 4.68 0.00 69.00 6.28 4.68 0.00 70.00 6.28 4.68 0.00 71.00 6.28 4.68 0.00 72.00 6.28 4.68 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 263HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-4: Runoff = 3.39 cfs @ 12.04 hrs, Volume= 0.208 af, Depth= 4.57" 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 5,283 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,190 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,283 22.21% Pervious Area 18,503 77.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 38 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 12.6 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 264HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=23,786 sf Runoff Volume=0.208 af Runoff Depth=4.57" Flow Length=160' Tc=12.6 min CN=85 3.39 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 265HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-4: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.01 0.01 7.00 0.62 0.04 0.02 8.00 0.75 0.07 0.02 9.00 0.92 0.14 0.04 10.00 1.14 0.24 0.06 11.00 1.48 0.44 0.13 12.00 4.16 2.60 3.17 13.00 4.85 3.23 0.23 14.00 5.15 3.51 0.13 15.00 5.36 3.70 0.10 16.00 5.53 3.86 0.08 17.00 5.66 3.99 0.07 18.00 5.78 4.10 0.06 19.00 5.89 4.20 0.05 20.00 5.98 4.28 0.04 21.00 6.06 4.36 0.04 22.00 6.14 4.43 0.04 23.00 6.21 4.50 0.04 24.00 6.28 4.57 0.04 25.00 6.28 4.57 0.00 26.00 6.28 4.57 0.00 27.00 6.28 4.57 0.00 28.00 6.28 4.57 0.00 29.00 6.28 4.57 0.00 30.00 6.28 4.57 0.00 31.00 6.28 4.57 0.00 32.00 6.28 4.57 0.00 33.00 6.28 4.57 0.00 34.00 6.28 4.57 0.00 35.00 6.28 4.57 0.00 36.00 6.28 4.57 0.00 37.00 6.28 4.57 0.00 38.00 6.28 4.57 0.00 39.00 6.28 4.57 0.00 40.00 6.28 4.57 0.00 41.00 6.28 4.57 0.00 42.00 6.28 4.57 0.00 43.00 6.28 4.57 0.00 44.00 6.28 4.57 0.00 45.00 6.28 4.57 0.00 46.00 6.28 4.57 0.00 47.00 6.28 4.57 0.00 48.00 6.28 4.57 0.00 49.00 6.28 4.57 0.00 50.00 6.28 4.57 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.57 0.00 52.00 6.28 4.57 0.00 53.00 6.28 4.57 0.00 54.00 6.28 4.57 0.00 55.00 6.28 4.57 0.00 56.00 6.28 4.57 0.00 57.00 6.28 4.57 0.00 58.00 6.28 4.57 0.00 59.00 6.28 4.57 0.00 60.00 6.28 4.57 0.00 61.00 6.28 4.57 0.00 62.00 6.28 4.57 0.00 63.00 6.28 4.57 0.00 64.00 6.28 4.57 0.00 65.00 6.28 4.57 0.00 66.00 6.28 4.57 0.00 67.00 6.28 4.57 0.00 68.00 6.28 4.57 0.00 69.00 6.28 4.57 0.00 70.00 6.28 4.57 0.00 71.00 6.28 4.57 0.00 72.00 6.28 4.57 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 266HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-5: Runoff = 3.62 cfs @ 12.03 hrs, Volume= 0.213 af, Depth= 4.68" 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 4,983 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,490 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 86 Weighted Average 4,983 20.95% Pervious Area 18,803 79.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 30 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 15 0.0150 0.76 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 47 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 11.2 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 267HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=23,786 sf Runoff Volume=0.213 af Runoff Depth=4.68" Flow Length=160' Tc=11.2 min CN=86 3.62 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 268HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-5: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.02 0.01 7.00 0.62 0.05 0.02 8.00 0.75 0.09 0.03 9.00 0.92 0.16 0.05 10.00 1.14 0.27 0.07 11.00 1.48 0.48 0.14 12.00 4.16 2.69 3.51 13.00 4.85 3.33 0.22 14.00 5.15 3.61 0.13 15.00 5.36 3.80 0.10 16.00 5.53 3.96 0.08 17.00 5.66 4.09 0.07 18.00 5.78 4.20 0.06 19.00 5.89 4.30 0.05 20.00 5.98 4.39 0.04 21.00 6.06 4.47 0.04 22.00 6.14 4.54 0.04 23.00 6.21 4.61 0.04 24.00 6.28 4.68 0.04 25.00 6.28 4.68 0.00 26.00 6.28 4.68 0.00 27.00 6.28 4.68 0.00 28.00 6.28 4.68 0.00 29.00 6.28 4.68 0.00 30.00 6.28 4.68 0.00 31.00 6.28 4.68 0.00 32.00 6.28 4.68 0.00 33.00 6.28 4.68 0.00 34.00 6.28 4.68 0.00 35.00 6.28 4.68 0.00 36.00 6.28 4.68 0.00 37.00 6.28 4.68 0.00 38.00 6.28 4.68 0.00 39.00 6.28 4.68 0.00 40.00 6.28 4.68 0.00 41.00 6.28 4.68 0.00 42.00 6.28 4.68 0.00 43.00 6.28 4.68 0.00 44.00 6.28 4.68 0.00 45.00 6.28 4.68 0.00 46.00 6.28 4.68 0.00 47.00 6.28 4.68 0.00 48.00 6.28 4.68 0.00 49.00 6.28 4.68 0.00 50.00 6.28 4.68 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.68 0.00 52.00 6.28 4.68 0.00 53.00 6.28 4.68 0.00 54.00 6.28 4.68 0.00 55.00 6.28 4.68 0.00 56.00 6.28 4.68 0.00 57.00 6.28 4.68 0.00 58.00 6.28 4.68 0.00 59.00 6.28 4.68 0.00 60.00 6.28 4.68 0.00 61.00 6.28 4.68 0.00 62.00 6.28 4.68 0.00 63.00 6.28 4.68 0.00 64.00 6.28 4.68 0.00 65.00 6.28 4.68 0.00 66.00 6.28 4.68 0.00 67.00 6.28 4.68 0.00 68.00 6.28 4.68 0.00 69.00 6.28 4.68 0.00 70.00 6.28 4.68 0.00 71.00 6.28 4.68 0.00 72.00 6.28 4.68 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 269HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-6: Runoff = 3.85 cfs @ 12.00 hrs, Volume= 0.213 af, Depth= 4.68" 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 4,942 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,526 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,781 86 Weighted Average 4,942 20.78% Pervious Area 18,839 79.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 35 0.0140 0.11 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 50 0.0160 0.99 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 55 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 9.3 155 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 270HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=23,781 sf Runoff Volume=0.213 af Runoff Depth=4.68" Flow Length=155' Tc=9.3 min CN=86 3.85 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 271HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-6: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.02 0.01 7.00 0.62 0.05 0.02 8.00 0.75 0.09 0.03 9.00 0.92 0.16 0.05 10.00 1.14 0.27 0.07 11.00 1.48 0.48 0.15 12.00 4.16 2.69 3.85 13.00 4.85 3.33 0.22 14.00 5.15 3.61 0.13 15.00 5.36 3.80 0.10 16.00 5.53 3.96 0.08 17.00 5.66 4.09 0.07 18.00 5.78 4.20 0.06 19.00 5.89 4.30 0.05 20.00 5.98 4.39 0.04 21.00 6.06 4.47 0.04 22.00 6.14 4.54 0.04 23.00 6.21 4.61 0.04 24.00 6.28 4.68 0.04 25.00 6.28 4.68 0.00 26.00 6.28 4.68 0.00 27.00 6.28 4.68 0.00 28.00 6.28 4.68 0.00 29.00 6.28 4.68 0.00 30.00 6.28 4.68 0.00 31.00 6.28 4.68 0.00 32.00 6.28 4.68 0.00 33.00 6.28 4.68 0.00 34.00 6.28 4.68 0.00 35.00 6.28 4.68 0.00 36.00 6.28 4.68 0.00 37.00 6.28 4.68 0.00 38.00 6.28 4.68 0.00 39.00 6.28 4.68 0.00 40.00 6.28 4.68 0.00 41.00 6.28 4.68 0.00 42.00 6.28 4.68 0.00 43.00 6.28 4.68 0.00 44.00 6.28 4.68 0.00 45.00 6.28 4.68 0.00 46.00 6.28 4.68 0.00 47.00 6.28 4.68 0.00 48.00 6.28 4.68 0.00 49.00 6.28 4.68 0.00 50.00 6.28 4.68 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.68 0.00 52.00 6.28 4.68 0.00 53.00 6.28 4.68 0.00 54.00 6.28 4.68 0.00 55.00 6.28 4.68 0.00 56.00 6.28 4.68 0.00 57.00 6.28 4.68 0.00 58.00 6.28 4.68 0.00 59.00 6.28 4.68 0.00 60.00 6.28 4.68 0.00 61.00 6.28 4.68 0.00 62.00 6.28 4.68 0.00 63.00 6.28 4.68 0.00 64.00 6.28 4.68 0.00 65.00 6.28 4.68 0.00 66.00 6.28 4.68 0.00 67.00 6.28 4.68 0.00 68.00 6.28 4.68 0.00 69.00 6.28 4.68 0.00 70.00 6.28 4.68 0.00 71.00 6.28 4.68 0.00 72.00 6.28 4.68 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 272HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-7: Runoff = 3.42 cfs @ 12.04 hrs, Volume= 0.208 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 5,276 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 10,197 98 Paved parking, HSG A 8,313 98 Roofs, HSG A 23,786 85 Weighted Average 5,276 22.18% Pervious Area 18,510 77.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 37 0.0050 0.07 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.2 7 0.0150 0.65 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.5 8 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.8 48 0.0160 0.98 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 60 0.0160 2.57 Shallow Concentrated Flow, 5 Paved Kv= 20.3 fps 12.4 160 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 273HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=23,786 sf Runoff Volume=0.208 af Runoff Depth=4.57" Flow Length=160' Tc=12.4 min CN=85 3.42 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 274HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-7: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.01 0.01 7.00 0.62 0.04 0.02 8.00 0.75 0.07 0.02 9.00 0.92 0.14 0.04 10.00 1.14 0.24 0.06 11.00 1.48 0.44 0.13 12.00 4.16 2.60 3.21 13.00 4.85 3.23 0.23 14.00 5.15 3.51 0.13 15.00 5.36 3.70 0.10 16.00 5.53 3.86 0.08 17.00 5.66 3.99 0.07 18.00 5.78 4.10 0.06 19.00 5.89 4.20 0.05 20.00 5.98 4.28 0.04 21.00 6.06 4.36 0.04 22.00 6.14 4.43 0.04 23.00 6.21 4.50 0.04 24.00 6.28 4.57 0.04 25.00 6.28 4.57 0.00 26.00 6.28 4.57 0.00 27.00 6.28 4.57 0.00 28.00 6.28 4.57 0.00 29.00 6.28 4.57 0.00 30.00 6.28 4.57 0.00 31.00 6.28 4.57 0.00 32.00 6.28 4.57 0.00 33.00 6.28 4.57 0.00 34.00 6.28 4.57 0.00 35.00 6.28 4.57 0.00 36.00 6.28 4.57 0.00 37.00 6.28 4.57 0.00 38.00 6.28 4.57 0.00 39.00 6.28 4.57 0.00 40.00 6.28 4.57 0.00 41.00 6.28 4.57 0.00 42.00 6.28 4.57 0.00 43.00 6.28 4.57 0.00 44.00 6.28 4.57 0.00 45.00 6.28 4.57 0.00 46.00 6.28 4.57 0.00 47.00 6.28 4.57 0.00 48.00 6.28 4.57 0.00 49.00 6.28 4.57 0.00 50.00 6.28 4.57 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.57 0.00 52.00 6.28 4.57 0.00 53.00 6.28 4.57 0.00 54.00 6.28 4.57 0.00 55.00 6.28 4.57 0.00 56.00 6.28 4.57 0.00 57.00 6.28 4.57 0.00 58.00 6.28 4.57 0.00 59.00 6.28 4.57 0.00 60.00 6.28 4.57 0.00 61.00 6.28 4.57 0.00 62.00 6.28 4.57 0.00 63.00 6.28 4.57 0.00 64.00 6.28 4.57 0.00 65.00 6.28 4.57 0.00 66.00 6.28 4.57 0.00 67.00 6.28 4.57 0.00 68.00 6.28 4.57 0.00 69.00 6.28 4.57 0.00 70.00 6.28 4.57 0.00 71.00 6.28 4.57 0.00 72.00 6.28 4.57 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 275HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-8: Runoff = 1.28 cfs @ 11.98 hrs, Volume= 0.066 af, Depth= 4.79" Routed to Pond CB8 : 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 1,377 39 >75% Grass cover, Good, HSG A 0 96 Gravel surface, HSG A 5,870 98 Paved parking, HSG A 0 98 Roofs, HSG A 7,247 87 Weighted Average 1,377 19.00% Pervious Area 5,870 81.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 26 0.0200 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" 2.0 6 0.0050 0.05 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 1.0 63 0.0160 1.04 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 0.4 67 0.0160 2.57 Shallow Concentrated Flow, 4 Paved Kv= 20.3 fps 7.2 167 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 276HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=7,247 sf Runoff Volume=0.066 af Runoff Depth=4.79" Flow Length=167' Tc=7.2 min CN=87 1.28 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 277HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-8: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.01 0.00 6.00 0.50 0.02 0.00 7.00 0.62 0.06 0.01 8.00 0.75 0.11 0.01 9.00 0.92 0.18 0.02 10.00 1.14 0.30 0.02 11.00 1.48 0.52 0.05 12.00 4.16 2.79 1.25 13.00 4.85 3.42 0.07 14.00 5.15 3.71 0.04 15.00 5.36 3.91 0.03 16.00 5.53 4.07 0.02 17.00 5.66 4.20 0.02 18.00 5.78 4.31 0.02 19.00 5.89 4.41 0.02 20.00 5.98 4.50 0.01 21.00 6.06 4.57 0.01 22.00 6.14 4.65 0.01 23.00 6.21 4.72 0.01 24.00 6.28 4.79 0.01 25.00 6.28 4.79 0.00 26.00 6.28 4.79 0.00 27.00 6.28 4.79 0.00 28.00 6.28 4.79 0.00 29.00 6.28 4.79 0.00 30.00 6.28 4.79 0.00 31.00 6.28 4.79 0.00 32.00 6.28 4.79 0.00 33.00 6.28 4.79 0.00 34.00 6.28 4.79 0.00 35.00 6.28 4.79 0.00 36.00 6.28 4.79 0.00 37.00 6.28 4.79 0.00 38.00 6.28 4.79 0.00 39.00 6.28 4.79 0.00 40.00 6.28 4.79 0.00 41.00 6.28 4.79 0.00 42.00 6.28 4.79 0.00 43.00 6.28 4.79 0.00 44.00 6.28 4.79 0.00 45.00 6.28 4.79 0.00 46.00 6.28 4.79 0.00 47.00 6.28 4.79 0.00 48.00 6.28 4.79 0.00 49.00 6.28 4.79 0.00 50.00 6.28 4.79 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 4.79 0.00 52.00 6.28 4.79 0.00 53.00 6.28 4.79 0.00 54.00 6.28 4.79 0.00 55.00 6.28 4.79 0.00 56.00 6.28 4.79 0.00 57.00 6.28 4.79 0.00 58.00 6.28 4.79 0.00 59.00 6.28 4.79 0.00 60.00 6.28 4.79 0.00 61.00 6.28 4.79 0.00 62.00 6.28 4.79 0.00 63.00 6.28 4.79 0.00 64.00 6.28 4.79 0.00 65.00 6.28 4.79 0.00 66.00 6.28 4.79 0.00 67.00 6.28 4.79 0.00 68.00 6.28 4.79 0.00 69.00 6.28 4.79 0.00 70.00 6.28 4.79 0.00 71.00 6.28 4.79 0.00 72.00 6.28 4.79 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 278HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1-9: Runoff = 0.36 cfs @ 12.12 hrs, Volume= 0.037 af, Depth= 0.78" 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 22,907 39 >75% Grass cover, Good, HSG A 587 96 Gravel surface, HSG A 1,288 98 Paved parking, HSG A 0 98 Roofs, HSG A 24,782 43 Weighted Average 23,494 94.80% Pervious Area 1,288 5.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 61 0.0090 0.10 Sheet Flow, 1 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 2 Smooth surfaces n= 0.011 P2= 2.61" 2.7 12 0.0090 0.07 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.61" 0.3 10 0.0090 0.57 Sheet Flow, 4 Smooth surfaces n= 0.011 P2= 2.61" 1.8 7 0.0090 0.07 Sheet Flow, 5 Grass: Short n= 0.150 P2= 2.61" 0.3 23 0.0090 1.53 Shallow Concentrated Flow, 6 Unpaved Kv= 16.1 fps 0.1 10 0.0090 1.93 Shallow Concentrated Flow, 7 Paved Kv= 20.3 fps 15.6 133 Total MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 279HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Subcatchment P1-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-yr Rainfall=6.28" Runoff Area=24,782 sf Runoff Volume=0.037 af Runoff Depth=0.78" Flow Length=133' Slope=0.0090 '/' Tc=15.6 min CN=43 0.36 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 280HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1-9: Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.07 0.00 0.00 2.00 0.14 0.00 0.00 3.00 0.22 0.00 0.00 4.00 0.30 0.00 0.00 5.00 0.40 0.00 0.00 6.00 0.50 0.00 0.00 7.00 0.62 0.00 0.00 8.00 0.75 0.00 0.00 9.00 0.92 0.00 0.00 10.00 1.14 0.00 0.00 11.00 1.48 0.00 0.00 12.00 4.16 0.15 0.15 13.00 4.85 0.31 0.07 14.00 5.15 0.40 0.04 15.00 5.36 0.46 0.03 16.00 5.53 0.51 0.03 17.00 5.66 0.56 0.03 18.00 5.78 0.60 0.02 19.00 5.89 0.64 0.02 20.00 5.98 0.67 0.02 21.00 6.06 0.70 0.02 22.00 6.14 0.73 0.02 23.00 6.21 0.75 0.02 24.00 6.28 0.78 0.02 25.00 6.28 0.78 0.00 26.00 6.28 0.78 0.00 27.00 6.28 0.78 0.00 28.00 6.28 0.78 0.00 29.00 6.28 0.78 0.00 30.00 6.28 0.78 0.00 31.00 6.28 0.78 0.00 32.00 6.28 0.78 0.00 33.00 6.28 0.78 0.00 34.00 6.28 0.78 0.00 35.00 6.28 0.78 0.00 36.00 6.28 0.78 0.00 37.00 6.28 0.78 0.00 38.00 6.28 0.78 0.00 39.00 6.28 0.78 0.00 40.00 6.28 0.78 0.00 41.00 6.28 0.78 0.00 42.00 6.28 0.78 0.00 43.00 6.28 0.78 0.00 44.00 6.28 0.78 0.00 45.00 6.28 0.78 0.00 46.00 6.28 0.78 0.00 47.00 6.28 0.78 0.00 48.00 6.28 0.78 0.00 49.00 6.28 0.78 0.00 50.00 6.28 0.78 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 51.00 6.28 0.78 0.00 52.00 6.28 0.78 0.00 53.00 6.28 0.78 0.00 54.00 6.28 0.78 0.00 55.00 6.28 0.78 0.00 56.00 6.28 0.78 0.00 57.00 6.28 0.78 0.00 58.00 6.28 0.78 0.00 59.00 6.28 0.78 0.00 60.00 6.28 0.78 0.00 61.00 6.28 0.78 0.00 62.00 6.28 0.78 0.00 63.00 6.28 0.78 0.00 64.00 6.28 0.78 0.00 65.00 6.28 0.78 0.00 66.00 6.28 0.78 0.00 67.00 6.28 0.78 0.00 68.00 6.28 0.78 0.00 69.00 6.28 0.78 0.00 70.00 6.28 0.78 0.00 71.00 6.28 0.78 0.00 72.00 6.28 0.78 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 281HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 1.993 ac, 6.52% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 2.31 cfs @ 12.08 hrs, Volume= 0.176 af Outflow = 1.06 cfs @ 12.25 hrs, Volume= 0.176 af, Atten= 54%, Lag= 10.1 min Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.80 fps, Min. Travel Time= 20.9 min Avg. Velocity = 0.26 fps, Avg. Travel Time= 63.6 min Peak Storage= 1,334 cf @ 12.25 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 8.06' Bank-Full Depth= 1.50' Flow Area= 17.3 sf, Capacity= 47.26 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 1,000.0' Slope= 0.0020 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 1R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.993 ac Avg. Flow Depth=0.18' Max Vel=0.80 fps n=0.025 L=1,000.0' S=0.0020 '/' Capacity=47.26 cfs 2.31 cfs 1.06 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 282HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 0.00 0.00 0 310.00 0.00 2.00 0.00 0 310.00 0.00 4.00 0.00 0 310.00 0.00 6.00 0.00 0 310.00 0.00 8.00 0.00 0 310.00 0.00 10.00 0.00 0 310.00 0.00 12.00 1.60 340 310.05 0.12 14.00 0.19 508 310.07 0.23 16.00 0.12 370 310.05 0.14 18.00 0.10 314 310.04 0.10 20.00 0.07 268 310.04 0.08 22.00 0.07 244 310.03 0.07 24.00 0.06 235 310.03 0.07 26.00 0.00 68 310.01 0.01 28.00 0.00 21 310.00 0.00 30.00 0.00 7 310.00 0.00 32.00 0.00 2 310.00 0.00 34.00 0.00 1 310.00 0.00 36.00 0.00 0 310.00 0.00 38.00 0.00 0 310.00 0.00 40.00 0.00 0 310.00 0.00 42.00 0.00 0 310.00 0.00 44.00 0.00 0 310.00 0.00 46.00 0.00 0 310.00 0.00 48.00 0.00 0 310.00 0.00 50.00 0.00 0 310.00 0.00 52.00 0.00 0 310.00 0.00 54.00 0.00 0 310.00 0.00 56.00 0.00 0 310.00 0.00 58.00 0.00 0 310.00 0.00 60.00 0.00 0 310.00 0.00 62.00 0.00 0 310.00 0.00 64.00 0.00 0 310.00 0.00 66.00 0.00 0 310.00 0.00 68.00 0.00 0 310.00 0.00 70.00 0.00 0 310.00 0.00 72.00 0.00 0 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 283HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Inflow Area = 0.803 ac, 6.43% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 1.11 cfs @ 12.03 hrs, Volume= 0.071 af Outflow = 0.70 cfs @ 12.12 hrs, Volume= 0.071 af, Atten= 37%, Lag= 5.0 min Routed to Pond CB10 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.85 fps, Min. Travel Time= 9.8 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 28.3 min Peak Storage= 413 cf @ 12.12 hrs Average Depth at Peak Storage= 0.11' , Surface Width= 7.68' Bank-Full Depth= 1.50' Flow Area= 17.3 sf, Capacity= 66.83 cfs 7.00' x 1.50' deep channel, n= 0.025 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 16.00' Length= 500.0' Slope= 0.0040 '/' Inlet Invert= 310.00', Outlet Invert= 308.00' ‡ Reach 2R: Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.803 ac Avg. Flow Depth=0.11' Max Vel=0.85 fps n=0.025 L=500.0' S=0.0040 '/' Capacity=66.83 cfs 1.11 cfs 0.70 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 284HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 0.00 0.00 0 310.00 0.00 2.00 0.00 0 310.00 0.00 4.00 0.00 0 310.00 0.00 6.00 0.00 0 310.00 0.00 8.00 0.00 0 310.00 0.00 10.00 0.00 0 310.00 0.00 12.00 1.03 230 310.06 0.27 14.00 0.07 109 310.03 0.08 16.00 0.05 81 310.02 0.05 18.00 0.04 69 310.02 0.04 20.00 0.03 60 310.02 0.03 22.00 0.03 56 310.02 0.03 24.00 0.03 55 310.02 0.03 26.00 0.00 3 310.00 0.00 28.00 0.00 0 310.00 0.00 30.00 0.00 0 310.00 0.00 32.00 0.00 0 310.00 0.00 34.00 0.00 0 310.00 0.00 36.00 0.00 0 310.00 0.00 38.00 0.00 0 310.00 0.00 40.00 0.00 0 310.00 0.00 42.00 0.00 0 310.00 0.00 44.00 0.00 0 310.00 0.00 46.00 0.00 0 310.00 0.00 48.00 0.00 0 310.00 0.00 50.00 0.00 0 310.00 0.00 52.00 0.00 0 310.00 0.00 54.00 0.00 0 310.00 0.00 56.00 0.00 0 310.00 0.00 58.00 0.00 0 310.00 0.00 60.00 0.00 0 310.00 0.00 62.00 0.00 0 310.00 0.00 64.00 0.00 0 310.00 0.00 66.00 0.00 0 310.00 0.00 68.00 0.00 0 310.00 0.00 70.00 0.00 0 310.00 0.00 72.00 0.00 0 310.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 285HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: [58] Hint: Peaked 1.46' above defined flood level Inflow Area = 0.568 ac, 40.67% Impervious, Inflow Depth = 2.65" for 100-yr event Inflow = 2.15 cfs @ 12.04 hrs, Volume= 0.125 af Outflow = 2.15 cfs @ 12.04 hrs, Volume= 0.125 af, Atten= 0%, Lag= 0.0 min Primary = 2.15 cfs @ 12.04 hrs, Volume= 0.125 af Routed to Pond CB2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 310.36' @ 12.04 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.00' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.15 cfs @ 12.04 hrs HW=310.35' TW=309.30' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.15 cfs @ 2.74 fps) Pond CB1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.568 ac Peak Elev=310.36' 12.0" Round Culvert n=0.013 L=225.0' S=0.0040 '/' 2.15 cfs 2.15 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 286HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.00 0.00 1.00 0.00 306.00 0.00 2.00 0.00 306.00 0.00 3.00 0.00 306.00 0.00 4.00 0.00 306.00 0.00 5.00 0.00 306.00 0.00 6.00 0.00 306.00 0.00 7.00 0.00 306.00 0.00 8.00 0.00 306.00 0.00 9.00 0.00 306.00 0.00 10.00 0.00 306.04 0.00 11.00 0.03 306.11 0.03 12.00 1.96 309.71 1.96 13.00 0.17 306.32 0.17 14.00 0.10 306.20 0.10 15.00 0.08 306.18 0.08 16.00 0.06 306.16 0.06 17.00 0.05 306.15 0.05 18.00 0.05 306.14 0.05 19.00 0.04 306.13 0.04 20.00 0.04 306.12 0.04 21.00 0.03 306.12 0.03 22.00 0.03 306.11 0.03 23.00 0.03 306.11 0.03 24.00 0.03 306.11 0.03 25.00 0.00 306.00 0.00 26.00 0.00 306.00 0.00 27.00 0.00 306.00 0.00 28.00 0.00 306.00 0.00 29.00 0.00 306.00 0.00 30.00 0.00 306.00 0.00 31.00 0.00 306.00 0.00 32.00 0.00 306.00 0.00 33.00 0.00 306.00 0.00 34.00 0.00 306.00 0.00 35.00 0.00 306.00 0.00 36.00 0.00 306.00 0.00 37.00 0.00 306.00 0.00 38.00 0.00 306.00 0.00 39.00 0.00 306.00 0.00 40.00 0.00 306.00 0.00 41.00 0.00 306.00 0.00 42.00 0.00 306.00 0.00 43.00 0.00 306.00 0.00 44.00 0.00 306.00 0.00 45.00 0.00 306.00 0.00 46.00 0.00 306.00 0.00 47.00 0.00 306.00 0.00 48.00 0.00 306.00 0.00 49.00 0.00 306.00 0.00 50.00 0.00 306.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.00 0.00 52.00 0.00 306.00 0.00 53.00 0.00 306.00 0.00 54.00 0.00 306.00 0.00 55.00 0.00 306.00 0.00 56.00 0.00 306.00 0.00 57.00 0.00 306.00 0.00 58.00 0.00 306.00 0.00 59.00 0.00 306.00 0.00 60.00 0.00 306.00 0.00 61.00 0.00 306.00 0.00 62.00 0.00 306.00 0.00 63.00 0.00 306.00 0.00 64.00 0.00 306.00 0.00 65.00 0.00 306.00 0.00 66.00 0.00 306.00 0.00 67.00 0.00 306.00 0.00 68.00 0.00 306.00 0.00 69.00 0.00 306.00 0.00 70.00 0.00 306.00 0.00 71.00 0.00 306.00 0.00 72.00 0.00 306.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 287HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB10: [58] Hint: Peaked 11.30' above defined flood level [63] Warning: Exceeded Reach 1R INLET depth by 9.12' @ 12.19 hrs [64] Warning: Exceeded Reach 1R outlet bank by 9.80' @ 12.19 hrs [63] Warning: Exceeded Reach 2R INLET depth by 9.19' @ 12.19 hrs [64] Warning: Exceeded Reach 2R outlet bank by 9.80' @ 12.19 hrs Inflow Area = 2.796 ac, 6.49% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 1.62 cfs @ 12.19 hrs, Volume= 0.247 af Outflow = 1.62 cfs @ 12.19 hrs, Volume= 0.247 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.19 hrs, Volume= 0.247 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 319.30' @ 12.19 hrs Flood Elev= 308.00' Device Routing Invert Outlet Devices #1 Primary 305.70'6.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.70' / 305.45' S= 0.0021 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.62 cfs @ 12.19 hrs HW=319.28' TW=307.27' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.62 cfs @ 8.27 fps) Pond CB10: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.796 ac Peak Elev=319.30' 6.0" Round Culvert n=0.013 L=119.0' S=0.0021 '/' 1.62 cfs 1.62 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 288HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB10: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.70 0.00 1.00 0.00 305.70 0.00 2.00 0.00 305.70 0.00 3.00 0.00 305.70 0.00 4.00 0.00 305.70 0.00 5.00 0.00 305.70 0.00 6.00 0.00 305.70 0.00 7.00 0.00 305.70 0.00 8.00 0.00 305.70 0.00 9.00 0.00 305.70 0.00 10.00 0.00 305.70 0.00 11.00 0.00 305.70 0.00 12.00 0.39 306.65 0.39 13.00 0.56 307.37 0.56 14.00 0.31 306.30 0.31 15.00 0.23 306.16 0.23 16.00 0.19 306.11 0.19 17.00 0.16 306.07 0.16 18.00 0.14 306.05 0.14 19.00 0.13 306.02 0.13 20.00 0.11 306.00 0.11 21.00 0.10 305.98 0.10 22.00 0.10 305.98 0.10 23.00 0.09 305.97 0.09 24.00 0.09 305.97 0.09 25.00 0.03 305.85 0.03 26.00 0.01 305.80 0.01 27.00 0.01 305.77 0.01 28.00 0.00 305.75 0.00 29.00 0.00 305.74 0.00 30.00 0.00 305.73 0.00 31.00 0.00 305.72 0.00 32.00 0.00 305.72 0.00 33.00 0.00 305.71 0.00 34.00 0.00 305.71 0.00 35.00 0.00 305.71 0.00 36.00 0.00 305.71 0.00 37.00 0.00 305.70 0.00 38.00 0.00 305.70 0.00 39.00 0.00 305.70 0.00 40.00 0.00 305.70 0.00 41.00 0.00 305.70 0.00 42.00 0.00 305.70 0.00 43.00 0.00 305.70 0.00 44.00 0.00 305.70 0.00 45.00 0.00 305.70 0.00 46.00 0.00 305.70 0.00 47.00 0.00 305.70 0.00 48.00 0.00 305.70 0.00 49.00 0.00 305.70 0.00 50.00 0.00 305.70 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.70 0.00 52.00 0.00 305.70 0.00 53.00 0.00 305.70 0.00 54.00 0.00 305.70 0.00 55.00 0.00 305.70 0.00 56.00 0.00 305.70 0.00 57.00 0.00 305.70 0.00 58.00 0.00 305.70 0.00 59.00 0.00 305.70 0.00 60.00 0.00 305.70 0.00 61.00 0.00 305.70 0.00 62.00 0.00 305.70 0.00 63.00 0.00 305.70 0.00 64.00 0.00 305.70 0.00 65.00 0.00 305.70 0.00 66.00 0.00 305.70 0.00 67.00 0.00 305.70 0.00 68.00 0.00 305.70 0.00 69.00 0.00 305.70 0.00 70.00 0.00 305.70 0.00 71.00 0.00 305.70 0.00 72.00 0.00 305.70 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 289HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: [58] Hint: Peaked 0.41' above defined flood level Inflow Area = 1.114 ac, 59.57% Impervious, Inflow Depth = 3.64" for 100-yr event Inflow = 5.90 cfs @ 12.02 hrs, Volume= 0.338 af Outflow = 5.90 cfs @ 12.02 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Primary = 5.90 cfs @ 12.02 hrs, Volume= 0.338 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.31' @ 12.04 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.75 cfs @ 12.02 hrs HW=309.23' TW=307.59' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.75 cfs @ 4.68 fps) Pond CB2: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.114 ac Peak Elev=309.31' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 5.90 cfs 5.90 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 290HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB2: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.14 0.00 6.00 0.01 305.16 0.01 7.00 0.02 305.18 0.02 8.00 0.03 305.20 0.03 9.00 0.05 305.23 0.05 10.00 0.07 305.27 0.07 11.00 0.18 305.37 0.18 12.00 5.81 309.03 5.81 13.00 0.39 305.95 0.39 14.00 0.23 305.44 0.23 15.00 0.18 305.36 0.18 16.00 0.14 305.33 0.14 17.00 0.12 305.31 0.12 18.00 0.11 305.30 0.11 19.00 0.09 305.29 0.09 20.00 0.08 305.27 0.08 21.00 0.07 305.27 0.07 22.00 0.07 305.26 0.07 23.00 0.07 305.26 0.07 24.00 0.07 305.26 0.07 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 291HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: [58] Hint: Peaked 4.44' above defined flood level Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 4.68" for 100-yr event Inflow = 3.73 cfs @ 12.02 hrs, Volume= 0.213 af Outflow = 3.73 cfs @ 12.02 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary = 3.73 cfs @ 12.02 hrs, Volume= 0.213 af Routed to Pond CB4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.34' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.64 cfs @ 12.02 hrs HW=313.18' TW=309.94' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.64 cfs @ 4.63 fps) Pond CB3: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.546 ac Peak Elev=313.34' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 3.73 cfs 3.73 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 292HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB3: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.14 0.00 6.00 0.01 306.17 0.01 7.00 0.02 306.19 0.02 8.00 0.03 306.20 0.03 9.00 0.05 306.24 0.05 10.00 0.07 306.27 0.07 11.00 0.15 306.34 0.15 12.00 3.68 312.76 3.68 13.00 0.22 306.45 0.22 14.00 0.13 306.33 0.13 15.00 0.10 306.30 0.10 16.00 0.08 306.28 0.08 17.00 0.07 306.26 0.07 18.00 0.06 306.25 0.06 19.00 0.05 306.24 0.05 20.00 0.04 306.23 0.04 21.00 0.04 306.23 0.04 22.00 0.04 306.23 0.04 23.00 0.04 306.22 0.04 24.00 0.04 306.22 0.04 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 293HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: [58] Hint: Peaked 1.26' above defined flood level Inflow Area = 1.092 ac, 78.42% Impervious, Inflow Depth = 4.62" for 100-yr event Inflow = 7.08 cfs @ 12.03 hrs, Volume= 0.421 af Outflow = 7.08 cfs @ 12.03 hrs, Volume= 0.421 af, Atten= 0%, Lag= 0.0 min Primary = 7.08 cfs @ 12.03 hrs, Volume= 0.421 af Routed to Pond STMH1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 310.11' @ 12.04 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.10' / 304.60' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=6.96 cfs @ 12.03 hrs HW=310.06' TW=307.65' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.96 cfs @ 5.67 fps) Pond CB4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.092 ac Peak Elev=310.11' 15.0" Round Culvert n=0.013 L=125.0' S=0.0040 '/' 7.08 cfs 7.08 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 294HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 305.10 0.00 1.00 0.00 305.10 0.00 2.00 0.00 305.10 0.00 3.00 0.00 305.10 0.00 4.00 0.00 305.10 0.00 5.00 0.00 305.14 0.00 6.00 0.02 305.18 0.02 7.00 0.03 305.21 0.03 8.00 0.05 305.23 0.05 9.00 0.09 305.28 0.09 10.00 0.13 305.32 0.13 11.00 0.28 305.42 0.28 12.00 6.85 309.68 6.85 13.00 0.45 305.96 0.45 14.00 0.26 305.45 0.26 15.00 0.20 305.38 0.20 16.00 0.16 305.34 0.16 17.00 0.14 305.32 0.14 18.00 0.12 305.31 0.12 19.00 0.10 305.30 0.10 20.00 0.09 305.28 0.09 21.00 0.08 305.27 0.08 22.00 0.08 305.27 0.08 23.00 0.08 305.27 0.08 24.00 0.07 305.26 0.07 25.00 0.00 305.10 0.00 26.00 0.00 305.10 0.00 27.00 0.00 305.10 0.00 28.00 0.00 305.10 0.00 29.00 0.00 305.10 0.00 30.00 0.00 305.10 0.00 31.00 0.00 305.10 0.00 32.00 0.00 305.10 0.00 33.00 0.00 305.10 0.00 34.00 0.00 305.10 0.00 35.00 0.00 305.10 0.00 36.00 0.00 305.10 0.00 37.00 0.00 305.10 0.00 38.00 0.00 305.10 0.00 39.00 0.00 305.10 0.00 40.00 0.00 305.10 0.00 41.00 0.00 305.10 0.00 42.00 0.00 305.10 0.00 43.00 0.00 305.10 0.00 44.00 0.00 305.10 0.00 45.00 0.00 305.10 0.00 46.00 0.00 305.10 0.00 47.00 0.00 305.10 0.00 48.00 0.00 305.10 0.00 49.00 0.00 305.10 0.00 50.00 0.00 305.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 305.10 0.00 52.00 0.00 305.10 0.00 53.00 0.00 305.10 0.00 54.00 0.00 305.10 0.00 55.00 0.00 305.10 0.00 56.00 0.00 305.10 0.00 57.00 0.00 305.10 0.00 58.00 0.00 305.10 0.00 59.00 0.00 305.10 0.00 60.00 0.00 305.10 0.00 61.00 0.00 305.10 0.00 62.00 0.00 305.10 0.00 63.00 0.00 305.10 0.00 64.00 0.00 305.10 0.00 65.00 0.00 305.10 0.00 66.00 0.00 305.10 0.00 67.00 0.00 305.10 0.00 68.00 0.00 305.10 0.00 69.00 0.00 305.10 0.00 70.00 0.00 305.10 0.00 71.00 0.00 305.10 0.00 72.00 0.00 305.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 295HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB5: [58] Hint: Peaked 0.69' above defined flood level Inflow Area = 0.546 ac, 79.05% Impervious, Inflow Depth = 4.68" for 100-yr event Inflow = 3.62 cfs @ 12.03 hrs, Volume= 0.213 af Outflow = 3.62 cfs @ 12.03 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary = 3.62 cfs @ 12.03 hrs, Volume= 0.213 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.59' @ 12.03 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.59 cfs @ 12.03 hrs HW=309.56' TW=306.40' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.59 cfs @ 4.57 fps) Pond CB5: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.546 ac Peak Elev=309.59' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 3.62 cfs 3.62 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 296HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB5: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.14 0.00 6.00 0.01 306.17 0.01 7.00 0.02 306.19 0.02 8.00 0.03 306.20 0.03 9.00 0.05 306.23 0.05 10.00 0.07 306.26 0.07 11.00 0.14 306.33 0.14 12.00 3.51 309.18 3.51 13.00 0.22 306.40 0.22 14.00 0.13 306.32 0.13 15.00 0.10 306.29 0.10 16.00 0.08 306.27 0.08 17.00 0.07 306.26 0.07 18.00 0.06 306.25 0.06 19.00 0.05 306.24 0.05 20.00 0.04 306.23 0.04 21.00 0.04 306.23 0.04 22.00 0.04 306.22 0.04 23.00 0.04 306.22 0.04 24.00 0.04 306.22 0.04 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 297HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB6: [58] Hint: Peaked 0.99' above defined flood level Inflow Area = 0.546 ac, 79.22% Impervious, Inflow Depth = 4.68" for 100-yr event Inflow = 3.85 cfs @ 12.00 hrs, Volume= 0.213 af Outflow = 3.85 cfs @ 12.00 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary = 3.85 cfs @ 12.00 hrs, Volume= 0.213 af Routed to Pond CB7 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 309.89' @ 12.01 hrs Flood Elev= 308.90' Device Routing Invert Outlet Devices #1 Primary 306.10'12.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 306.10' / 305.10' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.80 cfs @ 12.00 hrs HW=309.83' TW=306.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.80 cfs @ 4.84 fps) Pond CB6: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.546 ac Peak Elev=309.89' 12.0" Round Culvert n=0.013 L=250.0' S=0.0040 '/' 3.85 cfs 3.85 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 298HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB6: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 306.10 0.00 1.00 0.00 306.10 0.00 2.00 0.00 306.10 0.00 3.00 0.00 306.10 0.00 4.00 0.00 306.10 0.00 5.00 0.00 306.14 0.00 6.00 0.01 306.17 0.01 7.00 0.02 306.19 0.02 8.00 0.03 306.20 0.03 9.00 0.05 306.23 0.05 10.00 0.07 306.26 0.07 11.00 0.15 306.33 0.15 12.00 3.85 309.79 3.85 13.00 0.22 306.40 0.22 14.00 0.13 306.32 0.13 15.00 0.10 306.29 0.10 16.00 0.08 306.27 0.08 17.00 0.07 306.26 0.07 18.00 0.06 306.25 0.06 19.00 0.05 306.24 0.05 20.00 0.04 306.23 0.04 21.00 0.04 306.23 0.04 22.00 0.04 306.22 0.04 23.00 0.04 306.22 0.04 24.00 0.04 306.22 0.04 25.00 0.00 306.10 0.00 26.00 0.00 306.10 0.00 27.00 0.00 306.10 0.00 28.00 0.00 306.10 0.00 29.00 0.00 306.10 0.00 30.00 0.00 306.10 0.00 31.00 0.00 306.10 0.00 32.00 0.00 306.10 0.00 33.00 0.00 306.10 0.00 34.00 0.00 306.10 0.00 35.00 0.00 306.10 0.00 36.00 0.00 306.10 0.00 37.00 0.00 306.10 0.00 38.00 0.00 306.10 0.00 39.00 0.00 306.10 0.00 40.00 0.00 306.10 0.00 41.00 0.00 306.10 0.00 42.00 0.00 306.10 0.00 43.00 0.00 306.10 0.00 44.00 0.00 306.10 0.00 45.00 0.00 306.10 0.00 46.00 0.00 306.10 0.00 47.00 0.00 306.10 0.00 48.00 0.00 306.10 0.00 49.00 0.00 306.10 0.00 50.00 0.00 306.10 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 306.10 0.00 52.00 0.00 306.10 0.00 53.00 0.00 306.10 0.00 54.00 0.00 306.10 0.00 55.00 0.00 306.10 0.00 56.00 0.00 306.10 0.00 57.00 0.00 306.10 0.00 58.00 0.00 306.10 0.00 59.00 0.00 306.10 0.00 60.00 0.00 306.10 0.00 61.00 0.00 306.10 0.00 62.00 0.00 306.10 0.00 63.00 0.00 306.10 0.00 64.00 0.00 306.10 0.00 65.00 0.00 306.10 0.00 66.00 0.00 306.10 0.00 67.00 0.00 306.10 0.00 68.00 0.00 306.10 0.00 69.00 0.00 306.10 0.00 70.00 0.00 306.10 0.00 71.00 0.00 306.10 0.00 72.00 0.00 306.10 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 299HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB7: Inflow Area = 1.638 ac, 78.70% Impervious, Inflow Depth = 4.64" for 100-yr event Inflow = 10.78 cfs @ 12.02 hrs, Volume= 0.633 af Outflow = 10.78 cfs @ 12.02 hrs, Volume= 0.633 af, Atten= 0%, Lag= 0.0 min Primary = 10.78 cfs @ 12.02 hrs, Volume= 0.633 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.12' @ 12.22 hrs Flood Elev= 308.85' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.75' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=10.44 cfs @ 12.02 hrs HW=306.38' TW=305.62' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.44 cfs @ 3.32 fps) Pond CB7: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.638 ac Peak Elev=307.12' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 10.78 cfs 10.78 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 300HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB7: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.01 303.85 0.01 6.00 0.03 303.89 0.03 7.00 0.05 303.93 0.05 8.00 0.08 303.96 0.08 9.00 0.14 304.01 0.14 10.00 0.20 304.06 0.20 11.00 0.42 304.19 0.42 12.00 10.57 306.25 10.57 13.00 0.67 305.47 0.67 14.00 0.39 304.45 0.39 15.00 0.30 304.19 0.30 16.00 0.24 304.15 0.24 17.00 0.20 304.12 0.20 18.00 0.18 304.10 0.18 19.00 0.16 304.08 0.16 20.00 0.13 304.06 0.13 21.00 0.12 304.04 0.12 22.00 0.12 304.04 0.12 23.00 0.11 304.03 0.11 24.00 0.11 304.03 0.11 25.00 0.00 303.85 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 301HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB8: [58] Hint: Peaked 18.28' above defined flood level [80] Warning: Exceeded Pond INFILL2 by 19.29' @ 12.26 hrs (52.45 cfs 1.203 af) Inflow Area = 6.806 ac, 45.91% Impervious, Inflow Depth = 0.91" for 100-yr event Inflow = 14.34 cfs @ 12.25 hrs, Volume= 0.519 af Outflow = 14.34 cfs @ 12.25 hrs, Volume= 0.519 af, Atten= 0%, Lag= 0.0 min Primary = 14.34 cfs @ 12.25 hrs, Volume= 0.519 af Routed to Pond CB9 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 326.38' @ 12.26 hrs Flood Elev= 308.10' Device Routing Invert Outlet Devices #1 Primary 303.80'24.0" Round Culvert L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 303.80' / 303.31' S= 0.0044 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 12.25 hrs HW=311.70' TW=322.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB8: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.806 ac Peak Elev=326.38' 24.0" Round Culvert n=0.013 L=112.0' S=0.0044 '/' 14.34 cfs 14.34 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 302HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB8: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.80 0.00 1.00 0.00 303.80 0.00 2.00 0.00 303.80 0.00 3.00 0.00 303.80 0.00 4.00 0.00 303.80 0.00 5.00 0.00 303.82 0.00 6.00 0.00 303.83 0.00 7.00 0.01 303.84 0.01 8.00 0.01 303.85 0.01 9.00 0.02 303.87 0.02 10.00 0.02 303.88 0.02 11.00 0.05 303.91 0.05 12.00 2.60 304.75 2.60 13.00 0.07 303.93 0.07 14.00 0.23 304.04 0.23 15.00 0.03 303.90 0.03 16.00 0.02 303.89 0.03 17.00 0.02 303.88 0.02 18.00 0.02 303.88 0.02 19.00 0.02 303.87 0.02 20.00 0.01 303.87 0.02 21.00 0.01 303.87 0.02 22.00 0.01 303.87 0.02 23.00 0.01 303.87 0.02 24.00 0.01 303.86 0.02 25.00 0.00 303.80 0.00 26.00 0.00 303.80 0.00 27.00 0.00 303.80 0.00 28.00 0.00 303.80 0.00 29.00 0.00 303.80 0.00 30.00 0.00 303.80 0.00 31.00 0.00 303.80 0.00 32.00 0.00 303.80 0.00 33.00 0.00 303.80 0.00 34.00 0.00 303.80 0.00 35.00 0.00 303.80 0.00 36.00 0.00 303.80 0.00 37.00 0.00 303.80 0.00 38.00 0.00 303.80 0.00 39.00 0.00 303.80 0.00 40.00 0.00 303.80 0.00 41.00 0.00 303.80 0.00 42.00 0.00 303.80 0.00 43.00 0.00 303.80 0.00 44.00 0.00 303.80 0.00 45.00 0.00 303.80 0.00 46.00 0.00 303.80 0.00 47.00 0.00 303.80 0.00 48.00 0.00 303.80 0.00 49.00 0.00 303.80 0.00 50.00 0.00 303.80 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.80 0.00 52.00 0.00 303.80 0.00 53.00 0.00 303.80 0.00 54.00 0.00 303.80 0.00 55.00 0.00 303.80 0.00 56.00 0.00 303.80 0.00 57.00 0.00 303.80 0.00 58.00 0.00 303.80 0.00 59.00 0.00 303.80 0.00 60.00 0.00 303.80 0.00 61.00 0.00 303.80 0.00 62.00 0.00 303.80 0.00 63.00 0.00 303.80 0.00 64.00 0.00 303.80 0.00 65.00 0.00 303.80 0.00 66.00 0.00 303.80 0.00 67.00 0.00 303.80 0.00 68.00 0.00 303.80 0.00 69.00 0.00 303.80 0.00 70.00 0.00 303.80 0.00 71.00 0.00 303.80 0.00 72.00 0.00 303.80 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 303HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB9: [58] Hint: Peaked 18.68' above defined flood level [80] Warning: Exceeded Pond CB8 by 19.26' @ 12.25 hrs (52.42 cfs 0.767 af) Inflow Area = 7.375 ac, 42.77% Impervious, Inflow Depth = 0.90" for 100-yr event Inflow = 14.57 cfs @ 12.25 hrs, Volume= 0.556 af Outflow = 14.57 cfs @ 12.25 hrs, Volume= 0.556 af, Atten= 0%, Lag= 0.0 min Primary = 14.57 cfs @ 12.25 hrs, Volume= 0.556 af Routed to Link 1L : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 325.89' @ 12.25 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=12.94 cfs @ 12.25 hrs HW=322.51' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.94 cfs @ 16.48 fps) Pond CB9: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.375 ac Peak Elev=325.89' 12.0" Round Culvert n=0.013 L=67.0' S=0.0063 '/' 14.57 cfs 14.57 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 304HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond CB9: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 303.21 0.00 1.00 0.00 303.21 0.00 2.00 0.00 303.21 0.00 3.00 0.00 303.21 0.00 4.00 0.00 303.21 0.00 5.00 0.00 303.24 0.00 6.00 0.00 303.25 0.00 7.00 0.01 303.26 0.01 8.00 0.01 303.27 0.01 9.00 0.02 303.28 0.02 10.00 0.02 303.30 0.02 11.00 0.05 303.33 0.05 12.00 2.74 304.55 2.74 13.00 0.14 303.42 0.14 14.00 0.27 303.50 0.27 15.00 0.07 303.36 0.07 16.00 0.06 303.34 0.06 17.00 0.05 303.34 0.05 18.00 0.05 303.33 0.05 19.00 0.04 303.32 0.04 20.00 0.04 303.32 0.04 21.00 0.03 303.31 0.03 22.00 0.03 303.31 0.03 23.00 0.03 303.31 0.03 24.00 0.03 303.31 0.03 25.00 0.00 303.21 0.00 26.00 0.00 303.21 0.00 27.00 0.00 303.21 0.00 28.00 0.00 303.21 0.00 29.00 0.00 303.21 0.00 30.00 0.00 303.21 0.00 31.00 0.00 303.21 0.00 32.00 0.00 303.21 0.00 33.00 0.00 303.21 0.00 34.00 0.00 303.21 0.00 35.00 0.00 303.21 0.00 36.00 0.00 303.21 0.00 37.00 0.00 303.21 0.00 38.00 0.00 303.21 0.00 39.00 0.00 303.21 0.00 40.00 0.00 303.21 0.00 41.00 0.00 303.21 0.00 42.00 0.00 303.21 0.00 43.00 0.00 303.21 0.00 44.00 0.00 303.21 0.00 45.00 0.00 303.21 0.00 46.00 0.00 303.21 0.00 47.00 0.00 303.21 0.00 48.00 0.00 303.21 0.00 49.00 0.00 303.21 0.00 50.00 0.00 303.21 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 303.21 0.00 52.00 0.00 303.21 0.00 53.00 0.00 303.21 0.00 54.00 0.00 303.21 0.00 55.00 0.00 303.21 0.00 56.00 0.00 303.21 0.00 57.00 0.00 303.21 0.00 58.00 0.00 303.21 0.00 59.00 0.00 303.21 0.00 60.00 0.00 303.21 0.00 61.00 0.00 303.21 0.00 62.00 0.00 303.21 0.00 63.00 0.00 303.21 0.00 64.00 0.00 303.21 0.00 65.00 0.00 303.21 0.00 66.00 0.00 303.21 0.00 67.00 0.00 303.21 0.00 68.00 0.00 303.21 0.00 69.00 0.00 303.21 0.00 70.00 0.00 303.21 0.00 71.00 0.00 303.21 0.00 72.00 0.00 303.21 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 305HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL1: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=470) Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 4.13" for 100-yr event Inflow = 12.96 cfs @ 12.02 hrs, Volume= 0.759 af Outflow = 4.19 cfs @ 12.09 hrs, Volume= 0.759 af, Atten= 68%, Lag= 4.0 min Discarded = 1.03 cfs @ 11.68 hrs, Volume= 0.554 af Primary = 3.16 cfs @ 12.09 hrs, Volume= 0.205 af Routed to Pond STMH4 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.55' @ 12.24 hrs Surf.Area= 4,458 sf Storage= 9,704 cf Flood Elev= 307.59' Surf.Area= 4,458 sf Storage= 9,769 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 26.4 min ( 832.8 - 806.4 ) Volume Invert Avail.Storage Storage Description #1 304.55' 3,558 cf Cultec R-330XLHD x 68 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 1 rows #2 304.05' 2,861 cf 6.33'W x 478.00'L x 3.54'H Prismatoid 10,711 cf Overall - 3,558 cf Embedded = 7,153 cf x 40.0% Voids #3 304.55' 2,202 cf Cultec R-330XLHD x 42 Inside #4 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 1 rows #4 304.05' 1,148 cf 4.84'W x 296.00'L x 3.54'H Prismatoid 5,072 cf Overall - 2,202 cf Embedded = 2,870 cf x 40.0% Voids 9,769 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 305.05'18.0" Round Culvert L= 272.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 304.50' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 304.05'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.03 cfs @ 11.68 hrs HW=304.10' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.03 cfs) Primary OutFlow Max=2.51 cfs @ 12.09 hrs HW=306.84' TW=306.64' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.51 cfs @ 1.50 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 306HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.206 ac Peak Elev=307.55' Storage=9,704 cf 12.96 cfs 4.19 cfs 1.03 cfs 3.16 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 307HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL1: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 304.05 0.00 0.00 0.00 2.00 0.00 0 304.05 0.00 0.00 0.00 4.00 0.00 0 304.05 0.00 0.00 0.00 6.00 0.03 0 304.05 0.03 0.03 0.00 8.00 0.08 0 304.05 0.08 0.08 0.00 10.00 0.21 0 304.05 0.21 0.21 0.00 12.00 12.66 5,658 305.91 2.32 1.03 1.29 14.00 0.49 2,923 305.12 1.04 1.03 0.01 16.00 0.30 0 304.05 0.00 0.00 0.00 18.00 0.23 0 304.05 0.00 0.00 0.00 20.00 0.17 0 304.05 0.00 0.00 0.00 22.00 0.15 0 304.05 0.00 0.00 0.00 24.00 0.14 0 304.05 0.00 0.00 0.00 26.00 0.00 0 304.05 0.00 0.00 0.00 28.00 0.00 0 304.05 0.00 0.00 0.00 30.00 0.00 0 304.05 0.00 0.00 0.00 32.00 0.00 0 304.05 0.00 0.00 0.00 34.00 0.00 0 304.05 0.00 0.00 0.00 36.00 0.00 0 304.05 0.00 0.00 0.00 38.00 0.00 0 304.05 0.00 0.00 0.00 40.00 0.00 0 304.05 0.00 0.00 0.00 42.00 0.00 0 304.05 0.00 0.00 0.00 44.00 0.00 0 304.05 0.00 0.00 0.00 46.00 0.00 0 304.05 0.00 0.00 0.00 48.00 0.00 0 304.05 0.00 0.00 0.00 50.00 0.00 0 304.05 0.00 0.00 0.00 52.00 0.00 0 304.05 0.00 0.00 0.00 54.00 0.00 0 304.05 0.00 0.00 0.00 56.00 0.00 0 304.05 0.00 0.00 0.00 58.00 0.00 0 304.05 0.00 0.00 0.00 60.00 0.00 0 304.05 0.00 0.00 0.00 62.00 0.00 0 304.05 0.00 0.00 0.00 64.00 0.00 0 304.05 0.00 0.00 0.00 66.00 0.00 0 304.05 0.00 0.00 0.00 68.00 0.00 0 304.05 0.00 0.00 0.00 70.00 0.00 0 304.05 0.00 0.00 0.00 72.00 0.00 0 304.05 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 308HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond INFILL2: [90] Warning: Qout>Qin may require smaller dt or Finer Routing [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=462) [80] Warning: Exceeded Pond STMH5 by 0.01' @ 12.52 hrs (1.14 cfs 0.006 af) [80] Warning: Exceeded Pond STMH5 by 0.01' @ 12.52 hrs (0.64 cfs 0.003 af) Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 1.96" for 100-yr event Inflow = 14.14 cfs @ 12.05 hrs, Volume= 1.085 af Outflow = 15.16 cfs @ 12.25 hrs, Volume= 1.085 af, Atten= 0%, Lag= 12.1 min Discarded = 1.00 cfs @ 11.69 hrs, Volume= 0.633 af Primary = 14.16 cfs @ 12.25 hrs, Volume= 0.452 af Routed to Pond CB8 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 306.91' @ 12.24 hrs Surf.Area= 4,323 sf Storage= 9,792 cf Flood Elev= 307.04' Surf.Area= 4,323 sf Storage= 10,009 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 20.9 min ( 842.8 - 822.0 ) Volume Invert Avail.Storage Storage Description #1 303.75' 2,880 cf Cultec R-330XLHD x 55 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 1 rows #2 303.25' 2,562 cf 6.33'W x 387.00'L x 3.79'H Prismatoid 9,284 cf Overall - 2,880 cf Embedded = 6,405 cf x 40.0% Voids #3 303.75' 2,880 cf Cultec R-330XLHD x 55 Inside #4 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 1 rows #4 303.25' 1,688 cf 4.84'W x 387.00'L x 3.79'H Prismatoid 7,099 cf Overall - 2,880 cf Embedded = 4,219 cf x 40.0% Voids 10,009 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 304.15'24.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.15' / 303.90' S= 0.0020 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Discarded 303.25'10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.00 cfs @ 11.69 hrs HW=303.30' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.00 cfs) Primary OutFlow Max=0.00 cfs @ 12.25 hrs HW=306.85' TW=311.70' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 309HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond INFILL2: Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.640 ac Peak Elev=306.91' Storage=9,792 cf 14.14 cfs15.16 cfs 1.00 cfs 14.16 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 310HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond INFILL2: Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 303.25 0.00 0.00 0.00 2.00 0.00 0 303.25 0.00 0.00 0.00 4.00 0.00 0 303.25 0.00 0.00 0.00 6.00 0.03 0 303.25 0.03 0.03 0.00 8.00 0.08 0 303.25 0.08 0.08 0.00 10.00 0.20 0 303.25 0.20 0.20 0.00 12.00 12.24 4,847 304.89 2.35 1.00 1.35 14.00 0.70 3,157 304.40 1.19 1.00 0.19 16.00 0.42 0 303.25 0.85 0.85 0.00 18.00 0.32 0 303.25 0.65 0.65 0.00 20.00 0.24 0 303.25 0.49 0.49 0.00 22.00 0.22 0 303.25 0.43 0.43 0.00 24.00 0.20 0 303.25 0.40 0.40 0.00 26.00 0.01 0 303.25 0.02 0.02 0.00 28.00 0.00 0 303.25 0.01 0.01 0.00 30.00 0.00 0 303.25 0.00 0.00 0.00 32.00 0.00 0 303.25 0.00 0.00 0.00 34.00 0.00 0 303.25 0.00 0.00 0.00 36.00 0.00 0 303.25 0.00 0.00 0.00 38.00 0.00 0 303.25 0.00 0.00 0.00 40.00 0.00 0 303.25 0.00 0.00 0.00 42.00 0.00 0 303.25 0.00 0.00 0.00 44.00 0.00 0 303.25 0.00 0.00 0.00 46.00 0.00 0 303.25 0.00 0.00 0.00 48.00 0.00 0 303.25 0.00 0.00 0.00 50.00 0.00 0 303.25 0.00 0.00 0.00 52.00 0.00 0 303.25 0.00 0.00 0.00 54.00 0.00 0 303.25 0.00 0.00 0.00 56.00 0.00 0 303.25 0.00 0.00 0.00 58.00 0.00 0 303.25 0.00 0.00 0.00 60.00 0.00 0 303.25 0.00 0.00 0.00 62.00 0.00 0 303.25 0.00 0.00 0.00 64.00 0.00 0 303.25 0.00 0.00 0.00 66.00 0.00 0 303.25 0.00 0.00 0.00 68.00 0.00 0 303.25 0.00 0.00 0.00 70.00 0.00 0 303.25 0.00 0.00 0.00 72.00 0.00 0 303.25 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 311HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH1: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 4.13" for 100-yr event Inflow = 12.96 cfs @ 12.02 hrs, Volume= 0.759 af Outflow = 12.96 cfs @ 12.02 hrs, Volume= 0.759 af, Atten= 0%, Lag= 0.0 min Primary = 12.96 cfs @ 12.02 hrs, Volume= 0.759 af Routed to Pond STMH2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.81' @ 12.06 hrs Flood Elev= 310.20' Device Routing Invert Outlet Devices #1 Primary 304.60'24.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.60' / 304.55' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=12.51 cfs @ 12.02 hrs HW=307.62' TW=306.53' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.51 cfs @ 3.98 fps) Pond STMH1: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.206 ac Peak Elev=307.81' 24.0" Round Culvert n=0.013 L=6.0' S=0.0083 '/' 12.96 cfs 12.96 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 312HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH1: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.60 0.00 1.00 0.00 304.60 0.00 2.00 0.00 304.60 0.00 3.00 0.00 304.60 0.00 4.00 0.00 304.60 0.00 5.00 0.01 304.65 0.01 6.00 0.03 304.69 0.03 7.00 0.05 304.73 0.05 8.00 0.08 304.76 0.08 9.00 0.14 304.81 0.14 10.00 0.21 304.87 0.21 11.00 0.46 305.00 0.46 12.00 12.66 307.45 12.66 13.00 0.84 305.91 0.84 14.00 0.49 305.18 0.49 15.00 0.38 304.97 0.38 16.00 0.30 304.92 0.30 17.00 0.26 304.90 0.26 18.00 0.23 304.88 0.23 19.00 0.20 304.86 0.20 20.00 0.17 304.84 0.17 21.00 0.16 304.83 0.16 22.00 0.15 304.83 0.15 23.00 0.15 304.82 0.15 24.00 0.14 304.82 0.14 25.00 0.00 304.60 0.00 26.00 0.00 304.60 0.00 27.00 0.00 304.60 0.00 28.00 0.00 304.60 0.00 29.00 0.00 304.60 0.00 30.00 0.00 304.60 0.00 31.00 0.00 304.60 0.00 32.00 0.00 304.60 0.00 33.00 0.00 304.60 0.00 34.00 0.00 304.60 0.00 35.00 0.00 304.60 0.00 36.00 0.00 304.60 0.00 37.00 0.00 304.60 0.00 38.00 0.00 304.60 0.00 39.00 0.00 304.60 0.00 40.00 0.00 304.60 0.00 41.00 0.00 304.60 0.00 42.00 0.00 304.60 0.00 43.00 0.00 304.60 0.00 44.00 0.00 304.60 0.00 45.00 0.00 304.60 0.00 46.00 0.00 304.60 0.00 47.00 0.00 304.60 0.00 48.00 0.00 304.60 0.00 49.00 0.00 304.60 0.00 50.00 0.00 304.60 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.60 0.00 52.00 0.00 304.60 0.00 53.00 0.00 304.60 0.00 54.00 0.00 304.60 0.00 55.00 0.00 304.60 0.00 56.00 0.00 304.60 0.00 57.00 0.00 304.60 0.00 58.00 0.00 304.60 0.00 59.00 0.00 304.60 0.00 60.00 0.00 304.60 0.00 61.00 0.00 304.60 0.00 62.00 0.00 304.60 0.00 63.00 0.00 304.60 0.00 64.00 0.00 304.60 0.00 65.00 0.00 304.60 0.00 66.00 0.00 304.60 0.00 67.00 0.00 304.60 0.00 68.00 0.00 304.60 0.00 69.00 0.00 304.60 0.00 70.00 0.00 304.60 0.00 71.00 0.00 304.60 0.00 72.00 0.00 304.60 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 313HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH2: Inflow Area = 2.206 ac, 68.90% Impervious, Inflow Depth = 4.13" for 100-yr event Inflow = 12.96 cfs @ 12.02 hrs, Volume= 0.759 af Outflow = 12.96 cfs @ 12.02 hrs, Volume= 0.759 af, Atten= 0%, Lag= 0.0 min Primary = 8.61 cfs @ 12.00 hrs, Volume= 0.616 af Routed to Pond INFILL1 : Secondary = 4.69 cfs @ 12.02 hrs, Volume= 0.143 af Routed to Pond INFILL1 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.58' @ 12.24 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.55'24.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.55' / 304.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Secondary 305.05'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 305.05' / 305.05' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=7.74 cfs @ 12.00 hrs HW=306.37' TW=305.90' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.74 cfs @ 2.58 fps) Secondary OutFlow Max=4.09 cfs @ 12.02 hrs HW=306.56' TW=306.19' (Dynamic Tailwater) 2=Culvert (Inlet Controls 4.09 cfs @ 2.31 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 314HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH2: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.206 ac Peak Elev=307.58' 12.96 cfs 12.96 cfs 8.61 cfs 4.69 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 315HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH2: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 304.55 0.00 0.00 0.00 2.00 0.00 304.55 0.00 0.00 0.00 4.00 0.00 304.55 0.00 0.00 0.00 6.00 0.03 304.65 0.03 0.03 0.00 8.00 0.08 304.71 0.08 0.08 0.00 10.00 0.21 304.81 0.21 0.21 0.00 12.00 12.66 306.37 12.66 8.61 4.05 14.00 0.49 305.15 0.49 0.47 0.02 16.00 0.30 304.86 0.30 0.30 0.00 18.00 0.23 304.82 0.23 0.23 0.00 20.00 0.17 304.78 0.17 0.17 0.00 22.00 0.15 304.77 0.15 0.15 0.00 24.00 0.14 304.76 0.14 0.14 0.00 26.00 0.00 304.55 0.00 0.00 0.00 28.00 0.00 304.55 0.00 0.00 0.00 30.00 0.00 304.55 0.00 0.00 0.00 32.00 0.00 304.55 0.00 0.00 0.00 34.00 0.00 304.55 0.00 0.00 0.00 36.00 0.00 304.55 0.00 0.00 0.00 38.00 0.00 304.55 0.00 0.00 0.00 40.00 0.00 304.55 0.00 0.00 0.00 42.00 0.00 304.55 0.00 0.00 0.00 44.00 0.00 304.55 0.00 0.00 0.00 46.00 0.00 304.55 0.00 0.00 0.00 48.00 0.00 304.55 0.00 0.00 0.00 50.00 0.00 304.55 0.00 0.00 0.00 52.00 0.00 304.55 0.00 0.00 0.00 54.00 0.00 304.55 0.00 0.00 0.00 56.00 0.00 304.55 0.00 0.00 0.00 58.00 0.00 304.55 0.00 0.00 0.00 60.00 0.00 304.55 0.00 0.00 0.00 62.00 0.00 304.55 0.00 0.00 0.00 64.00 0.00 304.55 0.00 0.00 0.00 66.00 0.00 304.55 0.00 0.00 0.00 68.00 0.00 304.55 0.00 0.00 0.00 70.00 0.00 304.55 0.00 0.00 0.00 72.00 0.00 304.55 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 316HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH4: Inflow Area = 5.002 ac, 34.01% Impervious, Inflow Depth = 1.08" for 100-yr event Inflow = 4.64 cfs @ 12.13 hrs, Volume= 0.452 af Outflow = 4.64 cfs @ 12.13 hrs, Volume= 0.452 af, Atten= 0%, Lag= 0.0 min Primary = 4.64 cfs @ 12.13 hrs, Volume= 0.452 af Routed to Pond STMH5 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.40' @ 12.22 hrs Flood Elev= 310.30' Device Routing Invert Outlet Devices #1 Primary 304.50'18.0" Round Culvert L= 116.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.50' / 304.25' S= 0.0022 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.75 cfs @ 12.13 hrs HW=306.98' TW=306.67' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.75 cfs @ 2.12 fps) Pond STMH4: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=5.002 ac Peak Elev=307.40' 18.0" Round Culvert n=0.013 L=116.0' S=0.0022 '/' 4.64 cfs 4.64 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 317HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH4: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 304.50 0.00 1.00 0.00 304.50 0.00 2.00 0.00 304.50 0.00 3.00 0.00 304.50 0.00 4.00 0.00 304.50 0.00 5.00 0.00 304.50 0.00 6.00 0.00 304.50 0.00 7.00 0.00 304.50 0.00 8.00 0.00 304.50 0.00 9.00 0.00 304.50 0.00 10.00 0.00 304.50 0.00 11.00 0.00 304.50 0.00 12.00 1.68 305.63 1.68 13.00 1.51 305.61 1.51 14.00 0.31 304.84 0.31 15.00 0.23 304.79 0.23 16.00 0.19 304.77 0.19 17.00 0.16 304.75 0.16 18.00 0.14 304.73 0.14 19.00 0.13 304.72 0.13 20.00 0.11 304.71 0.11 21.00 0.10 304.70 0.10 22.00 0.10 304.69 0.10 23.00 0.09 304.69 0.09 24.00 0.09 304.69 0.09 25.00 0.03 304.61 0.03 26.00 0.01 304.57 0.01 27.00 0.01 304.56 0.01 28.00 0.00 304.54 0.00 29.00 0.00 304.53 0.00 30.00 0.00 304.53 0.00 31.00 0.00 304.52 0.00 32.00 0.00 304.52 0.00 33.00 0.00 304.51 0.00 34.00 0.00 304.51 0.00 35.00 0.00 304.51 0.00 36.00 0.00 304.51 0.00 37.00 0.00 304.50 0.00 38.00 0.00 304.50 0.00 39.00 0.00 304.50 0.00 40.00 0.00 304.50 0.00 41.00 0.00 304.50 0.00 42.00 0.00 304.50 0.00 43.00 0.00 304.50 0.00 44.00 0.00 304.50 0.00 45.00 0.00 304.50 0.00 46.00 0.00 304.50 0.00 47.00 0.00 304.50 0.00 48.00 0.00 304.50 0.00 49.00 0.00 304.50 0.00 50.00 0.00 304.50 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 304.50 0.00 52.00 0.00 304.50 0.00 53.00 0.00 304.50 0.00 54.00 0.00 304.50 0.00 55.00 0.00 304.50 0.00 56.00 0.00 304.50 0.00 57.00 0.00 304.50 0.00 58.00 0.00 304.50 0.00 59.00 0.00 304.50 0.00 60.00 0.00 304.50 0.00 61.00 0.00 304.50 0.00 62.00 0.00 304.50 0.00 63.00 0.00 304.50 0.00 64.00 0.00 304.50 0.00 65.00 0.00 304.50 0.00 66.00 0.00 304.50 0.00 67.00 0.00 304.50 0.00 68.00 0.00 304.50 0.00 69.00 0.00 304.50 0.00 70.00 0.00 304.50 0.00 71.00 0.00 304.50 0.00 72.00 0.00 304.50 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 318HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Pond STMH5: [80] Warning: Exceeded Pond CB7 by 0.09' @ 24.49 hrs (0.04 cfs 0.046 af) [80] Warning: Exceeded Pond STMH4 by 0.07' @ 11.74 hrs (0.01 cfs 0.003 af) Inflow Area = 6.640 ac, 45.03% Impervious, Inflow Depth = 1.96" for 100-yr event Inflow = 14.14 cfs @ 12.05 hrs, Volume= 1.085 af Outflow = 14.14 cfs @ 12.05 hrs, Volume= 1.085 af, Atten= 0%, Lag= 0.0 min Primary = 9.08 cfs @ 12.02 hrs, Volume= 0.856 af Routed to Pond INFILL2 : Secondary = 5.09 cfs @ 12.05 hrs, Volume= 0.230 af Routed to Pond INFILL2 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 307.05' @ 12.25 hrs Flood Elev= 309.00' Device Routing Invert Outlet Devices #1 Primary 303.75'24.0" 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= 3.14 sf #2 Secondary 304.25'18.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 304.25' / 304.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=8.15 cfs @ 12.02 hrs HW=305.65' TW=305.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.15 cfs @ 2.64 fps) Secondary OutFlow Max=4.51 cfs @ 12.05 hrs HW=305.95' TW=305.50' (Dynamic Tailwater) 2=Culvert (Inlet Controls 4.51 cfs @ 2.55 fps) MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 319HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Pond STMH5: Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.640 ac Peak Elev=307.05' 14.14 cfs 14.14 cfs 9.08 cfs 5.09 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 320HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond STMH5: Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 303.75 0.00 0.00 0.00 2.00 0.00 303.75 0.00 0.00 0.00 4.00 0.00 303.75 0.00 0.00 0.00 6.00 0.03 303.85 0.03 0.03 0.00 8.00 0.08 303.91 0.08 0.08 0.00 10.00 0.20 304.01 0.20 0.20 0.00 12.00 12.24 305.52 12.24 8.45 3.80 14.00 0.70 304.44 0.70 0.63 0.07 16.00 0.42 304.11 0.42 0.42 0.00 18.00 0.32 304.07 0.32 0.32 0.00 20.00 0.24 304.03 0.24 0.24 0.00 22.00 0.22 304.01 0.22 0.22 0.00 24.00 0.20 304.00 0.20 0.20 0.00 26.00 0.01 303.82 0.01 0.01 0.00 28.00 0.00 303.79 0.00 0.00 0.00 30.00 0.00 303.78 0.00 0.00 0.00 32.00 0.00 303.77 0.00 0.00 0.00 34.00 0.00 303.76 0.00 0.00 0.00 36.00 0.00 303.75 0.00 0.00 0.00 38.00 0.00 303.75 0.00 0.00 0.00 40.00 0.00 303.75 0.00 0.00 0.00 42.00 0.00 303.75 0.00 0.00 0.00 44.00 0.00 303.75 0.00 0.00 0.00 46.00 0.00 303.75 0.00 0.00 0.00 48.00 0.00 303.75 0.00 0.00 0.00 50.00 0.00 303.75 0.00 0.00 0.00 52.00 0.00 303.75 0.00 0.00 0.00 54.00 0.00 303.75 0.00 0.00 0.00 56.00 0.00 303.75 0.00 0.00 0.00 58.00 0.00 303.75 0.00 0.00 0.00 60.00 0.00 303.75 0.00 0.00 0.00 62.00 0.00 303.75 0.00 0.00 0.00 64.00 0.00 303.75 0.00 0.00 0.00 66.00 0.00 303.75 0.00 0.00 0.00 68.00 0.00 303.75 0.00 0.00 0.00 70.00 0.00 303.75 0.00 0.00 0.00 72.00 0.00 303.75 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 321HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow Area = 7.880 ac, 40.30% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 14.66 cfs @ 12.25 hrs, Volume= 0.583 af Primary = 14.66 cfs @ 12.25 hrs, Volume= 0.583 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.880 ac 14.66 cfs 14.66 cfs MJ1588.03 Post-Development Watershed Model Type II 24-hr 100-yr Rainfall=6.28"MJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey Page 322HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC Hydrograph for Link 1L: Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 7.00 0.01 0.00 0.01 8.00 0.01 0.00 0.01 9.00 0.02 0.00 0.02 10.00 0.02 0.00 0.02 11.00 0.05 0.00 0.05 12.00 2.85 0.00 2.85 13.00 0.18 0.00 0.18 14.00 0.31 0.00 0.31 15.00 0.10 0.00 0.10 16.00 0.08 0.00 0.08 17.00 0.07 0.00 0.07 18.00 0.06 0.00 0.06 19.00 0.06 0.00 0.06 20.00 0.05 0.00 0.05 21.00 0.05 0.00 0.05 22.00 0.05 0.00 0.05 23.00 0.04 0.00 0.04 24.00 0.04 0.00 0.04 25.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 27.00 0.00 0.00 0.00 28.00 0.00 0.00 0.00 29.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 31.00 0.00 0.00 0.00 32.00 0.00 0.00 0.00 33.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 35.00 0.00 0.00 0.00 36.00 0.00 0.00 0.00 37.00 0.00 0.00 0.00 38.00 0.00 0.00 0.00 39.00 0.00 0.00 0.00 40.00 0.00 0.00 0.00 41.00 0.00 0.00 0.00 42.00 0.00 0.00 0.00 43.00 0.00 0.00 0.00 44.00 0.00 0.00 0.00 45.00 0.00 0.00 0.00 46.00 0.00 0.00 0.00 47.00 0.00 0.00 0.00 48.00 0.00 0.00 0.00 49.00 0.00 0.00 0.00 50.00 0.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 51.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00 MJ1588.03 Post-Development Watershed Model Table of ContentsMJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) 1-yr Event 7 Node Listing 9 Subcat P1-1: 12 Subcat P1-10: 15 Subcat P1-11: 18 Subcat P1-12: 20 Subcat P1-2: 23 Subcat P1-3: 26 Subcat P1-4: 29 Subcat P1-5: 32 Subcat P1-6: 35 Subcat P1-7: 38 Subcat P1-8: 41 Subcat P1-9: 44 Reach 1R: 46 Reach 2R: 48 Pond CB1: 50 Pond CB10: 52 Pond CB2: 54 Pond CB3: 56 Pond CB4: 58 Pond CB5: 60 Pond CB6: 62 Pond CB7: 64 Pond CB8: 66 Pond CB9: 68 Pond INFILL1: 71 Pond INFILL2: 74 Pond STMH1: 76 Pond STMH2: 79 Pond STMH4: 81 Pond STMH5: 84 Link 1L: 10-yr Event 86 Node Listing 88 Subcat P1-1: MJ1588.03 Post-Development Watershed Model Table of ContentsMJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC 91 Subcat P1-10: 94 Subcat P1-11: 97 Subcat P1-12: 99 Subcat P1-2: 102 Subcat P1-3: 105 Subcat P1-4: 108 Subcat P1-5: 111 Subcat P1-6: 114 Subcat P1-7: 117 Subcat P1-8: 120 Subcat P1-9: 123 Reach 1R: 125 Reach 2R: 127 Pond CB1: 129 Pond CB10: 131 Pond CB2: 133 Pond CB3: 135 Pond CB4: 137 Pond CB5: 139 Pond CB6: 141 Pond CB7: 143 Pond CB8: 145 Pond CB9: 147 Pond INFILL1: 150 Pond INFILL2: 153 Pond STMH1: 155 Pond STMH2: 158 Pond STMH4: 160 Pond STMH5: 163 Link 1L: 90% Event 165 Node Listing 167 Subcat P1-1: 170 Subcat P1-10: 173 Subcat P1-11: 176 Subcat P1-12: 178 Subcat P1-2: 181 Subcat P1-3: 184 Subcat P1-4: 187 Subcat P1-5: 190 Subcat P1-6: 193 Subcat P1-7: 196 Subcat P1-8: 199 Subcat P1-9: 202 Reach 1R: 204 Reach 2R: MJ1588.03 Post-Development Watershed Model Table of ContentsMJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC 206 Pond CB1: 208 Pond CB10: 210 Pond CB2: 212 Pond CB3: 214 Pond CB4: 216 Pond CB5: 218 Pond CB6: 220 Pond CB7: 222 Pond CB8: 224 Pond CB9: 226 Pond INFILL1: 229 Pond INFILL2: 232 Pond STMH1: 234 Pond STMH2: 237 Pond STMH4: 239 Pond STMH5: 242 Link 1L: 100-yr Event 244 Node Listing 246 Subcat P1-1: 249 Subcat P1-10: 252 Subcat P1-11: 255 Subcat P1-12: 257 Subcat P1-2: 260 Subcat P1-3: 263 Subcat P1-4: 266 Subcat P1-5: 269 Subcat P1-6: 272 Subcat P1-7: 275 Subcat P1-8: 278 Subcat P1-9: 281 Reach 1R: 283 Reach 2R: 285 Pond CB1: 287 Pond CB10: 289 Pond CB2: 291 Pond CB3: 293 Pond CB4: 295 Pond CB5: 297 Pond CB6: 299 Pond CB7: 301 Pond CB8: 303 Pond CB9: 305 Pond INFILL1: 308 Pond INFILL2: 311 Pond STMH1: MJ1588.03 Post-Development Watershed Model Table of ContentsMJ1588.02_POST Printed 1/24/2025Prepared by MJ Engineering & Land Survey HydroCAD® 10.20-5c s/n 04261 © 2023 HydroCAD Software Solutions LLC 313 Pond STMH2: 316 Pond STMH4: 318 Pond STMH5: 321 Link 1L: Stormwater Pollution Prevention Plan J Appendix J Design Calculations TOTAL WATER QUALITY VOLUME CALCULATION For ALL DEVELOPMENT PROJECTS in Non-Impaired Watersheds GENERAL PROJECT INFORMATION Project:Date:1/23/2025 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:81,856.00 sf 1.879 ac Total Project Impervious Area (I):134,694.00 sf 3.092 ac Difference in Impervious Area:52,838.00 sf 1.213 ac Percent Increase/Reduction:64.55%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:81,856 sf (from above) Total Redevelopment Area:81,856 sf Percent Existing Impervious (i):100.00% New Development Areas Proposed New Impervious Area:52,838 sf Total New Development Area:201,454 sf Percent New Impervious (i):26.23% Calculation of Runoff Coef. (Rv) = 0.05 + [(0.009)*(i)] = Re-Development Runoff Coef. (Rv) =0.950 New Development Runoff Coef. (Rv) =0.286 WQv = [ (P) * (A) * (Rv) ] / 12 = Existing Impervious WQv =1,782 cf 0.041 ac-ft New Impervious WQv =5,282 cf 0.121 ac-ft Adjusted Min Required WQv = 7,065 cf 0.162 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 19,884 10,055 0 921 921 NEW P1-2 23,786 18,840 0 1,663 1,663 NEW P1-3 23,786 18,803 0 1,660 1,660 NEW P1-4 23,786 18,503 0 1,636 1,636 NEW P1-5 23,786 18,803 1,226 1,580 1,660 Redev + P1-6 23,781 18,839 18,922 409 1,663 Redev - P1-7 23,786 18,510 18,230 445 1,636 Redev + P1-8 7,247 5,870 5,597 152 517 Redev + P1-9 17,972 840 13,864 -105 152 Redev - P1-10 42,474 3,191 1,596 354 458 Redev + P1-11 20,993 1,526 17,464 -147 222 Redev - P1-12 32,029 914 4,957 -126 222 Redev - Total 283,310 134,694 81,856 8,442 12,411 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 25 New Street 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 MINIMUM RRv CALCULATION For All Development Projects in Non-Impaired Watersheds GENERAL PROJECT INFORMATION Project:Date:1/23/2025 Address:By:AIB County: SOIL DATA FOR PROJECT SITE Catchment A B C D Total Name (sf) (sf) (sf) (sf) (sf) P1-1 19,884 19,884.00 OK P1-2 23,786 23,786.00 OK P1-3 23,786 23,786.00 OK P1-4 23,786 23,786.00 OK P1-5 23,786 23,786.00 OK P1-6 23,781 23,781.00 OK P1-7 23,786 23,786.00 OK P1-8 7,247 7,247.00 OK P1-9 17,972 17,972.00 OK P1-10 42,474 42,474.00 OK P1-11 20,993 20,993.00 OK P1-12 32,029 32,029.00 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:52,838.00 sf Rv (100% I) = 0.05 + 0.009(I) = 0.95 HSG Specific Reduction Factor = 0.55 Min. RRv = [ (P) * (Rv) * (Ai) * (S) ] / 12 = 2,531 cf 0.058 ac-ft Area by Hydrologic Soil Group (HSG) MJ1588.03 New Street Subdivision 25 New Street City of Saratoga Springs MIN. RRv CALCULATION SWPPP SUMMARY GENERAL PROJECT INFORMATION Project:Date:1/23/2025 Address:By:AIB County: Min. Runoff Treatment Volume (WQv) for Project:7,065 cf 0.162 ac-ft Min. Volume of WQv to be met by Runoff Red.(RRv):2,531 cf 0.058 ac SUMMARY OF SMPs Contrib. Area Contrib. Imperv. Area Revised Min. RRv Revised WQv sf sf cf cf RR-1 RR-2 RR-3 RR-4 Total Area Reduction Revised Areas Revised WQv & Minimum RRv N/A 7,065 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-5 279,056 195,264 11,760 Bioretention & Infiltration Bioretention (Total)F-5 Dry Swale O-2 279,056 195,264 11,760 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 25 New Street 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 3 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 7,065 0.162 Total Provided by Treatment Practices 11,760 0.270 0 0.000 Total WQv Provided Including Runoff Reduced (ac-ft)0.270 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 4 OF 2 INFILTRATION CHAMBERS (I-5) GENERAL PROJECT INFORMATION Project:Date: Address:By: County: Chamber Group:1 DRAINAGE AREA TO BE TREATED BY PRACTICE Catchment Total Area Imperv. Name (sf)Area (sf) P1-1 19,884.00 10,055.00 50.6% 0.51 P1-2 23,786.00 18,840.00 79.2% 0.76 P1-3 23,786.00 18,803.00 79.1% 0.76 P1-4 23,786.00 18,503.00 77.8% 0.75 Total 91,242.00 66,201.00 DESIGN ELEMENTS Infiltration Rate:10 in/hour OK - Infiltration rate is acceptable Pretreatment Required:25%of WQv Required Pretreatment Volume:1,470 cf Pretreatment Techniques Utilized: Pretreatment Volume Provided: 1,470 cf BASIN SIZING Depth to Groundwater*:>4.00 ft Provide Length of Device:387.00 ft Provide Width of Device:11.17 ft Surface Area Provided:4,321.50 sf Porosity of Stone:0.40 Depth of Stone Bed:3.54 ft Number of Chambers:110 Storage Volume per Unit:52.50 cf Total Chamber Storage Volume:5,775.00 cf Total Stone Bed Storage Volume:347.13 cf Total Volume Provided:6,122.13 cf WQv & RRv CAPACITY RRv Applied:5,880 cf 0.135 ac-ft Storage Volume provided in infiltration basin area (not including pretreatment) - - 100% of the storage provided in the basin or WQv, whichever is less Isolator Row(s) *Ground water must be at least 3' from bottom of practice, 4' in sole source aquifer 5,880 -1,636 1,663 - 1,660 MJ1588.03 New Street Subdivision 1/23/2025 25 New Street AIB City of Saratoga Springs % Imperv Pre-Treatment PracticeRv Calculated WQv (cf) 921 - INFILTATION CHAMBER GROUP NO. 01 INFILTRATION CHAMBERS (I-5) GENERAL PROJECT INFORMATION Project:Date: Address:By: County: Chamber Group:2 DRAINAGE AREA TO BE TREATED BY PRACTICE Catchment Total Area Imperv. Name (sf)Area (sf) P1-5 23,786.00 18,803.00 79.1% 0.76 P1-6 23,781.00 18,839.00 79.2% 0.76 P1-7 23,786.00 18,510.00 77.8% 0.75 P1-10 7,247.00 5,870.00 81.0% 0.78 P1-11 17,972.00 840.00 4.7% 0.09 I-5A Areas 91,242.00 66,201.00 72.6% 0.70 Total 187,814.00 129,063.00 DESIGN ELEMENTS Infiltration Rate:10 in/hour OK - Infiltration rate is acceptable Pretreatment Required:25%of WQv Required Pretreatment Volume:1,407 cf Pretreatment Techniques Utilized: Pretreatment Volume Provided: 1,407 cf BASIN SIZING Depth to Groundwater*:>4.00 ft Provide Length of Device:387.00 ft Provide Width of Device:11.17 ft Surface Area Provided:4,321.50 sf Porosity of Stone:0.40 Depth of Stone Bed:3.79 ft Number of Chambers:110 Storage Volume per Unit:52.50 cf Total Chamber Storage Volume:5,775.00 cf Total Stone Bed Storage Volume:779.28 cf Total Volume Provided:6,554.28 cf WQv & RRv CAPACITY RRv Applied:5,629 cf 0.129 ac-ft 100% of the storage provided in the basin or WQv, whichever is less 0 - *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) 5,629 Isolator Row(s) 517 - 152 - 1,660 - 1,663 - 1,636 - % Imperv Rv Calculated WQv (cf) Pre-Treatment Practice MJ1588.03 New Street Subdivision 1/23/2025 25 New Street AIB City of Saratoga Springs INFILTATION CHAMBER GROUP NO. 01 Stormwater Pollution Prevention Plan K Appendix K Project Plans N E W S T R E E T ELM S T R E E T SO U T H S T . ALETTA ST. ■ ■ ■ ■ ■ ■ UTILITY PLAN File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-140.dwg (Layout: C-140 ) Date: Sat, Aug 09, 2025 - 5:11 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 08/2025 020'40'40' N UTILITY PLAN VIEW: STA. 9+50 THROUGH STA. 18+68 020'40'40'UTILITY PLAN VIEW: STA. 0+00 THROUGH STA. 9+50 N MA T C H L I N E - T H I S S H E E T MA T C H L I N E - T H I S S H E E T UTILITY PLAN LEGEND: NEW YORK STATE DEPT OF HEALTH 3 0 8 . 0 4 3 0 7 . 9 1 3 0 8 . 1 6 3 0 8 . 3 4 3 0 8 . 4 2 3 0 8 . 6 0 3 0 8 . 8 1 3 0 8 . 9 9 3 0 9 . 0 1 3 0 9 . 0 7 3 0 9 . 0 6 3 0 9 . 1 4 3 0 9 . 2 0 3 0 8 . 8 3 3 0 9 . 1 2 3 0 8 . 6 5 3 0 8 . 7 0 3 0 8 . 8 3 3 0 9 . 0 3 3 0 8 . 6 2 3 0 8 . 0 2 3 0 7 . 8 9 3 0 7 . 8 9 3 0 7 . 6 7 3 0 8 . 1 0 3 0 8 . 4 5 3 0 8 . 6 3 3 0 8 . 5 1 3 0 8 . 5 4 3 0 8 . 9 9 3 0 9 . 1 2 3 0 8 . 8 0 3 0 8 . 3 6 3 0 8 . 4 0 3 0 8 . 6 8 3 0 8 . 8 8 3 0 8 . 8 6 3 0 8 . 5 9 3 0 8 . 7 7 3 0 8 . 6 7 3 0 8 . 5 0 3 0 8 . 0 4 3 0 8 . 8 5 3 0 8 . 8 2 3 0 8 . 9 9 3 0 9 . 0 9 3 0 9 . 1 7 3 0 9 . 4 9 3 0 9 . 2 8 3 0 8 . 8 2 3 0 8 . 8 7 3 0 9 . 0 3 3 0 9 . 3 1 3 0 8 . 8 8 3 0 8 . 6 3 3 0 8 . 8 8 3 0 8 . 4 7 3 0 8 . 1 2 3 0 9 . 2 6 3 0 8 . 9 8 3 0 8 . 7 6 3 0 8 . 3 0 3 0 7 . 9 7 3 0 7 . 8 7 3 0 7 . 8 1 3 0 7 . 8 1 3 0 7 . 9 8 3 0 8 . 0 3 3 0 8 . 0 4 3 0 9 . 3 2 3 0 8 . 6 4 3 0 8 . 1 4 3 0 8 . 1 5 3 0 8 . 0 0 3 0 8 . 1 2 3 0 8 . 0 0 3 0 8 . 0 0 3 0 7 . 7 2 3 0 7 . 3 6 3 1 0 . 0 0 3 1 0 . 0 0 3 0 9 . 9 2 3 0 9 . 8 7 3 0 9 . 4 2 UTILITY PROFILES STORM SEWER File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-141.dwg (Layout: C-143 ) Date: Sat, Aug 09, 2025 - 5:11 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-143 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 08/2025 STORM SEWER PROFILE ST1 0 20'40' NEW YORK STATE DEPT OF HEALTH 0 20'40' 0 20'40'0 20'40' 0 20'40'0 20'40'0 20'40' STORM SEWER PROFILE ST2 STORM SEWER PROFILE ST3 STORM SEWER PROFILE ST4 STORM SEWER PROFILE ST5 STORM SEWER PROFILE ST6 STORM SEWER PROFILE ST7 N E W S T R E E T ■ ■ ■ ■■■■■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■■■■■■■■■■■■ ■ ■ ■ ■ ■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ●●● ●●● ● ● ●●● ●● ● ● ELM S T R E E T ■ ■ ■ ■ ■ ■ GRADING PLAN File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-150.dwg (Layout: C-150 ) Date: Sat, Aug 09, 2025 - 5:12 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-150 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 08/2025 020'40'40' N GRADING PLAN VIEW: STA. 9+50 THROUGH STA. 18+68 020'40'40'GRADING PLAN VIEW: STA. 0+00 THROUGH STA. 9+50 N MA T C H L I N E - T H I S S H E E T MA T C H L I N E - T H I S S H E E T GRADING PLAN LEGEND: NEW YORK STATE DEPT OF HEALTH N E W S T R E E T ■ ■ ■ ■■■■■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■■■■■■■■■■■■ ■ ■ ■ ■ ■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ●●● ●●● ● ● ●●● ●● ● ● 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: Sat, Aug 09, 2025 - 5:12 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 08/2025 020'40'40' N EROSION 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 N MA T C H L I N E - T H I S S H E E T MA T C H L I N E - T H I S S H E E T EROSION AND SEDIMENT CONTROL PLAN LEGEND: NEW YORK STATE DEPT OF HEALTH PLAN SECTION SECTION PLAN STORM CATCH BASIN (SQUARE) - KNOCKOUT4STORM SEWER MANHOLE1 PLAN INSPECTION PORT11 SYSTEM INSPECTION REQUIREMENTS: · · · SUBSURFACE STORMWATER INFILTRATION SYSTEM1 - SECTION7 SUBSURFACE STORMWATER INFILTRATION SYSTEM1 - PLAN8 PIPE CONNECTION TO DRAINAGE STRUCTURE CEMENT GROUT SEAL JOINT3 DOWNSPOUT BOOT5 NOTES: SECTION PLAN BUILDING DOWNSPOUT (DAYLIGHTED)6 BUILDING LEADER ROOF CONNECTION2 SECTION PLAN NOTES: NOTES: NOTES SYSTEM INSPECTION REQUIREMENTS: · · · SUBSURFACE STORMWATER INFILTRATION SYSTEM2 - SECTION9 SUBSURFACE STORMWATER INFILTRATION SYSTEM2 - PLAN10 SECTION PLAN STORM CATCH BASIN (ROUND)12 NOTES: NOTES File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-500.dwg (Layout: C-502 ) Date: Sat, Aug 09, 2025 - 5:12 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-502 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 08/2025 TYPICAL DETAILS NEW YORK STATE DEPT OF HEALTH GENERAL NOTES: TRENCHING & ANCHORING PROCEDURE NOTES: NOTES: NOTES: CONSTRUCTION ENTRANCE SPECIFICATIONS: NOTES: NOTES: PLAN WASHOUT SIGN TYPICAL SECTION NOTES: TEMPORARY SOIL STOCKPILE3 EROSION CONTROL BLANKET INSTALLATION6 STABILIZED CONSTRUCTION ENTRANCE1 WIRE BACK SILT FENCE INSTALLATION2 TEMPORARY OUT-OF-PAVEMENT FILTER FABRIC DROP INLET PROTECTION7 IN-PAVEMENT STONE AND BLOCK DROP INLET PROTECTION5 CONCRETE WASHOUT AREA4 SECTION PLAN PROFILE PLAN "BOTTOM OF SLOPE TERMINATION" SIDE SEAM OVERLAP TOP OF SLOPE TRENCH END ROLL OVERLAP SECTION PERSPECTIVE VIEW SECTION VIEW ISOMETRIC VIEW ® NOTES: SECTION BAG DETAIL INLET FILTER11 CONSTRUCTION SPECIFICATIONS: STONE CHECK DAM10 SECTION B-B PROFILE SECTION A-A A A B B TREE PROTECTION FENCING DETAIL9 File Name: F:\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\MJ1588.03_C-500.dwg (Layout: C-503 ) Date: Sat, Aug 09, 2025 - 5:12 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-503 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 T I O N AS SHOWN WL AB AB WL NEW STREET SUBDIVISION CITY OF SARATOGA SPRINGS, NEW YORK - 1588.03 08/2025 TYPICAL DETAILS NEW YORK STATE DEPT OF HEALTH