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10N_STRM Narrative North Stormwater Management Narrative Northern Gateway Renewables, LLC 443 Queensbury Ave Town of Queensbury Warren County, New York Applicant: Northern Gateway Renewables, LLC 101 Summer Street, 2nd Floor Boston, MA 02110 JULY 2022 Prepared By: The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 2 TABLE OF CONTENTS Contents 1.0 Introduction ...................................................................................................................................... 3 2.0 Redevelopment Justification............................................................................................................. 3 3.0 Predevelopment Stormwater Analysis 3.1 Soil and Groundwater Conditions ................................................................................................. 4 4.0 Predevelopment Stormwater Analysis ............................................................................................. 5 5.0 Stormwater Management Planning and Practice Selection ............................................................. 6 6.0 Post-Development Stormwater Analysis .......................................................................................... 6 6.1 Stormwater Management Areas #1 – #6 – Wet Swale ....................................................................... 7 6.2 NYS Unified Stormwater Sizing Criteria ....................................................................................... 8 6.2.1 Water Quality (WQv) ............................................................................................................. 8 6.2.2 Runoff Reduction Volume (RRv) .......................................................................................... 10 6.2.3 Channel Protection (Cpv) ..................................................... Error! Bookmark not defined. 6.2.4 Overbank Flood (Qp) ............................................................ Error! Bookmark not defined. 6.2.5 Extreme Storm (Qf) .............................................................. Error! Bookmark not defined. 7.0 NYSDEC Solar Panel Construction Guidance Stormwater Analysis ....................................................... 12 8.0 Summary ............................................................................................................................................... 14 Figures Figure 1 – Site Location Map Figure 2 – Pre-development Drainage Map Figure 3 – Post-development Drainage Map Attachments Attachment A – WQv Calculations Attachment B – Stormwater Modeling Calculations 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 3 1.0 Introduction Northern Gateway Renewables, LLC is proposing the development of a solar farm on an existing parcel of land totaling approximately 510.06± acres located on the southern side of Hicks Road in the Town of Queensbury, New York. The proposed site development includes a solar farm which consists of approximately 8.70± acres of solar panels spaced 40.4± feet center to center and the construction of approximately 2,900± linear feet (LF) of access road, stormwater management areas, and eight-foot-high perimeter fencing. The total area of proposed disturbance is approximately 33.0± acres and 1.06± acres of impervious area will be added to the site. A stormwater management system has been designed to provide pollutant removal, reduce channel erosion, prevent overbank flooding, and safely control extreme flood events in accordance with the NYS Stormwater Management Design Manual (Design Manual). The NYS Department of Environmental Conservation (NYSDEC) issued specific guidance in April 2018 relative to stormwater management design considerations for solar panel installations. The temporary erosion control measures and post-construction stormwater management systems for this project have been designed in accordance with those guidelines and subsequent discussions with the NYSDEC relative to their guidelines. Section 7.0 of this report addresses specific solar panel application guidance. The proposed stormwater management system for the project will include roadside swales, vegetated filter strips, and pocket ponds designed to convey runoff from the proposed gravel stormwater access roads and solar equipment pads. The roadside swales will discharge to five stormwater management devices depending on the longitudinal slope and cross slope of the road in respective areas of the site. These stormwater management devices will consist of five pocket ponds to service the impervious area created by the access roads. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed increased impervious areas, in accordance with NYSDEC solar application guidance, including the access roads and the equipment pads. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristics, as a result of the proposed construction, will not adversely impact adjacent or downstream properties. On-site stormwater management will be implemented in accordance with the Design Manual and NYSDEC solar application guidance to accommodate both additional stormwater runoff and to provide water quality treatment according to the green infrastructure standards. 2.0 Redevelopment Justification Redevelopment Activity is defined as “…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, 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 4 subdivision, etc.)”, according to the NYSDEC SPDES General Permit GP-0-20-001 for Stormwater Discharges from Construction Activity. The proposed solar facility will be constructed on the site of the Floyd Bennett Memorial Airport. As part of the proposed development, an existing, impervious roadway will be improved. Therefore, this project is considered a redevelopment project. The Design Manual states several of the challenges encountered during redevelopment projects include “…the need to tie in to the existing drainage infrastructure… …the presence of underground utilities, incompatible surrounding land usages, highly compacted soils that are not suitable for infiltration, and contaminated soils that require mitigation.” Due to these constraints, the Design Manual offers “alternative sizing criteria” which differs from the standards and sizing criteria listed in other portions of the manual. These standards include: • Water Quantity: Analyzing how redevelopment and new development activities change the existing hydrology and discharge rates from the project site. • Channel Protection: Channel protection is known as stream channel protection, designed to protect stream channels from erosion. It is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. For redevelopment projects, channel protection is not required if the post-construction 1-year 24-hour discharge rate and velocity is less than or equal to the pre-construction discharge rate. • Water Quality: Water quality volumes must be treated for redevelopment projects by implementing conventional treatment standards, alternative treatment standards, or a combination of both. The proposed redevelopment meets the alternative sizing criteria put forth in the Design Manual; more detail will be provided in Section 6 of this report. 3.0 Existing Conditions The site generally consists of a farm field with small patches of wooded areas. The topography of the land consists of drainage from north to south. The typical slopes in the area of proposed development range from 5% to 15%, with localized areas over 15%. Elevations at the site vary between 318 and 352 feet above sea level. 3.1 Soil and Groundwater Conditions The USDA Natural Resources Conservation Service Soil Survey identifies the soils on the site, in the area of proposed development, to consist of sandy to silty loams, which range from somewhat poorly drained to moderately well drained, and which are predominantly classified as Hydrologic Soil Group (HSG) C/D. The results from the USDA Natural Resources Conservation Soil Survey (Soil Survey) are included in Section 6 of the SWPPP. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 5 Test pits performed on site in April, 2022 were generally consistent with the results of the USDA Soil Survey. The typical soil profile on site consisted of six inches of organics and topsoil, underlain by brown silty clay or loam. Groundwater or seasonal high groundwater was observed between one foot and five feet below the ground surface. 4.0 Predevelopment Stormwater Analysis The existing hydrologic conditions, in the area to be disturbed as a result of the proposed construction, were analyzed using Applied Microcomputer Systems’ “HydroCAD” computer modeling program. The HydroCAD stormwater modeling program employs the United States Department of Agriculture’s Soil Conservation Service (SCS) Technical Release 20 (TR-20) method for stormwater analysis. Using this modeling technique, the site is divided into “subcatchments” that represent specific areas contributing stormwater runoff to an existing, or proposed drainage feature. The subcatchments typically flow through “reaches” (i.e., swales, channels, or pipes) that convey the stormwater to storm basins or discharge areas. A hydrologic model of the existing site was prepared using the Hydrocad program. Five (5) subcatchments were used to represent the existing drainage condition, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment model. Table 1 presents a summary of the pre-development stormwater peak discharge for the 1 year, 10 year and 100-year design storm events at the respective Design Points. As will be discussed in subsequent sections, the post development stormwater discharge rate has been limited to the predevelopment discharge rate for the 1-year, 10-year, and 100-year storm events. Table 1: Pre-Development Runoff Rates Storm Event Design Point Discharge (cfs) Total Discharge offsite (cfs) OFF#1 OFF#2 1-Year (2.19") 14.20 11.01 33.50 10-Year (3.63") 51.49 34.29 85.78 100-Year (6.05") 123.70 81.18 204.88 The pre-development Curve Numbers (CN) for the existing ground covers are listed in Table 2. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 6 Table 2: Pre-Development Ground Cover Pre-Development Ground Cover Description Curve Number Paved Parking, HSG D 98 Pasture/grassland/range, Good, HSG D 80 Meadow, non-grazed, HSG D 78 Woods, Good HSG D 77 The weighted CN for the pre-development conditions for the site is approximately 79. The HydroCAD model results for the pre-development conditions are included within Attachment B. Design Point OFF#1 conveys flows to a low depression in the wetland areas off site. Design Point OFF#2 conveys flows to wetland areas off site. 5.0 Stormwater Management Planning and Practice Selection The site layout and stormwater design for this project was completed while taking into consideration the potential impacts on the existing site and downstream hydrology. Stormwater runoff from the existing site predominately sheet flows to the existing wetland areas to the south of the site. The stormwater management system will replicate similar practices. Stormwater management on the site is designed to be treated with a combination of vegetated filter strips, vegetated swales, and pocket ponds. This design method was considered ideal on this site given the long, linear nature of the access road, the poor onsite soils and the variable site topography. Vegetated swales and vegetated filter strips are considered green infrastructure techniques for runoff reduction by the Design Manual, while pocket ponds are considered acceptable stormwater management practices for water quality and quantity controls. The total disturbance for the project will be on the order of 34.10± acres, including 0.082± acres of existing impervious area. The proposed redevelopment will result in an increase of impervious cover by 0.91± acres. 6.0 Post-Development Stormwater Analysis The post-development conditions were analyzed using the HydroCAD computer modeling program. Eleven (11) subcatchments were used to represent the post development drainage conditions of the site in the areas of the proposed development. Site improvements to the property will consist of a solar farm which will include 8.70± acres of solar panels, approximately 2,900± LF of 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 7 access road, two solar electrical equipment pads, and chain link fencing. Also included, as permanent elements of the development, are the on-site stormwater management areas. Stormwater management practices have been designed to provide storage, treatment and attenuation of stormwater runoff from the proposed impervious surfaces on the site. Stormwater runoff from the proposed impervious access road and solar electrical equipment pads will flow into roadside vegetated swales which will convey flows to five stormwater management areas, designed as pocket ponds. Runoff from the undeveloped site perimeter and solar array areas, outside of the stormwater management areas, will sheet flow off site, which is similar to predevelopment drainage patterns. In areas with slopes greater than 5% where solar panels will be installed, overland flow dispersion devices will be installed on 100-foot intervals. The overland flow dispersion devices will maintain sheet flow patterns similar to predevelopment conditions. The post-development ground cover Curve Numbers (CN) are listed in Table 3. Table 3: Post-Development Ground Cover Post-Development Ground Cover Description Curve Number Meadow, non-grazed, HSG D 78 Entrance Road, Equipment Pad 98 Woods, Good HSG D 77 The weighted CN for the post-development conditions for the site is approximately 78. The HydroCAD model results for the post-development conditions are included within Attachment B. The contributing area to each stormwater management area is identified on Figure 3. 6.1 Stormwater Management Areas #1, #2, #3, #4, #5 – Pocket Ponds Stormwater Management Areas (SMA) #1 - #5 are designed as pocket ponds. They will provide the primary detention and treatment of stormwater runoff from the site access roads and the equipment pads. Stormwater runoff contributing to SMA #1 - #5 will be collected in vegetated swales located adjacent to the roadway. Stormwater runoff contributing to SMA #1 - #5 will receive pretreatment through the vegetated swales that convey flows along the roadway prior to entering the proposed SMAs. According to the Design Manual, a minimum pretreatment volume of 10% of the WQv must be provided. Vegetated swales in HSG D soils allow for 12% pretreatment of the contributing WQv, when the appropriate soil modifications are made. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 8 6.2 Redevelopment Criteria Chapter 9 of the Design Manual states specific sizing criteria for water quantity, channel protection, and water quality volume as described below in the following sections. 6.2.1 Water Quantity In accordance with Chapter 9 of the Design Manual, if the redevelopment results in no change to hydrology that increases the discharge rate from the project site, the 10-Year and 100-Year criteria do not apply. The 1-Year, 10-Year, and 100-Year storm events were analyzed using HydroCAD under the post- development conditions shown in Figure 3. The following table presents the pre-development and post development discharge rates for discharges off the site. As indicated, the post development discharge rate is less than the predevelopment rate, and therefore, no additional water quantity controls are required. Table 4: Water Quantity Summary Storm Event Predevelopment Runoff (CFS) Post development Runoff (CFS) Runoff Reduction (CFS) 1-Year (2.19") 25.21 17.06 8.15 10-Year (3.63") 85.78 65.50 20.28 100-Year (6.05") 204.88 161.33 43.55 6.2.2 Channel Protection For redevelopment projects, channel protection is not required if there are no changes to hydrology that increase the discharge rate from the project site. According to Chapter 9 of the Design Manual, “if the hydrology and hydraulic analysis for the project site shows the post- construction 1-year 24-hour discharge rate and velocity are less than or equal to the post- construction discharge rate, providing 24-hour detention of the 1-year storm to meet the channel protection criterion is not required.” HydroCAD modelling indicates the post-development discharge rates are lower than the pre- development discharge rates, as shown in Table 5 below. Table 5: Channel Protection Summary 1-Year Design Storm Predevelopment Post development Reduction Runoff Rate (cfs) 25.21 17.06 8.15 Runoff Velocity (fps) 2.82 1.45 1.37 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 9 6.2.3 Water Quality (WQv) Chapter 9 of the Design Manual lists several options for providing water quality treatment on a redevelopment project. These options include the following: 1. Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. 2. Treat at least 25% of the Water Quality Volume (WQv) from the disturbed, impervious area through the implementation of standard stormwater management practices or by reduction through the implementation of green infrastructure techniques. 3. Propose the use of alternative SMPs to treat at least 75% of the WQv from the disturbed impervious area, as well as any additional runoff from tributary areas that are not within the disturbed, impervious area. 4. Use a combination of impervious cover reduction and standard alternative SMPs that provide a weighted average of at least two of the above methods using the following formula: %WQv treatment by Alternative Practice = (25 – (% IC Reduction + % WQv treatment by Standard Practice + % Runoff Reduction))*3 The proposed development uses Option 2 to meet the Water Quality Treatment requirements. The disturbed impervious area will be treated with a vegetated filter strip. The Design Manual allows for a runoff reduction equivalent to the water quality volume associated with this practice. The runoff reduction for the vegetated filter strips is on the order of 624 CF; roughly the equivalent to 100% of the contributing water quality volume. Attachment A contains the WQv and RRv calculations for this green infrastructure practice. The proposed solar farm includes both redevelopment and new development activities. As such, the new development portions of the project have been designed in accordance with the sizing criteria in Chapter 4 of the Design Manual. In general, small storm events and the initial runoff from larger storm events are an environmental concern as this stormwater runoff typically contains roadway pollutants and thermal energy stored by the asphalt. In accordance with the Design Manual, this initial runoff is designated as the Water Quality Volume (WQv) and special attention is given to this volume of runoff to meet water quality objectives. The water quality storage volume, WQv, is calculated as follows: 12 ARPWQv v ××= Where: WQv = water quality volume (acre-feet) P = 90% rainfall event number 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 10 Rv = 0.05+0.009(I), where I is percent impervious cover A = site area (acres), impervious area used with I = 100% Table 6 below lists the required water quality volume for each stormwater management area in the areas of new development. Table 6: Required Water Quality Volume SMA I.D. P Rv A (SF) Required WQv (cf) Provided WQv (cf) SMA#1 1.2 0.54 6,851 372 550 SMA#2 1.2 0.12 43,201 537 2,113 SMA#3 1.2 0.23 55,476 1,273 5,462 SMA#4 1.2 0.26 24,597 727 1,413 SMA#5 1.2 0.22 70,770 1,665 8,600 TOTAL 4,572 18,138 6.2.4 Runoff Reduction Volume (RRv) The Design Manual specifies that runoff shall be reduced by 100% of the site WQv using standard SMPs with RRv capacity and green infrastructure techniques. The proposed project area is approximately 4.6± acres with a total proposed impervious area on the order of 1.06± acres. The resulting WQv for the site coverage is computed as 5,195± CF. Site constraints, including poor soils, high groundwater, and steep topography prohibit the ability to meet 100% of the RRv reduction. The minimum RRv for the site has been calculated as 877 CF. See Attachment A for the minimum RRv calculations. 6.2.4.1 Green Infrastructure Practices Portions of the access road and solar equipment pads will contribute to SMA #1 - SMA #5 via conveyance through vegetated swales. The swales have been designed to increase the time of concentration, reduce the peak discharge, and provide infiltration. The Design Manual allows for a RRv capacity of 12% of the contributing water quality volume in modified HSG “D” soils. The runoff reduction for the vegetated swales is on the order of 491 CF. Attachment A contains WQv and RRv calculations for this Green Infrastructure Practice. Attachment A contains the WQv and RRv calculations for this green infrastructure practice. Table 7 provides a summary of the runoff reduction provided. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 11 Table 7: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) S11 (Vegetated Swale) 45 2R (Vegetated Swale) 153 S7 (Vegetated Swale) 65 S9 (Vegetated Swale) 88 S10 (Vegetated Swale) 140 Vegetated Filter Strip 624 Total Site Reduction 1,115 Minimum RRv 887 % of Min. RRv 127% Many of the green infrastructure practices recommended in the Design Manual were not applied to the stormwater management design on this site due to either site restrictions or the use of more feasible green infrastructure or standard SMP techniques in place of more restrictive and/or maintenance intensive practices. The following table discusses why the unused green infrastructure practices were not feasible. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 12 Table 8: Non-Feasible Green Infrastructure Practices Green Infrastructure Practice Reason use is not feasible Conservation of Natural Areas Existing natural areas on site will be conserved to the greatest extent possible, solar facilities are considered temporary in nature, however the added reduction is minimal. Porous Pavement Porous Pavement is not economically feasible on this site. Tree Planting/Tree box Trees will be saved on the site as possible to conserve the natural areas. Trees will also be planted to maintain a buffer from the roadway and viewshed to the proposed site, though the resulting runoff reduction value for adding additional trees is minimal. Disconnection of Rooftop Runoff No structures are proposed within the project area Stream Daylighting No streams exist on the project site. Rain Gardens Rain gardens are not recommended for commercial applications as well as not economically feasible. Green Roofs Rooftops are not present on the site. Stormwater Planters The proposed practices were deemed more economically feasible and effective as opposed to stormwater planters. Additionally, they require less maintenance. Rain Barrels/Cisterns Rain Barrels/Cisterns would require the ability to use the water between storm events which is not feasible for this project type. 7.0 NYSDEC Solar Panel Construction Guidance Stormwater Analysis Due to the increase in solar projects throughout New York State, the Department of Environmental Conservation (NYSDEC) released guidance for solar panel stormwater permitting and stormwater pollution prevention plans (SWPPP) in April 2018. The NYSDEC Solar Panel Construction Guidance (SPCG) classifies solar projects under two separate “Scenarios”. Scenario 1 Solar Projects are considered “…Land clearing and grading for the purposes of creating vegetated open space…”. These projects typically require a SWPPP that only addresses erosion and sediment controls. Solar projects are categorized as Scenario 1 if they are designed and constructed in accordance with a specific set of six criteria. Solar projects that aren’t designed and constructed to meet these six (6) criteria are classified as Scenario 2 and require a SWPPP that addresses post-construction stormwater management practices which are designed in accordance with the sizing criteria in the Designed Manual. Table 9 provides an analysis of the six (6) criteria provided by the NYSDEC SPCG as they pertain to the Northern Gateway Renewables, LLC Solar Farm: 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 13 Table 9: NYSDEC Solar Panel Criteria Scenario 1 Criteria Proposed Solar Farm Design 1. Solar panels are constructed on post or rack systems and elevated off the ground surface. Solar panels will be installed on mechanically driven posts with approximately 36 inches between the bottom of the panel and existing grade. The panels are part of a tracker system that follows the sun throughout the day 2. The panels are spaced apart so that rain water can flow off the down gradient side of the panel and continue to sheet flow across the ground surface*. Panels are spaced 40.35± feet from center to center with 25± feet between the panel rows (adjacent edge of panel to adjacent edge of panel). The typical width of a solar panel rack is 15.35± feet. The panel spacing is the same as the panel width, therefore, sheet flow is maintained. 3. For solar panels constructed on slopes, the individual rows of solar panels are generally installed along the contour so rain water sheet flows down slope*. Panels are constructed generally along the contours to maintain sheet flow. In locations where panels are not along contours, and slopes are greater than 5%, level spreaders spaced at 100 ft apart are proposed to maintain sheet flow down slope in accordance with discussions with NYSDEC. 4. The ground surface below the panels consist of a well-established vegetative cover. All ground surface below the panels will have well-established vegetative cover in accordance with the “Final Stabilization” noted in Appendix A of the SPDES Construction General Permit (see Section 4 of the SWPPP). 5. The project does not include the construction of any traditional imperious areas. The proposed project does contain two solar equipment pads and a gravel road, both of which are considered impervious. This project therefore falls under Scenario 2. 6. Construction of the solar panels will not alter the hydrology from pre-to post development conditions. Based on the analysis performed in this report, the project will create minor disturbance, and add impervious area however, the pre-to post development hydrology will be maintained. Criteria 5 of the NYSDEC SPCG is not met as traditional impervious area will be added to the site, therefore, this project falls under Scenario 2 and will require post-construction stormwater management controls for impervious areas of the project (gravel access road and equipment pads). This interpretation is also included in the **Notes- Item 5 portion of the NYSDEC SPCG. *The NYSDEC SPCG also references the Maryland Department of the Environment’s (MDE) “Stormwater Design Guidance - Solar Panel Installations” memo for further guidance on panel installation. The MDE’s memo provides guidance using two examples of solar panels to provide direction; Example 1 references solar panels which are installed on average slopes less than 5% and Example 2 references solar panels which are installed on average slopes between 5% and 10%. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 14 Example 1- Using Non-Rooftop Disconnection Where the Average Slope ≤ 5% MDE states that in order for solar panels to qualify as non-rooftop disconnect, the disconnection length must be greater than or equal to the solar panel width. The proposed solar panel project uses a rack system with a width of 15.35± feet and a disconnection length of 25± feet. The spacing between the panel rows is greater than the width of the solar racks, therefore, the solar panels meet the MDE requirements for runoff treatment under non- rooftop disconnection. Example 2- Using Non-Rooftop Disconnection Where the Average Slope ≥ 5% but ≤ 10% In this example, the MDE advises the use of level spreaders along the drip edge of the panels to maintain sheet flow and dissipate energy in addition to maintaining a disconnection length greater than or equal to the solar panel width. The MDE example uses fixed mount solar panels, which have a fixed drip edge. The proposed tracker panels will move throughout the day and therefore have a moving drip edge. Therefore, in areas where slopes are ≥ 5% but ≤ 10%, overland flow dispersion devices are proposed which are parallel to contours in ±100-foot intervals in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (Blue Book) requirements for level spreaders and discussions with NYSDEC representatives regarding the application of the NYSDEC SPCG for use with tracker style systems. In accordance with the aforementioned guidance, post-construction stormwater management is required for all new impervious areas on the project site. Therefore, SMA #1 through SMA #5 have been designed in accordance with the Design Manual to treat the proposed gravel access road and solar equipment pad. Since this project has been designed in accordance with Criteria 1 through Criteria 4 of the NYSDEC SPCG Criteria, the WQv and RRv requirements for the solar panels do not need to be addressed. 8.0 Summary Development of the proposed project site will slightly alter the stormwater drainage characteristics of the site; impervious area will be added in the form of a gravel access road and solar equipment pads. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the Design Manual. The proposed stormwater management system has been designed to comply with the recommendations in the Design Manual and the NYSDEC SPCG as it relates to maintaining sheet flow, providing water quality/runoff reduction/channel protection volume, overbank flood control and extreme flood control for new development projects. The proposed stormwater management system has been designed to attenuate and treat the stormwater runoff generated from the contributing areas for storm events to the pre- 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 15 development rates, up to and including the 100-Year design storm event. The proposed stormwater management design includes the use of vegetated swales, vegetated filter strips and pocket ponds. Stormwater modeling results indicate the ability to reduce the overall post- development discharge rate from the site as summarized in Table 10. Table 10: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1-Year Storm 10-Year Storm 100-Year Storm Pre-Development 25.21 85.78 204.88 Post-Development 17.06 65.50 161.33 Overall Reduction (cfs) 8.15 20.28 43.55 Through the implementation of acceptable stormwater management practices, recommended by the NYS Stormwater Management Design Manual, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: The Environmental Design Partnership, LLP Stephanie Alessandrini, P.E. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 16 REFERENCES HydroCAD version 10.0, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. “Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. “Reducing the Impacts of Stormwater Runoff from New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. “New York State Stormwater Management Design Manual”, Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. “Estimation of Soil Properties”, Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316-1320. S.C.S., 1982. “TR-20 Project Formulation-Hydrology, Technical Release No. 20”, U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. United States Department of Agriculture, Web Soil Survey. Retrieved from https://websoilsurvey.sc.egov.usda.gov NYSDEC, 2018. “Solar Panel Construction Stormwater Permitting/ SWPPP Guidance”, New York State Department of Environmental Conservation, Division of Water. MDE,2000. “2000 Maryland Stormwater Design Manual, Volumes I and II”. Maryland Department of the Environment MDE. “Stormwater Design Guidance- Solar Panel Installations”. Maryland Department of the Environment 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 17 Figures 1. Site Location map 2. Pre-Development Drainage Map 3. Post Development Drainage Map 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 18 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 19 Figure 1: Site Location Map Site location 443 QUEENSBURY AVE TOWN OF QUEENSBURY NORTHERN GATEWAY RENEWABLES, LLC2 TAX MAP. SBL# 297.15-1-1900 Route 146 Clifton Park, New York 12065 edpllp.com(518) 371-7621 E N V I R O N M E N T A L D E S I G N P A R T N E R S H I P, L L P. SOLAR FIELD DECEMBER 23, 20211"=300'PRE-DEVELOPMENTWARREN COUNTY, NEW YORK 443 QUEENSBURY AVE TOWN OF QUEENSBURY NORTHERN GATEWAY RENEWABLES, LLC3 TAX MAP. SBL# 297.15-1-1900 Route 146 Clifton Park, New York 12065 edpllp.com(518) 371-7621 E N V I R O N M E N T A L D E S I G N P A R T N E R S H I P, L L P. SOLAR FIELD DECEMBER 23, 20211"=300'POSTDEVELOPMENTWARREN COUNTY, NEW YORK 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 20 Attachment A Water Quality Calculation Runoff Reduction Calculation Water Quality Volume (WQv) Calculations Project: Date: SMA I.D. AREA (SF) I (SF) I (%) Rv WQv (cu-ft) WQv Provided (cu-ft) SMA 1 6,851 3,750 55% 0.54 372 550 SMA 2 43,201 3,532 8% 0.12 534 2,113 SMA 3 55,476 11,067 20% 0.23 1,273 5,462 SMA 4 24,597 6,716 27% 0.30 727 1,413 SMA 5 70,770 14,569 21%0.24 1,665 8,600 Totals 200,895 39,634 4,572 18,138 Northern Gateway Renewables, LLC 4/27/2022ENVIRONMENTAL DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 WQv calcs Page 1 Runoff Reduction Volume (RRv) Calculations Project: Date: 4.76 acres P = 1.2 in Imp= 22.3 % WQv = 5,195 cf Rv = 0.25 Aic (ac) S Ai (ac) Rv* RRv (ac-ft) 1.06 0.2 0.21 0.95 0.02 I.D.Contributing WQv (cf)Length (ft) Slope (%) Bottom Width (ft) WQV Flow Rate (cfs) 10-yr Flow Rate (fps)Reduction S11 (SMA#1) 372 200 1.75 2 1.28 2.21 45 2R 1,273 725 2.15 2 1.09 2.77 153 S7 (SMA #2) 534 100 1.25 2 1.56 3.45 65 S9 (SMA #4) 727 150 1.25 2 1.39 2.92 88 S10 (SMA#5) 1,165 700 2.50 2 1.59 3.53 140 I.D.Contributing Area (SF) Impervious Area (SF) Total Remaining Area (SF) I (%) Rv WQv Reduction VFS1 6,565 6,565 200,890 0.20 0.23 4,571 624 1,115 cf 877 Vegetated Swale Green Infrastructure Northern Gateway Renewables, LLC 4/27/2022 Total Watershed Area = Minimum Reduction Min Reduction (RRv) (cf) Reduction from Green Infrastructure = Vegetated Filter Strip ENVIRONMENTAL DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 4/27/2022Q:\JEFFERSON\HENDERSON\Route 3\10756-Nexamp\06-Engineering\STORM\RRv-Calcs Henderson.xls Runoff Reduction Volume (RRv) Calculations Project: Date: 4.76 acres P = 1.2 in I= 22.3 % WQv = 5,195 cf Rv = 0.25 I.D. SMA#1 SMA#2 SMA#3 SMA#4 SMA#5 0 cf 1,115 cf 1,115 cf 127% 0 0 0 Reduction from GI = Reduction from Standard SMPs = Total Overall RRv = % Min. Reduction= Total Watershed Area = % Reduction Max Reduction (cf) (Contributing WQv)Reduction (cf) Stormwater Management Practices WQv Provided (cf) 0 08,600 Northern Gateway Renewables, LLC 4/27/2022 550 0 0 2,113 0 0 5,462 0 0 0 1,413 0 0 0 ENVIRONMENTAL DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 R:\WARREN\QUEENSBURY\Queensbury Ave\443-Nexamp\06-Engineering\Stormwater\RRv-Calcs Floyd Bennet North.xls4/27/2022 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 21 Attachment B Stormwater Modeling Calculations S1 - S2 - S3 - S4 - S5 - 1R Overland Flow 1P Low Point Near Fence 2P Low Point Near Fence 3P Existing Pond on Site 4P Low Point Near Wetlands OFF1 Offsite Flows OFF2 Offsite Flows Routing Diagram for Predevelopment Flloyd Bennet North Prepared by The Environmental Design Partnership, LLP, Printed 5/31/2022 HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 2HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing 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 2.19 2 2 2-YR Type II 24-hr Default 24.00 1 2.55 2 3 10-YR Type II 24-hr Default 24.00 1 3.63 2 4 25-YR Type II 24-hr Default 24.00 1 4.45 2 5 50-YR Type II 24-hr Default 24.00 1 5.18 2 6 100-YR Type II 24-hr Default 24.00 1 6.05 2 Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 3HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 12.933 78 Meadow, non-grazed, HSG D (S5) 43.632 80 Pasture/grassland/range, Good, HSG D (S1, S2, S3, S4) 0.082 98 Paved parking, HSG D (S4) 21.936 77 Woods, Good, HSG D (S1, S2, S3, S4, S5) 78.584 79 TOTAL AREA Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 4HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 78.584 HSG D S1, S2, S3, S4, S5 0.000 Other 78.584 TOTAL AREA Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 5HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 12.933 0.000 12.933 Meadow, non-grazed S5 0.000 0.000 0.000 43.632 0.000 43.632 Pasture/grassland/range, Good S1, S2, S3, S4 0.000 0.000 0.000 0.082 0.000 0.082 Paved parking S4 0.000 0.000 0.000 21.936 0.000 21.936 Woods, Good S1, S2, S3, S4, S5 0.000 0.000 0.000 78.584 0.000 78.584 TOTAL AREA Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 6HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 3P 333.70 332.30 21.0 0.0667 0.012 12.0 0.0 0.0 Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 7HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=111,491 sf 0.00% Impervious Runoff Depth=0.59"Subcatchment S1: - Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 Runoff=1.22 cfs 0.127 af Runoff Area=136,750 sf 0.00% Impervious Runoff Depth=0.59"Subcatchment S2: - Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 Runoff=1.44 cfs 0.156 af Runoff Area=143,493 sf 0.00% Impervious Runoff Depth=0.55"Subcatchment S3: - Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=1.63 cfs 0.152 af Runoff Area=1,829,817 sf 0.19% Impervious Runoff Depth=0.68"Subcatchment S4: - Flow Length=1,075' Tc=32.8 min CN=80 Runoff=21.47 cfs 2.386 af Runoff Area=1,201,554 sf 0.00% Impervious Runoff Depth=0.55"Subcatchment S5: - Flow Length=1,350' Tc=31.7 min CN=77 Runoff=11.01 cfs 1.273 af Avg. Flow Depth=0.03' Max Vel=0.30 fps Inflow=0.19 cfs 0.085 afReach 1R: Overland Flow n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs Outflow=0.12 cfs 0.085 af Peak Elev=344.23' Storage=5,524 cf Inflow=1.22 cfs 0.127 afPond 1P: Low Point Near Fence Outflow=0.00 cfs 0.000 af Peak Elev=345.51' Storage=6,607 cf Inflow=1.44 cfs 0.156 afPond 2P: Low Point Near Fence Outflow=0.05 cfs 0.005 af Peak Elev=333.94' Storage=3,307 cf Inflow=1.63 cfs 0.152 afPond 3P: Existing Pond on Site Outflow=0.19 cfs 0.085 af Peak Elev=320.83' Storage=27,057 cf Inflow=21.47 cfs 2.476 afPond 4P: Low Point Near Wetlands Outflow=14.20 cfs 2.067 af Inflow=14.20 cfs 2.067 afLink OFF1: Offsite Flows Primary=14.20 cfs 2.067 af Inflow=11.01 cfs 1.273 afLink OFF2: Offsite Flows Primary=11.01 cfs 1.273 af Total Runoff Area = 78.584 ac Runoff Volume = 4.094 af Average Runoff Depth = 0.63" 99.90% Pervious = 78.502 ac 0.10% Impervious = 0.082 ac Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 8HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: - Runoff = 1.22 cfs @ 12.25 hrs, Volume= 0.127 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 60,815 77 Woods, Good, HSG D 50,676 80 Pasture/grassland/range, Good, HSG D 111,491 78 Weighted Average 111,491 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=111,491 sf Runoff Volume=0.127 af Runoff Depth=0.59" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 1.22 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 9HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: - Runoff = 1.44 cfs @ 12.27 hrs, Volume= 0.156 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 90,547 77 Woods, Good, HSG D 46,203 80 Pasture/grassland/range, Good, HSG D 136,750 78 Weighted Average 136,750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=136,750 sf Runoff Volume=0.156 af Runoff Depth=0.59" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 1.44 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 10HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: - Runoff = 1.63 cfs @ 12.19 hrs, Volume= 0.152 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 131,926 77 Woods, Good, HSG D 11,567 80 Pasture/grassland/range, Good, HSG D 143,493 77 Weighted Average 143,493 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=143,493 sf Runoff Volume=0.152 af Runoff Depth=0.55" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 1.63 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 11HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: - Runoff = 21.47 cfs @ 12.31 hrs, Volume= 2.386 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 34,076 77 Woods, Good, HSG D 1,792,181 80 Pasture/grassland/range, Good, HSG D 3,560 98 Paved parking, HSG D 1,829,817 80 Weighted Average 1,826,257 99.81% Pervious Area 3,560 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0050 0.08 Sheet Flow, Sheet Cultivated: Residue>20% n= 0.170 P2= 2.55" 2.6 100 0.0050 0.64 Shallow Concentrated Flow, Shallow Concentrated Flow Cultivated Straight Rows Kv= 9.0 fps 9.1 875 0.0320 1.61 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 32.8 1,075 Total Subcatchment S4: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=1,829,817 sf Runoff Volume=2.386 af Runoff Depth=0.68" Flow Length=1,075' Tc=32.8 min CN=80 21.47 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 12HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: - Runoff = 11.01 cfs @ 12.30 hrs, Volume= 1.273 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 638,176 77 Woods, Good, HSG D 563,378 78 Meadow, non-grazed, HSG D 1,201,554 77 Weighted Average 1,201,554 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0100 0.10 Sheet Flow, Sheets Cultivated: Residue>20% n= 0.170 P2= 2.55" 15.7 1,250 0.0217 1.33 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 31.7 1,350 Total Subcatchment S5: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=1,201,554 sf Runoff Volume=1.273 af Runoff Depth=0.55" Flow Length=1,350' Tc=31.7 min CN=77 11.01 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 13HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 0.31" for 1-YR event Inflow = 0.19 cfs @ 13.59 hrs, Volume= 0.085 af Outflow = 0.12 cfs @ 16.93 hrs, Volume= 0.085 af, Atten= 36%, Lag= 200.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.30 fps, Min. Travel Time= 92.1 min Avg. Velocity = 0.13 fps, Avg. Travel Time= 211.8 min Peak Storage= 660 cf @ 15.39 hrs Average Depth at Peak Storage= 0.03' , Surface Width= 18.91' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 46.44 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=3.294 ac Avg. Flow Depth=0.03' Max Vel=0.30 fps n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs 0.19 cfs 0.12 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 14HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 2.559 ac, 0.00% Impervious, Inflow Depth = 0.59" for 1-YR event Inflow = 1.22 cfs @ 12.25 hrs, Volume= 0.127 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.23' @ 25.60 hrs Surf.Area= 6,184 sf Storage= 5,524 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=2.559 ac Peak Elev=344.23' Storage=5,524 cf 1.22 cfs 0.00 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 15HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.139 ac, 0.00% Impervious, Inflow Depth = 0.59" for 1-YR event Inflow = 1.44 cfs @ 12.27 hrs, Volume= 0.156 af Outflow = 0.05 cfs @ 24.13 hrs, Volume= 0.005 af, Atten= 97%, Lag= 711.5 min Primary = 0.05 cfs @ 24.13 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.51' @ 24.13 hrs Surf.Area= 6,162 sf Storage= 6,607 cf Plug-Flow detention time= 729.3 min calculated for 0.005 af (3% of inflow) Center-of-Mass det. time= 554.5 min ( 1,446.4 - 891.8 ) Volume Invert Avail.Storage Storage Description #1 343.00' 10,344 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 Device Routing Invert Outlet Devices #1 Primary 345.50'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.03 cfs @ 24.13 hrs HW=345.51' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.20 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.139 ac Peak Elev=345.51' Storage=6,607 cf 1.44 cfs 0.05 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 16HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 1.63 cfs @ 12.19 hrs, Volume= 0.152 af Outflow = 0.19 cfs @ 13.59 hrs, Volume= 0.085 af, Atten= 88%, Lag= 84.1 min Primary = 0.19 cfs @ 13.59 hrs, Volume= 0.085 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 333.94' @ 13.59 hrs Surf.Area= 1,670 sf Storage= 3,307 cf Plug-Flow detention time= 315.1 min calculated for 0.085 af (56% of inflow) Center-of-Mass det. time= 173.7 min ( 1,063.6 - 889.9 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.19 cfs @ 13.59 hrs HW=333.94' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 0.19 cfs @ 1.31 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.294 ac Peak Elev=333.94' Storage=3,307 cf 1.63 cfs 0.19 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 17HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 0.58" for 1-YR event Inflow = 21.47 cfs @ 12.31 hrs, Volume= 2.476 af Outflow = 14.20 cfs @ 12.56 hrs, Volume= 2.067 af, Atten= 34%, Lag= 15.2 min Primary = 14.20 cfs @ 12.56 hrs, Volume= 2.067 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.83' @ 12.56 hrs Surf.Area= 33,769 sf Storage= 27,057 cf Plug-Flow detention time= 132.0 min calculated for 2.067 af (83% of inflow) Center-of-Mass det. time= 51.4 min ( 951.7 - 900.3 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=14.13 cfs @ 12.56 hrs HW=320.83' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 14.13 cfs @ 1.45 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=51.000 ac Peak Elev=320.83' Storage=27,057 cf 21.47 cfs 14.20 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 18HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 0.49" for 1-YR event Inflow = 14.20 cfs @ 12.56 hrs, Volume= 2.067 af Primary = 14.20 cfs @ 12.56 hrs, Volume= 2.067 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=51.000 ac 14.20 cfs 14.20 cfs Type II 24-hr 1-YR Rainfall=2.19"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 19HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 27.584 ac, 0.00% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 11.01 cfs @ 12.30 hrs, Volume= 1.273 af Primary = 11.01 cfs @ 12.30 hrs, Volume= 1.273 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.584 ac 11.01 cfs 11.01 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 20HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=111,491 sf 0.00% Impervious Runoff Depth=1.60"Subcatchment S1: - Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 Runoff=3.63 cfs 0.341 af Runoff Area=136,750 sf 0.00% Impervious Runoff Depth=1.60"Subcatchment S2: - Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 Runoff=4.27 cfs 0.418 af Runoff Area=143,493 sf 0.00% Impervious Runoff Depth=1.53"Subcatchment S3: - Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=5.04 cfs 0.419 af Runoff Area=1,829,817 sf 0.19% Impervious Runoff Depth=1.74"Subcatchment S4: - Flow Length=1,075' Tc=32.8 min CN=80 Runoff=58.96 cfs 6.091 af Runoff Area=1,201,554 sf 0.00% Impervious Runoff Depth=1.53"Subcatchment S5: - Flow Length=1,350' Tc=31.7 min CN=77 Runoff=34.29 cfs 3.512 af Avg. Flow Depth=0.10' Max Vel=0.63 fps Inflow=2.28 cfs 0.352 afReach 1R: Overland Flow n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs Outflow=1.38 cfs 0.352 af Peak Elev=344.56' Storage=7,773 cf Inflow=3.63 cfs 0.341 afPond 1P: Low Point Near Fence Outflow=0.71 cfs 0.173 af Peak Elev=345.62' Storage=7,350 cf Inflow=4.27 cfs 0.418 afPond 2P: Low Point Near Fence Outflow=2.07 cfs 0.267 af Peak Elev=334.78' Storage=5,896 cf Inflow=5.04 cfs 0.419 afPond 3P: Existing Pond on Site Outflow=2.28 cfs 0.352 af Peak Elev=321.24' Storage=44,603 cf Inflow=58.96 cfs 6.883 afPond 4P: Low Point Near Wetlands Outflow=51.49 cfs 6.475 af Inflow=51.49 cfs 6.475 afLink OFF1: Offsite Flows Primary=51.49 cfs 6.475 af Inflow=34.29 cfs 3.512 afLink OFF2: Offsite Flows Primary=34.29 cfs 3.512 af Total Runoff Area = 78.584 ac Runoff Volume = 10.781 af Average Runoff Depth = 1.65" 99.90% Pervious = 78.502 ac 0.10% Impervious = 0.082 ac Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 21HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: - Runoff = 3.63 cfs @ 12.23 hrs, Volume= 0.341 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 60,815 77 Woods, Good, HSG D 50,676 80 Pasture/grassland/range, Good, HSG D 111,491 78 Weighted Average 111,491 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=111,491 sf Runoff Volume=0.341 af Runoff Depth=1.60" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 3.63 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 22HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: - Runoff = 4.27 cfs @ 12.25 hrs, Volume= 0.418 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 90,547 77 Woods, Good, HSG D 46,203 80 Pasture/grassland/range, Good, HSG D 136,750 78 Weighted Average 136,750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=136,750 sf Runoff Volume=0.418 af Runoff Depth=1.60" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 4.27 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 23HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: - Runoff = 5.04 cfs @ 12.17 hrs, Volume= 0.419 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 131,926 77 Woods, Good, HSG D 11,567 80 Pasture/grassland/range, Good, HSG D 143,493 77 Weighted Average 143,493 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=143,493 sf Runoff Volume=0.419 af Runoff Depth=1.53" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 5.04 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 24HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: - Runoff = 58.96 cfs @ 12.29 hrs, Volume= 6.091 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 34,076 77 Woods, Good, HSG D 1,792,181 80 Pasture/grassland/range, Good, HSG D 3,560 98 Paved parking, HSG D 1,829,817 80 Weighted Average 1,826,257 99.81% Pervious Area 3,560 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0050 0.08 Sheet Flow, Sheet Cultivated: Residue>20% n= 0.170 P2= 2.55" 2.6 100 0.0050 0.64 Shallow Concentrated Flow, Shallow Concentrated Flow Cultivated Straight Rows Kv= 9.0 fps 9.1 875 0.0320 1.61 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 32.8 1,075 Total Subcatchment S4: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=1,829,817 sf Runoff Volume=6.091 af Runoff Depth=1.74" Flow Length=1,075' Tc=32.8 min CN=80 58.96 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 25HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: - Runoff = 34.29 cfs @ 12.28 hrs, Volume= 3.512 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 638,176 77 Woods, Good, HSG D 563,378 78 Meadow, non-grazed, HSG D 1,201,554 77 Weighted Average 1,201,554 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0100 0.10 Sheet Flow, Sheets Cultivated: Residue>20% n= 0.170 P2= 2.55" 15.7 1,250 0.0217 1.33 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 31.7 1,350 Total Subcatchment S5: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=1,201,554 sf Runoff Volume=3.512 af Runoff Depth=1.53" Flow Length=1,350' Tc=31.7 min CN=77 34.29 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 26HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 1.28" for 10-YR event Inflow = 2.28 cfs @ 12.45 hrs, Volume= 0.352 af Outflow = 1.38 cfs @ 13.73 hrs, Volume= 0.352 af, Atten= 40%, Lag= 76.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.63 fps, Min. Travel Time= 43.5 min Avg. Velocity = 0.16 fps, Avg. Travel Time= 172.1 min Peak Storage= 3,595 cf @ 13.01 hrs Average Depth at Peak Storage= 0.10' , Surface Width= 33.30' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 46.44 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=3.294 ac Avg. Flow Depth=0.10' Max Vel=0.63 fps n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs 2.28 cfs 1.38 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 27HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 2.559 ac, 0.00% Impervious, Inflow Depth = 1.60" for 10-YR event Inflow = 3.63 cfs @ 12.23 hrs, Volume= 0.341 af Outflow = 0.71 cfs @ 12.95 hrs, Volume= 0.173 af, Atten= 80%, Lag= 43.2 min Primary = 0.71 cfs @ 12.95 hrs, Volume= 0.173 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.56' @ 12.95 hrs Surf.Area= 7,562 sf Storage= 7,773 cf Plug-Flow detention time= 266.8 min calculated for 0.173 af (51% of inflow) Center-of-Mass det. time= 139.9 min ( 999.5 - 859.6 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.71 cfs @ 12.95 hrs HW=344.56' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.71 cfs @ 0.58 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=2.559 ac Peak Elev=344.56' Storage=7,773 cf 3.63 cfs 0.71 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 28HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.139 ac, 0.00% Impervious, Inflow Depth = 1.60" for 10-YR event Inflow = 4.27 cfs @ 12.25 hrs, Volume= 0.418 af Outflow = 2.07 cfs @ 12.59 hrs, Volume= 0.267 af, Atten= 52%, Lag= 20.4 min Primary = 2.07 cfs @ 12.59 hrs, Volume= 0.267 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.62' @ 12.59 hrs Surf.Area= 6,791 sf Storage= 7,350 cf Plug-Flow detention time= 203.8 min calculated for 0.267 af (64% of inflow) Center-of-Mass det. time= 87.0 min ( 948.4 - 861.4 ) Volume Invert Avail.Storage Storage Description #1 343.00' 10,344 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 Device Routing Invert Outlet Devices #1 Primary 345.50'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=2.05 cfs @ 12.59 hrs HW=345.62' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.05 cfs @ 0.85 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=3.139 ac Peak Elev=345.62' Storage=7,350 cf 4.27 cfs 2.07 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 29HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 1.53" for 10-YR event Inflow = 5.04 cfs @ 12.17 hrs, Volume= 0.419 af Outflow = 2.28 cfs @ 12.45 hrs, Volume= 0.352 af, Atten= 55%, Lag= 16.9 min Primary = 2.28 cfs @ 12.45 hrs, Volume= 0.352 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 334.78' @ 12.45 hrs Surf.Area= 4,919 sf Storage= 5,896 cf Plug-Flow detention time= 129.2 min calculated for 0.352 af (84% of inflow) Center-of-Mass det. time= 56.0 min ( 914.0 - 858.0 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.28 cfs @ 12.45 hrs HW=334.78' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.28 cfs @ 2.90 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=3.294 ac Peak Elev=334.78' Storage=5,896 cf 5.04 cfs 2.28 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 30HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 1.62" for 10-YR event Inflow = 58.96 cfs @ 12.29 hrs, Volume= 6.883 af Outflow = 51.49 cfs @ 12.42 hrs, Volume= 6.475 af, Atten= 13%, Lag= 7.9 min Primary = 51.49 cfs @ 12.42 hrs, Volume= 6.475 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.24' @ 12.42 hrs Surf.Area= 52,841 sf Storage= 44,603 cf Plug-Flow detention time= 58.8 min calculated for 6.475 af (94% of inflow) Center-of-Mass det. time= 24.2 min ( 897.9 - 873.7 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=51.29 cfs @ 12.42 hrs HW=321.24' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 51.29 cfs @ 2.31 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.000 ac Peak Elev=321.24' Storage=44,603 cf 58.96 cfs 51.49 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 31HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 1.52" for 10-YR event Inflow = 51.49 cfs @ 12.42 hrs, Volume= 6.475 af Primary = 51.49 cfs @ 12.42 hrs, Volume= 6.475 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.000 ac 51.49 cfs 51.49 cfs Type II 24-hr 10-YR Rainfall=3.63"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 32HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 27.584 ac, 0.00% Impervious, Inflow Depth = 1.53" for 10-YR event Inflow = 34.29 cfs @ 12.28 hrs, Volume= 3.512 af Primary = 34.29 cfs @ 12.28 hrs, Volume= 3.512 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=27.584 ac 34.29 cfs 34.29 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 33HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=111,491 sf 0.00% Impervious Runoff Depth=2.25"Subcatchment S1: - Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 Runoff=5.19 cfs 0.480 af Runoff Area=136,750 sf 0.00% Impervious Runoff Depth=2.25"Subcatchment S2: - Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 Runoff=6.10 cfs 0.589 af Runoff Area=143,493 sf 0.00% Impervious Runoff Depth=2.17"Subcatchment S3: - Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=7.25 cfs 0.596 af Runoff Area=1,829,817 sf 0.19% Impervious Runoff Depth=2.42"Subcatchment S4: - Flow Length=1,075' Tc=32.8 min CN=80 Runoff=82.68 cfs 8.468 af Runoff Area=1,201,554 sf 0.00% Impervious Runoff Depth=2.17"Subcatchment S5: - Flow Length=1,350' Tc=31.7 min CN=77 Runoff=49.57 cfs 4.988 af Avg. Flow Depth=0.13' Max Vel=0.74 fps Inflow=6.07 cfs 0.529 afReach 1R: Overland Flow n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs Outflow=2.34 cfs 0.529 af Peak Elev=344.65' Storage=8,471 cf Inflow=5.19 cfs 0.480 afPond 1P: Low Point Near Fence Outflow=2.75 cfs 0.312 af Peak Elev=345.72' Storage=8,011 cf Inflow=6.10 cfs 0.589 afPond 2P: Low Point Near Fence Outflow=4.87 cfs 0.438 af Peak Elev=334.94' Storage=6,728 cf Inflow=7.25 cfs 0.596 afPond 3P: Existing Pond on Site Outflow=6.07 cfs 0.529 af Peak Elev=321.46' Storage=57,305 cf Inflow=85.20 cfs 9.747 afPond 4P: Low Point Near Wetlands Outflow=75.14 cfs 9.339 af Inflow=75.14 cfs 9.339 afLink OFF1: Offsite Flows Primary=75.14 cfs 9.339 af Inflow=49.57 cfs 4.988 afLink OFF2: Offsite Flows Primary=49.57 cfs 4.988 af Total Runoff Area = 78.584 ac Runoff Volume = 15.121 af Average Runoff Depth = 2.31" 99.90% Pervious = 78.502 ac 0.10% Impervious = 0.082 ac Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 34HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: - Runoff = 5.19 cfs @ 12.22 hrs, Volume= 0.480 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 60,815 77 Woods, Good, HSG D 50,676 80 Pasture/grassland/range, Good, HSG D 111,491 78 Weighted Average 111,491 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=111,491 sf Runoff Volume=0.480 af Runoff Depth=2.25" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 5.19 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 35HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: - Runoff = 6.10 cfs @ 12.25 hrs, Volume= 0.589 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 90,547 77 Woods, Good, HSG D 46,203 80 Pasture/grassland/range, Good, HSG D 136,750 78 Weighted Average 136,750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=136,750 sf Runoff Volume=0.589 af Runoff Depth=2.25" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 6.10 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 36HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: - Runoff = 7.25 cfs @ 12.17 hrs, Volume= 0.596 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 131,926 77 Woods, Good, HSG D 11,567 80 Pasture/grassland/range, Good, HSG D 143,493 77 Weighted Average 143,493 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=143,493 sf Runoff Volume=0.596 af Runoff Depth=2.17" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 7.25 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 37HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: - Runoff = 82.68 cfs @ 12.28 hrs, Volume= 8.468 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 34,076 77 Woods, Good, HSG D 1,792,181 80 Pasture/grassland/range, Good, HSG D 3,560 98 Paved parking, HSG D 1,829,817 80 Weighted Average 1,826,257 99.81% Pervious Area 3,560 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0050 0.08 Sheet Flow, Sheet Cultivated: Residue>20% n= 0.170 P2= 2.55" 2.6 100 0.0050 0.64 Shallow Concentrated Flow, Shallow Concentrated Flow Cultivated Straight Rows Kv= 9.0 fps 9.1 875 0.0320 1.61 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 32.8 1,075 Total Subcatchment S4: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=1,829,817 sf Runoff Volume=8.468 af Runoff Depth=2.42" Flow Length=1,075' Tc=32.8 min CN=80 82.68 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 38HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: - Runoff = 49.57 cfs @ 12.27 hrs, Volume= 4.988 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 638,176 77 Woods, Good, HSG D 563,378 78 Meadow, non-grazed, HSG D 1,201,554 77 Weighted Average 1,201,554 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0100 0.10 Sheet Flow, Sheets Cultivated: Residue>20% n= 0.170 P2= 2.55" 15.7 1,250 0.0217 1.33 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 31.7 1,350 Total Subcatchment S5: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=1,201,554 sf Runoff Volume=4.988 af Runoff Depth=2.17" Flow Length=1,350' Tc=31.7 min CN=77 49.57 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 39HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 1.93" for 25-YR event Inflow = 6.07 cfs @ 12.28 hrs, Volume= 0.529 af Outflow = 2.34 cfs @ 13.27 hrs, Volume= 0.529 af, Atten= 61%, Lag= 59.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.74 fps, Min. Travel Time= 36.9 min Avg. Velocity = 0.17 fps, Avg. Travel Time= 162.0 min Peak Storage= 5,198 cf @ 12.65 hrs Average Depth at Peak Storage= 0.13' , Surface Width= 37.65' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 46.44 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.294 ac Avg. Flow Depth=0.13' Max Vel=0.74 fps n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs 6.07 cfs 2.34 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 40HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 2.559 ac, 0.00% Impervious, Inflow Depth = 2.25" for 25-YR event Inflow = 5.19 cfs @ 12.22 hrs, Volume= 0.480 af Outflow = 2.75 cfs @ 12.51 hrs, Volume= 0.312 af, Atten= 47%, Lag= 17.2 min Primary = 2.75 cfs @ 12.51 hrs, Volume= 0.312 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.65' @ 12.51 hrs Surf.Area= 7,963 sf Storage= 8,471 cf Plug-Flow detention time= 194.5 min calculated for 0.312 af (65% of inflow) Center-of-Mass det. time= 83.0 min ( 932.8 - 849.7 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=2.72 cfs @ 12.51 hrs HW=344.65' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.72 cfs @ 0.91 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=2.559 ac Peak Elev=344.65' Storage=8,471 cf 5.19 cfs 2.75 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 41HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.139 ac, 0.00% Impervious, Inflow Depth = 2.25" for 25-YR event Inflow = 6.10 cfs @ 12.25 hrs, Volume= 0.589 af Outflow = 4.87 cfs @ 12.41 hrs, Volume= 0.438 af, Atten= 20%, Lag= 9.9 min Primary = 4.87 cfs @ 12.41 hrs, Volume= 0.438 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.72' @ 12.41 hrs Surf.Area= 7,326 sf Storage= 8,011 cf Plug-Flow detention time= 154.3 min calculated for 0.438 af (74% of inflow) Center-of-Mass det. time= 56.5 min ( 908.0 - 851.5 ) Volume Invert Avail.Storage Storage Description #1 343.00' 10,344 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 Device Routing Invert Outlet Devices #1 Primary 345.50'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=4.80 cfs @ 12.41 hrs HW=345.71' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.80 cfs @ 1.13 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.139 ac Peak Elev=345.72' Storage=8,011 cf 6.10 cfs 4.87 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 42HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 2.17" for 25-YR event Inflow = 7.25 cfs @ 12.17 hrs, Volume= 0.596 af Outflow = 6.07 cfs @ 12.28 hrs, Volume= 0.529 af, Atten= 16%, Lag= 6.6 min Primary = 6.07 cfs @ 12.28 hrs, Volume= 0.529 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 334.94' @ 12.28 hrs Surf.Area= 5,758 sf Storage= 6,728 cf Plug-Flow detention time= 98.8 min calculated for 0.528 af (89% of inflow) Center-of-Mass det. time= 42.9 min ( 890.7 - 847.9 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=5.93 cfs @ 12.28 hrs HW=334.94' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.56 cfs @ 3.26 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 3.37 cfs @ 0.99 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.294 ac Peak Elev=334.94' Storage=6,728 cf 7.25 cfs 6.07 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 43HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 2.29" for 25-YR event Inflow = 85.20 cfs @ 12.31 hrs, Volume= 9.747 af Outflow = 75.14 cfs @ 12.44 hrs, Volume= 9.339 af, Atten= 12%, Lag= 7.6 min Primary = 75.14 cfs @ 12.44 hrs, Volume= 9.339 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.46' @ 12.44 hrs Surf.Area= 65,701 sf Storage= 57,305 cf Plug-Flow detention time= 46.6 min calculated for 9.339 af (96% of inflow) Center-of-Mass det. time= 20.9 min ( 882.3 - 861.4 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=74.92 cfs @ 12.44 hrs HW=321.45' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 74.92 cfs @ 2.62 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.000 ac Peak Elev=321.46' Storage=57,305 cf 85.20 cfs 75.14 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 44HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 2.20" for 25-YR event Inflow = 75.14 cfs @ 12.44 hrs, Volume= 9.339 af Primary = 75.14 cfs @ 12.44 hrs, Volume= 9.339 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.000 ac 75.14 cfs 75.14 cfs Type II 24-hr 25-YR Rainfall=4.45"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 45HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 27.584 ac, 0.00% Impervious, Inflow Depth = 2.17" for 25-YR event Inflow = 49.57 cfs @ 12.27 hrs, Volume= 4.988 af Primary = 49.57 cfs @ 12.27 hrs, Volume= 4.988 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=27.584 ac 49.57 cfs 49.57 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 46HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=111,491 sf 0.00% Impervious Runoff Depth=2.87"Subcatchment S1: - Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 Runoff=6.63 cfs 0.611 af Runoff Area=136,750 sf 0.00% Impervious Runoff Depth=2.87"Subcatchment S2: - Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 Runoff=7.79 cfs 0.750 af Runoff Area=143,493 sf 0.00% Impervious Runoff Depth=2.77"Subcatchment S3: - Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=9.31 cfs 0.762 af Runoff Area=1,829,817 sf 0.19% Impervious Runoff Depth=3.05"Subcatchment S4: - Flow Length=1,075' Tc=32.8 min CN=80 Runoff=104.49 cfs 10.678 af Runoff Area=1,201,554 sf 0.00% Impervious Runoff Depth=2.77"Subcatchment S5: - Flow Length=1,350' Tc=31.7 min CN=77 Runoff=63.77 cfs 6.377 af Avg. Flow Depth=0.16' Max Vel=0.86 fps Inflow=8.94 cfs 0.694 afReach 1R: Overland Flow n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs Outflow=3.76 cfs 0.694 af Peak Elev=344.72' Storage=9,052 cf Inflow=6.63 cfs 0.611 afPond 1P: Low Point Near Fence Outflow=4.95 cfs 0.443 af Peak Elev=345.77' Storage=8,457 cf Inflow=7.79 cfs 0.750 afPond 2P: Low Point Near Fence Outflow=7.12 cfs 0.599 af Peak Elev=335.01' Storage=7,123 cf Inflow=9.31 cfs 0.762 afPond 3P: Existing Pond on Site Outflow=8.94 cfs 0.694 af Peak Elev=321.64' Storage=70,454 cf Inflow=114.42 cfs 12.415 afPond 4P: Low Point Near Wetlands Outflow=97.96 cfs 12.006 af Inflow=97.96 cfs 12.006 afLink OFF1: Offsite Flows Primary=97.96 cfs 12.006 af Inflow=63.77 cfs 6.377 afLink OFF2: Offsite Flows Primary=63.77 cfs 6.377 af Total Runoff Area = 78.584 ac Runoff Volume = 19.178 af Average Runoff Depth = 2.93" 99.90% Pervious = 78.502 ac 0.10% Impervious = 0.082 ac Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 47HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: - Runoff = 6.63 cfs @ 12.22 hrs, Volume= 0.611 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 60,815 77 Woods, Good, HSG D 50,676 80 Pasture/grassland/range, Good, HSG D 111,491 78 Weighted Average 111,491 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=111,491 sf Runoff Volume=0.611 af Runoff Depth=2.87" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 6.63 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 48HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: - Runoff = 7.79 cfs @ 12.24 hrs, Volume= 0.750 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 90,547 77 Woods, Good, HSG D 46,203 80 Pasture/grassland/range, Good, HSG D 136,750 78 Weighted Average 136,750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=136,750 sf Runoff Volume=0.750 af Runoff Depth=2.87" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 7.79 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 49HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: - Runoff = 9.31 cfs @ 12.16 hrs, Volume= 0.762 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 131,926 77 Woods, Good, HSG D 11,567 80 Pasture/grassland/range, Good, HSG D 143,493 77 Weighted Average 143,493 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=143,493 sf Runoff Volume=0.762 af Runoff Depth=2.77" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 9.31 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 50HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: - Runoff = 104.49 cfs @ 12.28 hrs, Volume= 10.678 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 34,076 77 Woods, Good, HSG D 1,792,181 80 Pasture/grassland/range, Good, HSG D 3,560 98 Paved parking, HSG D 1,829,817 80 Weighted Average 1,826,257 99.81% Pervious Area 3,560 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0050 0.08 Sheet Flow, Sheet Cultivated: Residue>20% n= 0.170 P2= 2.55" 2.6 100 0.0050 0.64 Shallow Concentrated Flow, Shallow Concentrated Flow Cultivated Straight Rows Kv= 9.0 fps 9.1 875 0.0320 1.61 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 32.8 1,075 Total Subcatchment S4: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=1,829,817 sf Runoff Volume=10.678 af Runoff Depth=3.05" Flow Length=1,075' Tc=32.8 min CN=80 104.49 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 51HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: - Runoff = 63.77 cfs @ 12.27 hrs, Volume= 6.377 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 638,176 77 Woods, Good, HSG D 563,378 78 Meadow, non-grazed, HSG D 1,201,554 77 Weighted Average 1,201,554 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0100 0.10 Sheet Flow, Sheets Cultivated: Residue>20% n= 0.170 P2= 2.55" 15.7 1,250 0.0217 1.33 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 31.7 1,350 Total Subcatchment S5: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=1,201,554 sf Runoff Volume=6.377 af Runoff Depth=2.77" Flow Length=1,350' Tc=31.7 min CN=77 63.77 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 52HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 2.53" for 50-YR event Inflow = 8.94 cfs @ 12.22 hrs, Volume= 0.694 af Outflow = 3.76 cfs @ 13.06 hrs, Volume= 0.694 af, Atten= 58%, Lag= 50.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.86 fps, Min. Travel Time= 32.0 min Avg. Velocity = 0.18 fps, Avg. Travel Time= 155.2 min Peak Storage= 7,214 cf @ 12.52 hrs Average Depth at Peak Storage= 0.16' , Surface Width= 42.00' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 46.44 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.294 ac Avg. Flow Depth=0.16' Max Vel=0.86 fps n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs 8.94 cfs 3.76 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 53HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 2.559 ac, 0.00% Impervious, Inflow Depth = 2.87" for 50-YR event Inflow = 6.63 cfs @ 12.22 hrs, Volume= 0.611 af Outflow = 4.95 cfs @ 12.40 hrs, Volume= 0.443 af, Atten= 25%, Lag= 10.6 min Primary = 4.95 cfs @ 12.40 hrs, Volume= 0.443 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.72' @ 12.40 hrs Surf.Area= 8,291 sf Storage= 9,052 cf Plug-Flow detention time= 161.0 min calculated for 0.443 af (73% of inflow) Center-of-Mass det. time= 62.3 min ( 905.1 - 842.8 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=4.94 cfs @ 12.40 hrs HW=344.72' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.94 cfs @ 1.11 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.559 ac Peak Elev=344.72' Storage=9,052 cf 6.63 cfs 4.95 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 54HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.139 ac, 0.00% Impervious, Inflow Depth = 2.87" for 50-YR event Inflow = 7.79 cfs @ 12.24 hrs, Volume= 0.750 af Outflow = 7.12 cfs @ 12.34 hrs, Volume= 0.599 af, Atten= 9%, Lag= 6.0 min Primary = 7.12 cfs @ 12.34 hrs, Volume= 0.599 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.77' @ 12.34 hrs Surf.Area= 7,677 sf Storage= 8,457 cf Plug-Flow detention time= 128.0 min calculated for 0.599 af (80% of inflow) Center-of-Mass det. time= 44.3 min ( 888.9 - 844.6 ) Volume Invert Avail.Storage Storage Description #1 343.00' 10,344 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 Device Routing Invert Outlet Devices #1 Primary 345.50'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=7.08 cfs @ 12.34 hrs HW=345.77' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.08 cfs @ 1.29 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.139 ac Peak Elev=345.77' Storage=8,457 cf 7.79 cfs 7.12 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 55HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 2.77" for 50-YR event Inflow = 9.31 cfs @ 12.16 hrs, Volume= 0.762 af Outflow = 8.94 cfs @ 12.22 hrs, Volume= 0.694 af, Atten= 4%, Lag= 3.5 min Primary = 8.94 cfs @ 12.22 hrs, Volume= 0.694 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 335.01' @ 12.22 hrs Surf.Area= 6,137 sf Storage= 7,123 cf Plug-Flow detention time= 82.5 min calculated for 0.694 af (91% of inflow) Center-of-Mass det. time= 36.6 min ( 877.4 - 840.8 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=8.67 cfs @ 12.22 hrs HW=335.00' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.67 cfs @ 3.40 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 6.00 cfs @ 1.20 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.294 ac Peak Elev=335.01' Storage=7,123 cf 9.31 cfs 8.94 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 56HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 2.92" for 50-YR event Inflow = 114.42 cfs @ 12.30 hrs, Volume= 12.415 af Outflow = 97.96 cfs @ 12.43 hrs, Volume= 12.006 af, Atten= 14%, Lag= 7.6 min Primary = 97.96 cfs @ 12.43 hrs, Volume= 12.006 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.64' @ 12.43 hrs Surf.Area= 77,798 sf Storage= 70,454 cf Plug-Flow detention time= 39.1 min calculated for 12.003 af (97% of inflow) Center-of-Mass det. time= 19.4 min ( 872.6 - 853.2 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=97.61 cfs @ 12.43 hrs HW=321.64' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 97.61 cfs @ 2.86 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=51.000 ac Peak Elev=321.64' Storage=70,454 cf 114.42 cfs 97.96 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 57HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 2.83" for 50-YR event Inflow = 97.96 cfs @ 12.43 hrs, Volume= 12.006 af Primary = 97.96 cfs @ 12.43 hrs, Volume= 12.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.000 ac 97.96 cfs 97.96 cfs Type II 24-hr 50-YR Rainfall=5.18"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 58HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 27.584 ac, 0.00% Impervious, Inflow Depth = 2.77" for 50-YR event Inflow = 63.77 cfs @ 12.27 hrs, Volume= 6.377 af Primary = 63.77 cfs @ 12.27 hrs, Volume= 6.377 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=27.584 ac 63.77 cfs 63.77 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 59HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=111,491 sf 0.00% Impervious Runoff Depth=3.62"Subcatchment S1: - Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 Runoff=8.39 cfs 0.773 af Runoff Area=136,750 sf 0.00% Impervious Runoff Depth=3.62"Subcatchment S2: - Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 Runoff=9.87 cfs 0.948 af Runoff Area=143,493 sf 0.00% Impervious Runoff Depth=3.52"Subcatchment S3: - Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=11.83 cfs 0.967 af Runoff Area=1,829,817 sf 0.19% Impervious Runoff Depth=3.83"Subcatchment S4: - Flow Length=1,075' Tc=32.8 min CN=80 Runoff=131.12 cfs 13.395 af Runoff Area=1,201,554 sf 0.00% Impervious Runoff Depth=3.52"Subcatchment S5: - Flow Length=1,350' Tc=31.7 min CN=77 Runoff=81.18 cfs 8.098 af Avg. Flow Depth=0.19' Max Vel=0.97 fps Inflow=11.55 cfs 0.900 afReach 1R: Overland Flow n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs Outflow=5.69 cfs 0.900 af Peak Elev=344.79' Storage=9,610 cf Inflow=8.39 cfs 0.773 afPond 1P: Low Point Near Fence Outflow=7.48 cfs 0.605 af Peak Elev=345.83' Storage=8,893 cf Inflow=9.87 cfs 0.948 afPond 2P: Low Point Near Fence Outflow=9.50 cfs 0.797 af Peak Elev=335.06' Storage=7,450 cf Inflow=11.83 cfs 0.967 afPond 3P: Existing Pond on Site Outflow=11.55 cfs 0.900 af Peak Elev=321.83' Storage=86,969 cf Inflow=147.50 cfs 15.696 afPond 4P: Low Point Near Wetlands Outflow=123.70 cfs 15.288 af Inflow=123.70 cfs 15.288 afLink OFF1: Offsite Flows Primary=123.70 cfs 15.288 af Inflow=81.18 cfs 8.098 afLink OFF2: Offsite Flows Primary=81.18 cfs 8.098 af Total Runoff Area = 78.584 ac Runoff Volume = 24.180 af Average Runoff Depth = 3.69" 99.90% Pervious = 78.502 ac 0.10% Impervious = 0.082 ac Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 60HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: - Runoff = 8.39 cfs @ 12.22 hrs, Volume= 0.773 af, Depth= 3.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 60,815 77 Woods, Good, HSG D 50,676 80 Pasture/grassland/range, Good, HSG D 111,491 78 Weighted Average 111,491 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=111,491 sf Runoff Volume=0.773 af Runoff Depth=3.62" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=78 8.39 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 61HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: - Runoff = 9.87 cfs @ 12.24 hrs, Volume= 0.948 af, Depth= 3.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 90,547 77 Woods, Good, HSG D 46,203 80 Pasture/grassland/range, Good, HSG D 136,750 78 Weighted Average 136,750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=136,750 sf Runoff Volume=0.948 af Runoff Depth=3.62" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=78 9.87 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 62HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: - Runoff = 11.83 cfs @ 12.16 hrs, Volume= 0.967 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 131,926 77 Woods, Good, HSG D 11,567 80 Pasture/grassland/range, Good, HSG D 143,493 77 Weighted Average 143,493 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=143,493 sf Runoff Volume=0.967 af Runoff Depth=3.52" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 11.83 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 63HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: - Runoff = 131.12 cfs @ 12.27 hrs, Volume= 13.395 af, Depth= 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 34,076 77 Woods, Good, HSG D 1,792,181 80 Pasture/grassland/range, Good, HSG D 3,560 98 Paved parking, HSG D 1,829,817 80 Weighted Average 1,826,257 99.81% Pervious Area 3,560 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0050 0.08 Sheet Flow, Sheet Cultivated: Residue>20% n= 0.170 P2= 2.55" 2.6 100 0.0050 0.64 Shallow Concentrated Flow, Shallow Concentrated Flow Cultivated Straight Rows Kv= 9.0 fps 9.1 875 0.0320 1.61 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 32.8 1,075 Total Subcatchment S4: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=1,829,817 sf Runoff Volume=13.395 af Runoff Depth=3.83" Flow Length=1,075' Tc=32.8 min CN=80 131.12 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 64HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: - Runoff = 81.18 cfs @ 12.26 hrs, Volume= 8.098 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 638,176 77 Woods, Good, HSG D 563,378 78 Meadow, non-grazed, HSG D 1,201,554 77 Weighted Average 1,201,554 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0100 0.10 Sheet Flow, Sheets Cultivated: Residue>20% n= 0.170 P2= 2.55" 15.7 1,250 0.0217 1.33 Shallow Concentrated Flow, Shallow Cultivated Straight Rows Kv= 9.0 fps 31.7 1,350 Total Subcatchment S5: - Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=1,201,554 sf Runoff Volume=8.098 af Runoff Depth=3.52" Flow Length=1,350' Tc=31.7 min CN=77 81.18 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 65HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 3.28" for 100-YR event Inflow = 11.55 cfs @ 12.20 hrs, Volume= 0.900 af Outflow = 5.69 cfs @ 12.93 hrs, Volume= 0.900 af, Atten= 51%, Lag= 43.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.97 fps, Min. Travel Time= 28.1 min Avg. Velocity = 0.18 fps, Avg. Travel Time= 148.9 min Peak Storage= 9,626 cf @ 12.46 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 46.24' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 46.44 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.294 ac Avg. Flow Depth=0.19' Max Vel=0.97 fps n=0.030 L=1,643.0' S=0.0061 '/' Capacity=46.44 cfs 11.55 cfs 5.69 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 66HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 2.559 ac, 0.00% Impervious, Inflow Depth = 3.62" for 100-YR event Inflow = 8.39 cfs @ 12.22 hrs, Volume= 0.773 af Outflow = 7.48 cfs @ 12.32 hrs, Volume= 0.605 af, Atten= 11%, Lag= 6.4 min Primary = 7.48 cfs @ 12.32 hrs, Volume= 0.605 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.79' @ 12.32 hrs Surf.Area= 8,599 sf Storage= 9,610 cf Plug-Flow detention time= 136.0 min calculated for 0.605 af (78% of inflow) Center-of-Mass det. time= 49.6 min ( 885.7 - 836.1 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=7.35 cfs @ 12.32 hrs HW=344.79' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.35 cfs @ 1.29 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.559 ac Peak Elev=344.79' Storage=9,610 cf 8.39 cfs 7.48 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 67HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.139 ac, 0.00% Impervious, Inflow Depth = 3.62" for 100-YR event Inflow = 9.87 cfs @ 12.24 hrs, Volume= 0.948 af Outflow = 9.50 cfs @ 12.30 hrs, Volume= 0.797 af, Atten= 4%, Lag= 3.8 min Primary = 9.50 cfs @ 12.30 hrs, Volume= 0.797 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.83' @ 12.30 hrs Surf.Area= 8,012 sf Storage= 8,893 cf Plug-Flow detention time= 109.1 min calculated for 0.797 af (84% of inflow) Center-of-Mass det. time= 36.7 min ( 874.6 - 837.9 ) Volume Invert Avail.Storage Storage Description #1 343.00' 10,344 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 Device Routing Invert Outlet Devices #1 Primary 345.50'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=9.46 cfs @ 12.30 hrs HW=345.83' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 9.46 cfs @ 1.44 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.139 ac Peak Elev=345.83' Storage=8,893 cf 9.87 cfs 9.50 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 68HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.294 ac, 0.00% Impervious, Inflow Depth = 3.52" for 100-YR event Inflow = 11.83 cfs @ 12.16 hrs, Volume= 0.967 af Outflow = 11.55 cfs @ 12.20 hrs, Volume= 0.900 af, Atten= 2%, Lag= 2.4 min Primary = 11.55 cfs @ 12.20 hrs, Volume= 0.900 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 335.06' @ 12.20 hrs Surf.Area= 6,441 sf Storage= 7,450 cf Plug-Flow detention time= 71.2 min calculated for 0.900 af (93% of inflow) Center-of-Mass det. time= 32.3 min ( 866.4 - 834.0 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=11.49 cfs @ 12.20 hrs HW=335.06' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.76 cfs @ 3.52 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 8.73 cfs @ 1.36 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.294 ac Peak Elev=335.06' Storage=7,450 cf 11.83 cfs 11.55 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 69HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 3.69" for 100-YR event Inflow = 147.50 cfs @ 12.28 hrs, Volume= 15.696 af Outflow = 123.70 cfs @ 12.43 hrs, Volume= 15.288 af, Atten= 16%, Lag= 8.5 min Primary = 123.70 cfs @ 12.43 hrs, Volume= 15.288 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.83' @ 12.43 hrs Surf.Area= 91,775 sf Storage= 86,969 cf Plug-Flow detention time= 35.3 min calculated for 15.288 af (97% of inflow) Center-of-Mass det. time= 18.3 min ( 863.9 - 845.6 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=123.28 cfs @ 12.43 hrs HW=321.83' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 123.28 cfs @ 3.09 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=51.000 ac Peak Elev=321.83' Storage=86,969 cf 147.50 cfs 123.70 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 70HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.000 ac, 0.16% Impervious, Inflow Depth = 3.60" for 100-YR event Inflow = 123.70 cfs @ 12.43 hrs, Volume= 15.288 af Primary = 123.70 cfs @ 12.43 hrs, Volume= 15.288 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=51.000 ac 123.70 cfs 123.70 cfs Type II 24-hr 100-YR Rainfall=6.05"Predevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 71HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 27.584 ac, 0.00% Impervious, Inflow Depth = 3.52" for 100-YR event Inflow = 81.18 cfs @ 12.26 hrs, Volume= 8.098 af Primary = 81.18 cfs @ 12.26 hrs, Volume= 8.098 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=27.584 ac 81.18 cfs 81.18 cfs S1 Offsite Area S10 Entrance Road S11 Entrance Road S2 Offsite Area S3 Offsite Flows S4 Access Road #1 S5 Offsite Areas S6 Entrance Road S7 Entrance Road S8 Entrance Road S9 Entrance Road 1R Overland Flow 2R Swale 1P Low Point Near Fence 2P Low Point Near Fence 3P Existing Pond on Site 4P Low Point Near Wetlands 5P Offsite Flow Diversion Area 6P SMA#1 7P SMA#2 8P SMA#3 9P SMA#410P SMA#5 OFF1 Offsite Flows OFF2 Offsite Flows Routing Diagram for Postdevelopment Flloyd Bennet North Prepared by The Environmental Design Partnership, LLP, Printed 5/31/2022 HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 2HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing 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 2.19 2 2 2-YR Type II 24-hr Default 24.00 1 2.55 2 3 10-YR Type II 24-hr Default 24.00 1 3.63 2 4 25-YR Type II 24-hr Default 24.00 1 4.45 2 5 50-YR Type II 24-hr Default 24.00 1 5.18 2 6 100-YR Type II 24-hr Default 24.00 1 6.05 2 7 WQv Type II 24-hr Default 24.00 1 1.20 2 Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 3HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.059 98 Entrance Road (S10, S11, S4, S7, S8, S9) 0.002 98 Equipment Pad (S3) 49.616 78 Meadow, non-grazed, HSG D (S1, S10, S11, S2, S3, S4, S5, S6, S7, S8, S9) 27.907 77 Woods, Good, HSG D (S1, S2, S3, S4, S5, S6, S7) 78.584 78 TOTAL AREA Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 4HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 77.523 HSG D S1, S10, S11, S2, S3, S4, S5, S6, S7, S8, S9 1.061 Other S10, S11, S3, S4, S7, S8, S9 78.584 TOTAL AREA Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 5HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 1.059 1.059 Entrance Road S10, S11, S4, S7, S8, S9 0.000 0.000 0.000 0.000 0.002 0.002 Equipment Pad S3 0.000 0.000 0.000 49.616 0.000 49.616 Meadow, non-grazed S1, S10, S11, S2, S3, S4, S5, S6, S7, S8, S9 0.000 0.000 0.000 27.907 0.000 27.907 Woods, Good S1, S2, S3, S4, S5, S6, S7 0.000 0.000 0.000 77.523 1.061 78.584 TOTAL AREA Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 6HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 343.00 342.00 76.0 0.0132 0.012 12.0 0.0 0.0 2 2P 345.00 344.25 74.0 0.0101 0.012 12.0 0.0 0.0 3 3P 333.70 332.30 21.0 0.0667 0.012 12.0 0.0 0.0 4 5P 342.50 342.00 50.0 0.0100 0.012 12.0 0.0 0.0 5 6P 336.50 336.00 100.0 0.0050 0.012 8.0 0.0 0.0 6 7P 342.50 342.00 70.0 0.0071 0.012 8.0 0.0 0.0 7 8P 325.50 325.00 50.0 0.0100 0.012 8.0 0.0 0.0 8 9P 343.00 342.50 50.0 0.0100 0.012 8.0 0.0 0.0 9 10P 323.50 323.25 28.0 0.0089 0.012 8.0 0.0 0.0 Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 7HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=182,005 sf 0.00% Impervious Runoff Depth=0.55"Subcatchment S1: Offsite Area Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 Runoff=1.82 cfs 0.193 af Runoff Area=70,770 sf 20.59% Impervious Runoff Depth=0.78"Subcatchment S10: Entrance Road Flow Length=1,060' Tc=36.3 min CN=82 Runoff=0.91 cfs 0.105 af Runoff Area=6,851 sf 54.74% Impervious Runoff Depth=1.19"Subcatchment S11: Entrance Road Flow Length=440' Tc=13.9 min CN=89 Runoff=0.25 cfs 0.016 af Runoff Area=130,911 sf 0.00% Impervious Runoff Depth=0.55"Subcatchment S2: Offsite Area Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 Runoff=1.25 cfs 0.139 af Runoff Area=146,483 sf 0.05% Impervious Runoff Depth=0.55"Subcatchment S3: Offsite Flows Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=1.67 cfs 0.155 af Runoff Area=1,405,646 sf 0.46% Impervious Runoff Depth=0.59"Subcatchment S4: Access Road #1 Flow Length=1,075' Tc=42.8 min CN=78 Runoff=11.41 cfs 1.599 af Runoff Area=1,175,053 sf 0.00% Impervious Runoff Depth=0.59"Subcatchment S5: Offsite Areas Flow Length=1,350' Tc=41.3 min CN=78 Runoff=9.79 cfs 1.336 af Runoff Area=182,112 sf 0.00% Impervious Runoff Depth=0.55"Subcatchment S6: Entrance Road Flow Length=350' Tc=38.5 min CN=77 Runoff=1.45 cfs 0.193 af Runoff Area=43,201 sf 8.18% Impervious Runoff Depth=0.64"Subcatchment S7: Entrance Road Flow Length=317' Tc=45.6 min CN=79 Runoff=0.37 cfs 0.053 af Runoff Area=55,476 sf 19.95% Impervious Runoff Depth=0.78"Subcatchment S8: Entrance Road Flow Length=700' Tc=27.7 min CN=82 Runoff=0.86 cfs 0.082 af Runoff Area=24,597 sf 27.30% Impervious Runoff Depth=0.83"Subcatchment S9: Entrance Road Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 Runoff=0.52 cfs 0.039 af Avg. Flow Depth=0.06' Max Vel=0.38 fps Inflow=0.57 cfs 0.255 afReach 1R: Overland Flow n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs Outflow=0.39 cfs 0.255 af Avg. Flow Depth=0.03' Max Vel=0.45 fps Inflow=0.01 cfs 0.053 afReach 2R: Swale n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs Outflow=0.01 cfs 0.053 af Peak Elev=343.44' Storage=1,572 cf Inflow=1.82 cfs 0.193 afPond 1P: Low Point Near Fence Outflow=1.17 cfs 0.193 af Peak Elev=345.13' Storage=4,644 cf Inflow=1.25 cfs 0.139 afPond 2P: Low Point Near Fence Outflow=0.06 cfs 0.044 af Peak Elev=333.94' Storage=3,320 cf Inflow=1.67 cfs 0.155 afPond 3P: Existing Pond on Site Outflow=0.20 cfs 0.088 af Peak Elev=320.71' Storage=23,382 cf Inflow=12.67 cfs 2.370 afPond 4P: Low Point Near Wetlands Outflow=7.27 cfs 1.962 af Peak Elev=342.84' Storage=3,347 cf Inflow=1.45 cfs 0.193 afPond 5P: Offsite Flow Diversion Area Outflow=0.37 cfs 0.151 af Peak Elev=338.25' Storage=550 cf Inflow=0.25 cfs 0.016 afPond 6P: SMA#1 Outflow=0.01 cfs 0.016 af Peak Elev=343.84' Storage=2,103 cf Inflow=0.37 cfs 0.053 afPond 7P: SMA#2 Outflow=0.01 cfs 0.053 af Peak Elev=326.51' Storage=4,141 cf Inflow=0.86 cfs 0.135 afPond 8P: SMA#3 Outflow=0.06 cfs 0.135 af Peak Elev=345.18' Storage=1,760 cf Inflow=0.52 cfs 0.039 afPond 9P: SMA#4 Outflow=0.01 cfs 0.039 af Peak Elev=324.36' Storage=6,055 cf Inflow=0.91 cfs 0.105 afPond 10P: SMA#5 Outflow=0.05 cfs 0.105 af Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 8HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Inflow=7.27 cfs 1.962 afLink OFF1: Offsite Flows Primary=7.27 cfs 1.962 af Inflow=9.79 cfs 1.336 afLink OFF2: Offsite Flows Primary=9.79 cfs 1.336 af Total Runoff Area = 78.584 ac Runoff Volume = 3.910 af Average Runoff Depth = 0.60" 98.65% Pervious = 77.523 ac 1.35% Impervious = 1.061 ac Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 9HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Offsite Area Runoff = 1.82 cfs @ 12.25 hrs, Volume= 0.193 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 133,483 77 Woods, Good, HSG D 48,522 78 Meadow, non-grazed, HSG D 182,005 77 Weighted Average 182,005 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=182,005 sf Runoff Volume=0.193 af Runoff Depth=0.55" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 1.82 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 10HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Entrance Road Runoff = 0.91 cfs @ 12.34 hrs, Volume= 0.105 af, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 56,201 78 Meadow, non-grazed, HSG D * 14,569 98 Entrance Road 70,770 82 Weighted Average 56,201 79.41% Pervious Area 14,569 20.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 100 0.0200 0.07 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 12.2 960 0.0350 1.31 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 36.3 1,060 Total Subcatchment S10: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=70,770 sf Runoff Volume=0.105 af Runoff Depth=0.78" Flow Length=1,060' Tc=36.3 min CN=82 0.91 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 11HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Entrance Road Runoff = 0.25 cfs @ 12.06 hrs, Volume= 0.016 af, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description * 3,750 98 Entrance Road 3,101 78 Meadow, non-grazed, HSG D 6,851 89 Weighted Average 3,101 45.26% Pervious Area 3,750 54.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0200 0.15 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 2.55" 2.9 340 0.0800 1.98 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 13.9 440 Total Subcatchment S11: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=2.19" Runoff Area=6,851 sf Runoff Volume=0.016 af Runoff Depth=1.19" Flow Length=440' Tc=13.9 min CN=89 0.25 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 12HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Offsite Area Runoff = 1.25 cfs @ 12.28 hrs, Volume= 0.139 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 96,640 77 Woods, Good, HSG D 34,271 78 Meadow, non-grazed, HSG D 130,911 77 Weighted Average 130,911 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheets Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=130,911 sf Runoff Volume=0.139 af Runoff Depth=0.55" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 1.25 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 13HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Offsite Flows Runoff = 1.67 cfs @ 12.19 hrs, Volume= 0.155 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description * 72 98 Equipment Pad 17,922 78 Meadow, non-grazed, HSG D 128,489 77 Woods, Good, HSG D 146,483 77 Weighted Average 146,411 99.95% Pervious Area 72 0.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: Offsite Flows Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=146,483 sf Runoff Volume=0.155 af Runoff Depth=0.55" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 1.67 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 14HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Access Road #1 Runoff = 11.41 cfs @ 12.45 hrs, Volume= 1.599 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description * 6,516 98 Entrance Road 1,154,358 78 Meadow, non-grazed, HSG D 244,772 77 Woods, Good, HSG D 1,405,646 78 Weighted Average 1,399,130 99.54% Pervious Area 6,516 0.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 100 0.0050 0.06 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 3.4 100 0.0050 0.49 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 11.6 875 0.0320 1.25 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 42.8 1,075 Total Subcatchment S4: Access Road #1 Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=1,405,646 sf Runoff Volume=1.599 af Runoff Depth=0.59" Flow Length=1,075' Tc=42.8 min CN=78 11.41 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 15HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Offsite Areas Runoff = 9.79 cfs @ 12.43 hrs, Volume= 1.336 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 723,463 78 Meadow, non-grazed, HSG D 451,590 77 Woods, Good, HSG D 1,175,053 78 Weighted Average 1,175,053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0100 0.08 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 20.2 1,250 0.0217 1.03 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 41.3 1,350 Total Subcatchment S5: Offsite Areas Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=1,175,053 sf Runoff Volume=1.336 af Runoff Depth=0.59" Flow Length=1,350' Tc=41.3 min CN=78 9.79 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 16HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Entrance Road Runoff = 1.45 cfs @ 12.39 hrs, Volume= 0.193 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description 41,674 78 Meadow, non-grazed, HSG D 140,438 77 Woods, Good, HSG D 182,112 77 Weighted Average 182,112 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.7 100 0.0100 0.05 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 6.8 250 0.0150 0.61 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 38.5 350 Total Subcatchment S6: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=2.19" Runoff Area=182,112 sf Runoff Volume=0.193 af Runoff Depth=0.55" Flow Length=350' Tc=38.5 min CN=77 1.45 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 17HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Entrance Road Runoff = 0.37 cfs @ 12.48 hrs, Volume= 0.053 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description * 3,532 98 Entrance Road 19,452 78 Meadow, non-grazed, HSG D 20,217 77 Woods, Good, HSG D 43,201 79 Weighted Average 39,669 91.82% Pervious Area 3,532 8.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.9 100 0.0050 0.04 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 0.1 17 0.0312 3.59 Shallow Concentrated Flow, Shallow Paved Kv= 20.3 fps 2.4 100 0.0100 0.70 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 45.6 317 Total Subcatchment S7: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)0.4 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 1-YR Rainfall=2.19" Runoff Area=43,201 sf Runoff Volume=0.053 af Runoff Depth=0.64" Flow Length=317' Tc=45.6 min CN=79 0.37 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 18HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Entrance Road Runoff = 0.86 cfs @ 12.23 hrs, Volume= 0.082 af, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description * 11,067 98 Entrance Road 44,409 78 Meadow, non-grazed, HSG D 55,476 82 Weighted Average 44,409 80.05% Pervious Area 11,067 19.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 9.8 600 0.0214 1.02 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 27.7 700 Total Subcatchment S8: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=2.19" Runoff Area=55,476 sf Runoff Volume=0.082 af Runoff Depth=0.78" Flow Length=700' Tc=27.7 min CN=82 0.86 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 19HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Entrance Road Runoff = 0.52 cfs @ 12.12 hrs, Volume= 0.039 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.19" Area (sf) CN Description * 6,716 98 Entrance Road 17,881 78 Meadow, non-grazed, HSG D 24,597 83 Weighted Average 17,881 72.70% Pervious Area 6,716 27.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 18.9 150 Total Subcatchment S9: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=2.19" Runoff Area=24,597 sf Runoff Volume=0.039 af Runoff Depth=0.83" Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 0.52 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 20HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 7.701 ac, 1.14% Impervious, Inflow Depth = 0.40" for 1-YR event Inflow = 0.57 cfs @ 13.40 hrs, Volume= 0.255 af Outflow = 0.39 cfs @ 15.79 hrs, Volume= 0.255 af, Atten= 31%, Lag= 143.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.38 fps, Min. Travel Time= 71.2 min Avg. Velocity = 0.10 fps, Avg. Travel Time= 277.8 min Peak Storage= 1,675 cf @ 14.60 hrs Average Depth at Peak Storage= 0.06' , Surface Width= 25.81' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 39.81 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.035 High grass Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=7.701 ac Avg. Flow Depth=0.06' Max Vel=0.38 fps n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs 0.57 cfs 0.39 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 21HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale [79] Warning: Submerged Pond 7P Primary device # 2 OUTLET by 0.03' Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth > 0.64" for 1-YR event Inflow = 0.01 cfs @ 24.24 hrs, Volume= 0.053 af Outflow = 0.01 cfs @ 24.85 hrs, Volume= 0.053 af, Atten= 0%, Lag= 37.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.45 fps, Min. Travel Time= 26.7 min Avg. Velocity = 0.35 fps, Avg. Travel Time= 34.5 min Peak Storage= 24 cf @ 24.41 hrs Average Depth at Peak Storage= 0.03' , Surface Width= 1.67' Bank-Full Depth= 1.50' Flow Area= 12.0 sf, Capacity= 72.56 cfs 12.00' x 1.50' deep Parabolic Channel, n= 0.035 Earth, dense weeds Length= 725.0' Slope= 0.0214 '/' Inlet Invert= 342.00', Outlet Invert= 326.50' Reach 2R: Swale Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.992 ac Avg. Flow Depth=0.03' Max Vel=0.45 fps n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs 0.01 cfs 0.01 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 22HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 4.178 ac, 0.00% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 1.82 cfs @ 12.25 hrs, Volume= 0.193 af Outflow = 1.17 cfs @ 12.48 hrs, Volume= 0.193 af, Atten= 35%, Lag= 13.5 min Primary = 1.17 cfs @ 12.48 hrs, Volume= 0.193 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 343.44' @ 12.48 hrs Surf.Area= 4,033 sf Storage= 1,572 cf Plug-Flow detention time= 50.5 min calculated for 0.193 af (100% of inflow) Center-of-Mass det. time= 50.9 min ( 945.4 - 894.4 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Primary 343.00'12.0" Round Culvert X 2.00 L= 76.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.00' S= 0.0132 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.17 cfs @ 12.48 hrs HW=343.44' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Culvert (Inlet Controls 1.17 cfs @ 1.78 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=4.178 ac Peak Elev=343.44' Storage=1,572 cf 1.82 cfs 1.17 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 23HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.005 ac, 0.00% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 1.25 cfs @ 12.28 hrs, Volume= 0.139 af Outflow = 0.06 cfs @ 19.15 hrs, Volume= 0.044 af, Atten= 95%, Lag= 412.5 min Primary = 0.06 cfs @ 19.15 hrs, Volume= 0.044 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.13' @ 19.15 hrs Surf.Area= 4,313 sf Storage= 4,644 cf Plug-Flow detention time= 620.1 min calculated for 0.044 af (32% of inflow) Center-of-Mass det. time= 458.8 min ( 1,355.0 - 896.2 ) Volume Invert Avail.Storage Storage Description #1 343.00' 24,881 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 347.00 20,790 811.0 14,537 24,881 52,415 Device Routing Invert Outlet Devices #1 Primary 346.25'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Primary 345.00'12.0" Round CMP_Round 12" L= 74.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.00' / 344.25' S= 0.0101 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.06 cfs @ 19.15 hrs HW=345.13' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=CMP_Round 12" (Inlet Controls 0.06 cfs @ 0.97 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.005 ac Peak Elev=345.13' Storage=4,644 cf 1.25 cfs 0.06 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 24HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.363 ac, 0.05% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 1.67 cfs @ 12.19 hrs, Volume= 0.155 af Outflow = 0.20 cfs @ 13.51 hrs, Volume= 0.088 af, Atten= 88%, Lag= 79.3 min Primary = 0.20 cfs @ 13.51 hrs, Volume= 0.088 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 333.94' @ 13.51 hrs Surf.Area= 1,674 sf Storage= 3,320 cf Plug-Flow detention time= 309.1 min calculated for 0.088 af (57% of inflow) Center-of-Mass det. time= 168.9 min ( 1,058.8 - 889.9 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.20 cfs @ 13.51 hrs HW=333.94' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 0.20 cfs @ 1.33 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.363 ac Peak Elev=333.94' Storage=3,320 cf 1.67 cfs 0.20 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 25HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 12.67 cfs @ 12.45 hrs, Volume= 2.370 af Outflow = 7.27 cfs @ 12.87 hrs, Volume= 1.962 af, Atten= 43%, Lag= 25.2 min Primary = 7.27 cfs @ 12.87 hrs, Volume= 1.962 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.71' @ 12.87 hrs Surf.Area= 29,857 sf Storage= 23,382 cf Plug-Flow detention time= 258.5 min calculated for 1.962 af (83% of inflow) Center-of-Mass det. time= 89.1 min ( 1,157.5 - 1,068.4 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.21 cfs @ 12.87 hrs HW=320.71' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.21 cfs @ 1.14 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=51.608 ac Peak Elev=320.71' Storage=23,382 cf 12.67 cfs 7.27 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 26HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5P: Offsite Flow Diversion Area Inflow Area = 4.181 ac, 0.00% Impervious, Inflow Depth = 0.55" for 1-YR event Inflow = 1.45 cfs @ 12.39 hrs, Volume= 0.193 af Outflow = 0.37 cfs @ 13.32 hrs, Volume= 0.151 af, Atten= 74%, Lag= 55.3 min Primary = 0.37 cfs @ 13.32 hrs, Volume= 0.151 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 342.84' @ 13.32 hrs Surf.Area= 4,896 sf Storage= 3,347 cf Plug-Flow detention time= 272.2 min calculated for 0.151 af (78% of inflow) Center-of-Mass det. time= 180.6 min ( 1,084.8 - 904.2 ) Volume Invert Avail.Storage Storage Description #1 342.00' 19,649 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 3,127 307.0 0 0 3,127 344.00 7,978 519.0 10,733 10,733 17,086 345.00 9,887 551.0 8,915 19,649 19,863 Device Routing Invert Outlet Devices #1 Primary 342.50'12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 344.50'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.37 cfs @ 13.32 hrs HW=342.84' (Free Discharge) 1=Culvert (Inlet Controls 0.37 cfs @ 1.57 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Offsite Flow Diversion Area Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=4.181 ac Peak Elev=342.84' Storage=3,347 cf 1.45 cfs 0.37 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 27HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: SMA#1 Inflow Area = 0.157 ac, 54.74% Impervious, Inflow Depth = 1.19" for 1-YR event Inflow = 0.25 cfs @ 12.06 hrs, Volume= 0.016 af Outflow = 0.01 cfs @ 17.51 hrs, Volume= 0.016 af, Atten= 98%, Lag= 327.1 min Primary = 0.01 cfs @ 17.51 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 336.50' Surf.Area= 109 sf Storage= 38 cf Peak Elev= 338.25' @ 17.51 hrs Surf.Area= 525 sf Storage= 550 cf (512 cf above start) Plug-Flow detention time= 1,895.6 min calculated for 0.015 af (94% of inflow) Center-of-Mass det. time= 1,757.5 min ( 2,588.9 - 831.3 ) Volume Invert Avail.Storage Storage Description #1 336.00' 1,038 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 336.00 47 38.0 0 0 47 338.00 450 92.0 428 428 621 339.00 785 121.0 610 1,038 1,124 Device Routing Invert Outlet Devices #1 Device 2 336.50'0.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 336.50'8.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 336.50' / 336.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 338.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 17.51 hrs HW=338.25' (Free Discharge) 2=Culvert (Passes 0.00 cfs of 1.38 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.00 cfs @ 6.35 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.06 fps) Pond 6P: SMA#1 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=0.157 ac Peak Elev=338.25' Storage=550 cf 0.25 cfs 0.01 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 28HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: SMA#2 Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 0.64" for 1-YR event Inflow = 0.37 cfs @ 12.48 hrs, Volume= 0.053 af Outflow = 0.01 cfs @ 24.24 hrs, Volume= 0.053 af, Atten= 96%, Lag= 705.1 min Primary = 0.01 cfs @ 24.24 hrs, Volume= 0.053 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 342.50' Surf.Area= 964 sf Storage= 436 cf Peak Elev= 343.84' @ 24.24 hrs Surf.Area= 1,540 sf Storage= 2,103 cf (1,667 cf above start) Plug-Flow detention time= 1,761.8 min calculated for 0.043 af (81% of inflow) Center-of-Mass det. time= 1,380.5 min ( 2,282.6 - 902.1 ) Volume Invert Avail.Storage Storage Description #1 342.00' 4,211 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 784 109.0 0 0 784 344.00 1,616 157.0 2,350 2,350 1,834 345.00 2,117 176.0 1,861 4,211 2,365 Device Routing Invert Outlet Devices #1 Device 2 342.50'0.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 342.50'8.0" Round Culvert L= 70.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0071 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 343.85'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.01 cfs @ 24.24 hrs HW=343.84' (Free Discharge) 2=Culvert (Passes 0.01 cfs of 1.33 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.01 cfs @ 5.52 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 7P: SMA#2 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)0.4 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 Inflow Area=0.992 ac Peak Elev=343.84' Storage=2,103 cf 0.37 cfs 0.01 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 29HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SMA#3 [61] Hint: Exceeded Reach 2R outlet invert by 0.01' @ 16.30 hrs Inflow Area = 2.265 ac, 14.79% Impervious, Inflow Depth = 0.72" for 1-YR event Inflow = 0.86 cfs @ 12.23 hrs, Volume= 0.135 af Outflow = 0.06 cfs @ 16.28 hrs, Volume= 0.135 af, Atten= 93%, Lag= 242.6 min Primary = 0.06 cfs @ 16.28 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 325.50' Surf.Area= 1,740 sf Storage= 2,067 cf Peak Elev= 326.51' @ 16.28 hrs Surf.Area= 2,460 sf Storage= 4,141 cf (2,073 cf above start) Plug-Flow detention time= 1,499.1 min calculated for 0.088 af (65% of inflow) Center-of-Mass det. time= 456.9 min ( 1,901.2 - 1,444.2 ) Volume Invert Avail.Storage Storage Description #1 324.00' 8,934 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 1,046 142.0 0 0 1,046 326.00 2,010 180.0 3,004 3,004 2,072 328.00 4,037 362.0 5,930 8,934 9,940 Device Routing Invert Outlet Devices #1 Device 3 325.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 327.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 325.50'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 325.50' / 325.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.06 cfs @ 16.28 hrs HW=326.51' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert (Passes 0.06 cfs of 1.09 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.06 cfs @ 4.69 fps) Pond 8P: SMA#3 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=2.265 ac Peak Elev=326.51' Storage=4,141 cf 0.86 cfs 0.06 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 30HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: SMA#4 Inflow Area = 0.565 ac, 27.30% Impervious, Inflow Depth = 0.83" for 1-YR event Inflow = 0.52 cfs @ 12.12 hrs, Volume= 0.039 af Outflow = 0.01 cfs @ 19.24 hrs, Volume= 0.039 af, Atten= 97%, Lag= 427.0 min Primary = 0.01 cfs @ 19.24 hrs, Volume= 0.039 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 344.50' Surf.Area= 1,402 sf Storage= 599 cf Peak Elev= 345.18' @ 19.24 hrs Surf.Area= 2,049 sf Storage= 1,760 cf (1,162 cf above start) Plug-Flow detention time= 1,705.5 min calculated for 0.025 af (65% of inflow) Center-of-Mass det. time= 1,115.0 min ( 1,976.1 - 861.1 ) Volume Invert Avail.Storage Storage Description #1 344.00' 3,825 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 344.00 1,003 187.0 0 0 1,003 346.00 3,000 470.0 3,825 3,825 15,813 Device Routing Invert Outlet Devices #1 Device 2 344.50'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 343.00'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.50' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 345.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.01 cfs @ 19.24 hrs HW=345.18' (Free Discharge) 2=Culvert (Passes 0.01 cfs of 1.80 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.01 cfs @ 3.86 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 9P: SMA#4 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=0.565 ac Peak Elev=345.18' Storage=1,760 cf 0.52 cfs 0.01 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 31HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: SMA#5 Inflow Area = 1.625 ac, 20.59% Impervious, Inflow Depth = 0.78" for 1-YR event Inflow = 0.91 cfs @ 12.34 hrs, Volume= 0.105 af Outflow = 0.05 cfs @ 16.73 hrs, Volume= 0.105 af, Atten= 94%, Lag= 263.1 min Primary = 0.05 cfs @ 16.73 hrs, Volume= 0.105 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 323.50' Surf.Area= 2,801 sf Storage= 3,289 cf Peak Elev= 324.36' @ 16.73 hrs Surf.Area= 3,642 sf Storage= 6,055 cf (2,766 cf above start) Plug-Flow detention time= 1,702.8 min calculated for 0.030 af (28% of inflow) Center-of-Mass det. time= 726.7 min ( 1,607.9 - 881.2 ) Volume Invert Avail.Storage Storage Description #1 322.00' 13,586 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.00 1,636 250.0 0 0 1,636 324.00 3,258 290.0 4,802 4,802 3,438 326.00 5,634 481.0 8,784 13,586 15,182 Device Routing Invert Outlet Devices #1 Device 3 323.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 325.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 323.50'8.0" Round Culvert L= 28.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.50' / 323.25' S= 0.0089 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.05 cfs @ 16.73 hrs HW=324.36' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert (Passes 0.05 cfs of 0.97 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.05 cfs @ 4.31 fps) Pond 10P: SMA#5 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=1.625 ac Peak Elev=324.36' Storage=6,055 cf 0.91 cfs 0.05 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 32HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 0.46" for 1-YR event Inflow = 7.27 cfs @ 12.87 hrs, Volume= 1.962 af Primary = 7.27 cfs @ 12.87 hrs, Volume= 1.962 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=51.608 ac 7.27 cfs 7.27 cfs Type II 24-hr 1-YR Rainfall=2.19"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 33HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 26.976 ac, 0.00% Impervious, Inflow Depth = 0.59" for 1-YR event Inflow = 9.79 cfs @ 12.43 hrs, Volume= 1.336 af Primary = 9.79 cfs @ 12.43 hrs, Volume= 1.336 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=26.976 ac 9.79 cfs 9.79 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 34HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=182,005 sf 0.00% Impervious Runoff Depth=1.53"Subcatchment S1: Offsite Area Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 Runoff=5.64 cfs 0.532 af Runoff Area=70,770 sf 20.59% Impervious Runoff Depth=1.89"Subcatchment S10: Entrance Road Flow Length=1,060' Tc=36.3 min CN=82 Runoff=2.33 cfs 0.256 af Runoff Area=6,851 sf 54.74% Impervious Runoff Depth=2.48"Subcatchment S11: Entrance Road Flow Length=440' Tc=13.9 min CN=89 Runoff=0.51 cfs 0.032 af Runoff Area=130,911 sf 0.00% Impervious Runoff Depth=1.53"Subcatchment S2: Offsite Area Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 Runoff=3.89 cfs 0.383 af Runoff Area=146,483 sf 0.05% Impervious Runoff Depth=1.53"Subcatchment S3: Offsite Flows Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=5.14 cfs 0.428 af Runoff Area=1,405,646 sf 0.46% Impervious Runoff Depth=1.60"Subcatchment S4: Access Road #1 Flow Length=1,075' Tc=42.8 min CN=78 Runoff=34.30 cfs 4.294 af Runoff Area=1,175,053 sf 0.00% Impervious Runoff Depth=1.60"Subcatchment S5: Offsite Areas Flow Length=1,350' Tc=41.3 min CN=78 Runoff=29.32 cfs 3.590 af Runoff Area=182,112 sf 0.00% Impervious Runoff Depth=1.53"Subcatchment S6: Entrance Road Flow Length=350' Tc=38.5 min CN=77 Runoff=4.55 cfs 0.532 af Runoff Area=43,201 sf 8.18% Impervious Runoff Depth=1.67"Subcatchment S7: Entrance Road Flow Length=317' Tc=45.6 min CN=79 Runoff=1.06 cfs 0.138 af Runoff Area=55,476 sf 19.95% Impervious Runoff Depth=1.89"Subcatchment S8: Entrance Road Flow Length=700' Tc=27.7 min CN=82 Runoff=2.19 cfs 0.201 af Runoff Area=24,597 sf 27.30% Impervious Runoff Depth=1.97"Subcatchment S9: Entrance Road Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 Runoff=1.27 cfs 0.093 af Avg. Flow Depth=0.15' Max Vel=0.73 fps Inflow=4.35 cfs 0.884 afReach 1R: Overland Flow n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs Outflow=3.10 cfs 0.884 af Avg. Flow Depth=0.18' Max Vel=1.48 fps Inflow=0.90 cfs 0.138 afReach 2R: Swale n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs Outflow=0.71 cfs 0.138 af Peak Elev=343.96' Storage=4,003 cf Inflow=5.64 cfs 0.532 afPond 1P: Low Point Near Fence Outflow=4.10 cfs 0.532 af Peak Elev=345.61' Storage=7,246 cf Inflow=3.89 cfs 0.383 afPond 2P: Low Point Near Fence Outflow=1.04 cfs 0.288 af Peak Elev=334.80' Storage=5,996 cf Inflow=5.14 cfs 0.428 afPond 3P: Existing Pond on Site Outflow=2.36 cfs 0.361 af Peak Elev=321.09' Storage=37,092 cf Inflow=39.76 cfs 6.685 afPond 4P: Low Point Near Wetlands Outflow=36.18 cfs 6.277 af Peak Elev=343.53' Storage=7,317 cf Inflow=4.55 cfs 0.532 afPond 5P: Offsite Flow Diversion Area Outflow=2.18 cfs 0.491 af Peak Elev=338.32' Storage=587 cf Inflow=0.51 cfs 0.032 afPond 6P: SMA#1 Outflow=0.45 cfs 0.032 af Peak Elev=343.96' Storage=2,285 cf Inflow=1.06 cfs 0.138 afPond 7P: SMA#2 Outflow=0.90 cfs 0.138 af Peak Elev=327.12' Storage=5,816 cf Inflow=2.19 cfs 0.338 afPond 8P: SMA#3 Outflow=1.07 cfs 0.338 af Peak Elev=345.35' Storage=2,127 cf Inflow=1.27 cfs 0.093 afPond 9P: SMA#4 Outflow=0.77 cfs 0.093 af Peak Elev=325.08' Storage=8,959 cf Inflow=2.33 cfs 0.256 afPond 10P: SMA#5 Outflow=0.64 cfs 0.256 af Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 35HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Inflow=36.18 cfs 6.277 afLink OFF1: Offsite Flows Primary=36.18 cfs 6.277 af Inflow=29.32 cfs 3.590 afLink OFF2: Offsite Flows Primary=29.32 cfs 3.590 af Total Runoff Area = 78.584 ac Runoff Volume = 10.478 af Average Runoff Depth = 1.60" 98.65% Pervious = 77.523 ac 1.35% Impervious = 1.061 ac Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 36HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Offsite Area Runoff = 5.64 cfs @ 12.23 hrs, Volume= 0.532 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 133,483 77 Woods, Good, HSG D 48,522 78 Meadow, non-grazed, HSG D 182,005 77 Weighted Average 182,005 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=182,005 sf Runoff Volume=0.532 af Runoff Depth=1.53" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 5.64 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 37HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Entrance Road Runoff = 2.33 cfs @ 12.32 hrs, Volume= 0.256 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 56,201 78 Meadow, non-grazed, HSG D * 14,569 98 Entrance Road 70,770 82 Weighted Average 56,201 79.41% Pervious Area 14,569 20.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 100 0.0200 0.07 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 12.2 960 0.0350 1.31 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 36.3 1,060 Total Subcatchment S10: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=70,770 sf Runoff Volume=0.256 af Runoff Depth=1.89" Flow Length=1,060' Tc=36.3 min CN=82 2.33 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 38HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Entrance Road Runoff = 0.51 cfs @ 12.05 hrs, Volume= 0.032 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description * 3,750 98 Entrance Road 3,101 78 Meadow, non-grazed, HSG D 6,851 89 Weighted Average 3,101 45.26% Pervious Area 3,750 54.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0200 0.15 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 2.55" 2.9 340 0.0800 1.98 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 13.9 440 Total Subcatchment S11: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=3.63" Runoff Area=6,851 sf Runoff Volume=0.032 af Runoff Depth=2.48" Flow Length=440' Tc=13.9 min CN=89 0.51 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 39HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Offsite Area Runoff = 3.89 cfs @ 12.25 hrs, Volume= 0.383 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 96,640 77 Woods, Good, HSG D 34,271 78 Meadow, non-grazed, HSG D 130,911 77 Weighted Average 130,911 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheets Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=130,911 sf Runoff Volume=0.383 af Runoff Depth=1.53" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 3.89 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 40HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Offsite Flows Runoff = 5.14 cfs @ 12.17 hrs, Volume= 0.428 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description * 72 98 Equipment Pad 17,922 78 Meadow, non-grazed, HSG D 128,489 77 Woods, Good, HSG D 146,483 77 Weighted Average 146,411 99.95% Pervious Area 72 0.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: Offsite Flows Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=146,483 sf Runoff Volume=0.428 af Runoff Depth=1.53" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 5.14 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 41HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Access Road #1 Runoff = 34.30 cfs @ 12.41 hrs, Volume= 4.294 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description * 6,516 98 Entrance Road 1,154,358 78 Meadow, non-grazed, HSG D 244,772 77 Woods, Good, HSG D 1,405,646 78 Weighted Average 1,399,130 99.54% Pervious Area 6,516 0.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 100 0.0050 0.06 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 3.4 100 0.0050 0.49 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 11.6 875 0.0320 1.25 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 42.8 1,075 Total Subcatchment S4: Access Road #1 Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=1,405,646 sf Runoff Volume=4.294 af Runoff Depth=1.60" Flow Length=1,075' Tc=42.8 min CN=78 34.30 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 42HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Offsite Areas Runoff = 29.32 cfs @ 12.40 hrs, Volume= 3.590 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 723,463 78 Meadow, non-grazed, HSG D 451,590 77 Woods, Good, HSG D 1,175,053 78 Weighted Average 1,175,053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0100 0.08 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 20.2 1,250 0.0217 1.03 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 41.3 1,350 Total Subcatchment S5: Offsite Areas Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=1,175,053 sf Runoff Volume=3.590 af Runoff Depth=1.60" Flow Length=1,350' Tc=41.3 min CN=78 29.32 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 43HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Entrance Road Runoff = 4.55 cfs @ 12.36 hrs, Volume= 0.532 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description 41,674 78 Meadow, non-grazed, HSG D 140,438 77 Woods, Good, HSG D 182,112 77 Weighted Average 182,112 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.7 100 0.0100 0.05 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 6.8 250 0.0150 0.61 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 38.5 350 Total Subcatchment S6: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=182,112 sf Runoff Volume=0.532 af Runoff Depth=1.53" Flow Length=350' Tc=38.5 min CN=77 4.55 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 44HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Entrance Road Runoff = 1.06 cfs @ 12.45 hrs, Volume= 0.138 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description * 3,532 98 Entrance Road 19,452 78 Meadow, non-grazed, HSG D 20,217 77 Woods, Good, HSG D 43,201 79 Weighted Average 39,669 91.82% Pervious Area 3,532 8.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.9 100 0.0050 0.04 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 0.1 17 0.0312 3.59 Shallow Concentrated Flow, Shallow Paved Kv= 20.3 fps 2.4 100 0.0100 0.70 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 45.6 317 Total Subcatchment S7: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=43,201 sf Runoff Volume=0.138 af Runoff Depth=1.67" Flow Length=317' Tc=45.6 min CN=79 1.06 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 45HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Entrance Road Runoff = 2.19 cfs @ 12.22 hrs, Volume= 0.201 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description * 11,067 98 Entrance Road 44,409 78 Meadow, non-grazed, HSG D 55,476 82 Weighted Average 44,409 80.05% Pervious Area 11,067 19.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 9.8 600 0.0214 1.02 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 27.7 700 Total Subcatchment S8: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=55,476 sf Runoff Volume=0.201 af Runoff Depth=1.89" Flow Length=700' Tc=27.7 min CN=82 2.19 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 46HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Entrance Road Runoff = 1.27 cfs @ 12.12 hrs, Volume= 0.093 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.63" Area (sf) CN Description * 6,716 98 Entrance Road 17,881 78 Meadow, non-grazed, HSG D 24,597 83 Weighted Average 17,881 72.70% Pervious Area 6,716 27.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 18.9 150 Total Subcatchment S9: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=3.63" Runoff Area=24,597 sf Runoff Volume=0.093 af Runoff Depth=1.97" Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 1.27 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 47HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 7.701 ac, 1.14% Impervious, Inflow Depth = 1.38" for 10-YR event Inflow = 4.35 cfs @ 12.61 hrs, Volume= 0.884 af Outflow = 3.10 cfs @ 13.79 hrs, Volume= 0.884 af, Atten= 29%, Lag= 70.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.73 fps, Min. Travel Time= 37.7 min Avg. Velocity = 0.11 fps, Avg. Travel Time= 251.6 min Peak Storage= 7,024 cf @ 13.16 hrs Average Depth at Peak Storage= 0.15' , Surface Width= 41.63' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 39.81 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.035 High grass Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=7.701 ac Avg. Flow Depth=0.15' Max Vel=0.73 fps n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs 4.35 cfs 3.10 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 48HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale [79] Warning: Submerged Pond 7P Primary device # 2 OUTLET by 0.18' Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 1.67" for 10-YR event Inflow = 0.90 cfs @ 12.66 hrs, Volume= 0.138 af Outflow = 0.71 cfs @ 12.96 hrs, Volume= 0.138 af, Atten= 22%, Lag= 17.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 1.48 fps, Min. Travel Time= 8.2 min Avg. Velocity = 0.38 fps, Avg. Travel Time= 31.8 min Peak Storage= 348 cf @ 12.82 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 4.10' Bank-Full Depth= 1.50' Flow Area= 12.0 sf, Capacity= 72.56 cfs 12.00' x 1.50' deep Parabolic Channel, n= 0.035 Earth, dense weeds Length= 725.0' Slope= 0.0214 '/' Inlet Invert= 342.00', Outlet Invert= 326.50' Reach 2R: Swale Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.992 ac Avg. Flow Depth=0.18' Max Vel=1.48 fps n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs 0.90 cfs 0.71 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 49HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 4.178 ac, 0.00% Impervious, Inflow Depth = 1.53" for 10-YR event Inflow = 5.64 cfs @ 12.23 hrs, Volume= 0.532 af Outflow = 4.10 cfs @ 12.41 hrs, Volume= 0.532 af, Atten= 27%, Lag= 10.8 min Primary = 4.10 cfs @ 12.41 hrs, Volume= 0.532 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 343.96' @ 12.41 hrs Surf.Area= 5,205 sf Storage= 4,003 cf Plug-Flow detention time= 31.1 min calculated for 0.532 af (100% of inflow) Center-of-Mass det. time= 31.5 min ( 894.0 - 862.6 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Primary 343.00'12.0" Round Culvert X 2.00 L= 76.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.00' S= 0.0132 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=4.09 cfs @ 12.41 hrs HW=343.96' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Culvert (Inlet Controls 4.09 cfs @ 2.64 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.178 ac Peak Elev=343.96' Storage=4,003 cf 5.64 cfs 4.10 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 50HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.005 ac, 0.00% Impervious, Inflow Depth = 1.53" for 10-YR event Inflow = 3.89 cfs @ 12.25 hrs, Volume= 0.383 af Outflow = 1.04 cfs @ 12.85 hrs, Volume= 0.288 af, Atten= 73%, Lag= 35.5 min Primary = 1.04 cfs @ 12.85 hrs, Volume= 0.288 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.61' @ 12.85 hrs Surf.Area= 6,705 sf Storage= 7,246 cf Plug-Flow detention time= 229.6 min calculated for 0.288 af (75% of inflow) Center-of-Mass det. time= 130.9 min ( 995.2 - 864.3 ) Volume Invert Avail.Storage Storage Description #1 343.00' 24,881 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 347.00 20,790 811.0 14,537 24,881 52,415 Device Routing Invert Outlet Devices #1 Primary 346.25'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Primary 345.00'12.0" Round CMP_Round 12" L= 74.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.00' / 344.25' S= 0.0101 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.04 cfs @ 12.85 hrs HW=345.61' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=CMP_Round 12" (Inlet Controls 1.04 cfs @ 2.09 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=3.005 ac Peak Elev=345.61' Storage=7,246 cf 3.89 cfs 1.04 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 51HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.363 ac, 0.05% Impervious, Inflow Depth = 1.53" for 10-YR event Inflow = 5.14 cfs @ 12.17 hrs, Volume= 0.428 af Outflow = 2.36 cfs @ 12.45 hrs, Volume= 0.361 af, Atten= 54%, Lag= 16.8 min Primary = 2.36 cfs @ 12.45 hrs, Volume= 0.361 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 334.80' @ 12.45 hrs Surf.Area= 5,023 sf Storage= 5,996 cf Plug-Flow detention time= 127.4 min calculated for 0.361 af (84% of inflow) Center-of-Mass det. time= 55.2 min ( 913.2 - 858.0 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.33 cfs @ 12.45 hrs HW=334.80' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.32 cfs @ 2.95 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.14 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=3.363 ac Peak Elev=334.80' Storage=5,996 cf 5.14 cfs 2.36 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 52HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 1.55" for 10-YR event Inflow = 39.76 cfs @ 12.44 hrs, Volume= 6.685 af Outflow = 36.18 cfs @ 12.58 hrs, Volume= 6.277 af, Atten= 9%, Lag= 8.2 min Primary = 36.18 cfs @ 12.58 hrs, Volume= 6.277 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.09' @ 12.58 hrs Surf.Area= 44,449 sf Storage= 37,092 cf Plug-Flow detention time= 109.7 min calculated for 6.277 af (94% of inflow) Center-of-Mass det. time= 30.9 min ( 1,001.2 - 970.2 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=36.09 cfs @ 12.58 hrs HW=321.08' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 36.09 cfs @ 2.06 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.608 ac Peak Elev=321.09' Storage=37,092 cf 39.76 cfs 36.18 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 53HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5P: Offsite Flow Diversion Area Inflow Area = 4.181 ac, 0.00% Impervious, Inflow Depth = 1.53" for 10-YR event Inflow = 4.55 cfs @ 12.36 hrs, Volume= 0.532 af Outflow = 2.18 cfs @ 12.80 hrs, Volume= 0.491 af, Atten= 52%, Lag= 26.2 min Primary = 2.18 cfs @ 12.80 hrs, Volume= 0.491 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 343.53' @ 12.80 hrs Surf.Area= 6,643 sf Storage= 7,317 cf Plug-Flow detention time= 127.5 min calculated for 0.491 af (92% of inflow) Center-of-Mass det. time= 85.7 min ( 958.0 - 872.3 ) Volume Invert Avail.Storage Storage Description #1 342.00' 19,649 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 3,127 307.0 0 0 3,127 344.00 7,978 519.0 10,733 10,733 17,086 345.00 9,887 551.0 8,915 19,649 19,863 Device Routing Invert Outlet Devices #1 Primary 342.50'12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 344.50'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.18 cfs @ 12.80 hrs HW=343.53' (Free Discharge) 1=Culvert (Inlet Controls 2.18 cfs @ 2.77 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Offsite Flow Diversion Area Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=4.181 ac Peak Elev=343.53' Storage=7,317 cf 4.55 cfs 2.18 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 54HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: SMA#1 Inflow Area = 0.157 ac, 54.74% Impervious, Inflow Depth = 2.48" for 10-YR event Inflow = 0.51 cfs @ 12.05 hrs, Volume= 0.032 af Outflow = 0.45 cfs @ 12.15 hrs, Volume= 0.032 af, Atten= 12%, Lag= 5.8 min Primary = 0.45 cfs @ 12.15 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 336.50' Surf.Area= 109 sf Storage= 38 cf Peak Elev= 338.32' @ 12.15 hrs Surf.Area= 547 sf Storage= 587 cf (549 cf above start) Plug-Flow detention time= 912.0 min calculated for 0.032 af (97% of inflow) Center-of-Mass det. time= 866.9 min ( 1,677.3 - 810.4 ) Volume Invert Avail.Storage Storage Description #1 336.00' 1,038 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 336.00 47 38.0 0 0 47 338.00 450 92.0 428 428 621 339.00 785 121.0 610 1,038 1,124 Device Routing Invert Outlet Devices #1 Device 2 336.50'0.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 336.50'8.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 336.50' / 336.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 338.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.44 cfs @ 12.15 hrs HW=338.32' (Free Discharge) 2=Culvert (Passes 0.00 cfs of 1.41 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.00 cfs @ 6.47 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.43 cfs @ 0.64 fps) Pond 6P: SMA#1 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=0.157 ac Peak Elev=338.32' Storage=587 cf 0.51 cfs 0.45 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 55HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: SMA#2 Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 1.67" for 10-YR event Inflow = 1.06 cfs @ 12.45 hrs, Volume= 0.138 af Outflow = 0.90 cfs @ 12.66 hrs, Volume= 0.138 af, Atten= 14%, Lag= 12.8 min Primary = 0.90 cfs @ 12.66 hrs, Volume= 0.138 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 342.50' Surf.Area= 964 sf Storage= 436 cf Peak Elev= 343.96' @ 12.66 hrs Surf.Area= 1,596 sf Storage= 2,285 cf (1,849 cf above start) Plug-Flow detention time= 657.5 min calculated for 0.128 af (93% of inflow) Center-of-Mass det. time= 564.6 min ( 1,437.5 - 872.9 ) Volume Invert Avail.Storage Storage Description #1 342.00' 4,211 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 784 109.0 0 0 784 344.00 1,616 157.0 2,350 2,350 1,834 345.00 2,117 176.0 1,861 4,211 2,365 Device Routing Invert Outlet Devices #1 Device 2 342.50'0.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 342.50'8.0" Round Culvert L= 70.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0071 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 343.85'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.88 cfs @ 12.66 hrs HW=343.96' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.41 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.76 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.87 cfs @ 0.80 fps) Pond 7P: SMA#2 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.992 ac Peak Elev=343.96' Storage=2,285 cf 1.06 cfs 0.90 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 56HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SMA#3 [62] Hint: Exceeded Reach 2R OUTLET depth by 0.58' @ 12.50 hrs Inflow Area = 2.265 ac, 14.79% Impervious, Inflow Depth = 1.79" for 10-YR event Inflow = 2.19 cfs @ 12.22 hrs, Volume= 0.338 af Outflow = 1.07 cfs @ 12.99 hrs, Volume= 0.338 af, Atten= 51%, Lag= 46.6 min Primary = 1.07 cfs @ 12.99 hrs, Volume= 0.338 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 325.50' Surf.Area= 1,740 sf Storage= 2,067 cf Peak Elev= 327.12' @ 12.99 hrs Surf.Area= 3,057 sf Storage= 5,816 cf (3,749 cf above start) Plug-Flow detention time= 698.4 min calculated for 0.291 af (86% of inflow) Center-of-Mass det. time= 354.1 min ( 1,452.4 - 1,098.4 ) Volume Invert Avail.Storage Storage Description #1 324.00' 8,934 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 1,046 142.0 0 0 1,046 326.00 2,010 180.0 3,004 3,004 2,072 328.00 4,037 362.0 5,930 8,934 9,940 Device Routing Invert Outlet Devices #1 Device 3 325.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 327.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 325.50'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 325.50' / 325.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.06 cfs @ 12.99 hrs HW=327.12' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.99 cfs @ 0.84 fps) 3=Culvert (Passes 0.07 cfs of 1.50 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.07 cfs @ 6.01 fps) Pond 8P: SMA#3 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=2.265 ac Peak Elev=327.12' Storage=5,816 cf 2.19 cfs 1.07 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 57HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: SMA#4 Inflow Area = 0.565 ac, 27.30% Impervious, Inflow Depth = 1.97" for 10-YR event Inflow = 1.27 cfs @ 12.12 hrs, Volume= 0.093 af Outflow = 0.77 cfs @ 12.28 hrs, Volume= 0.093 af, Atten= 39%, Lag= 10.1 min Primary = 0.77 cfs @ 12.28 hrs, Volume= 0.093 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 344.50' Surf.Area= 1,402 sf Storage= 599 cf Peak Elev= 345.35' @ 12.28 hrs Surf.Area= 2,232 sf Storage= 2,127 cf (1,528 cf above start) Plug-Flow detention time= 782.3 min calculated for 0.079 af (85% of inflow) Center-of-Mass det. time= 592.4 min ( 1,428.4 - 836.0 ) Volume Invert Avail.Storage Storage Description #1 344.00' 3,825 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 344.00 1,003 187.0 0 0 1,003 346.00 3,000 470.0 3,825 3,825 15,813 Device Routing Invert Outlet Devices #1 Device 2 344.50'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 343.00'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.50' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 345.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.76 cfs @ 12.28 hrs HW=345.35' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.88 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 4.34 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.74 cfs @ 0.76 fps) Pond 9P: SMA#4 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.565 ac Peak Elev=345.35' Storage=2,127 cf 1.27 cfs 0.77 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 58HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: SMA#5 Inflow Area = 1.625 ac, 20.59% Impervious, Inflow Depth = 1.89" for 10-YR event Inflow = 2.33 cfs @ 12.32 hrs, Volume= 0.256 af Outflow = 0.64 cfs @ 13.00 hrs, Volume= 0.256 af, Atten= 73%, Lag= 40.8 min Primary = 0.64 cfs @ 13.00 hrs, Volume= 0.256 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 323.50' Surf.Area= 2,801 sf Storage= 3,289 cf Peak Elev= 325.08' @ 13.00 hrs Surf.Area= 4,462 sf Storage= 8,959 cf (5,670 cf above start) Plug-Flow detention time= 1,168.7 min calculated for 0.180 af (70% of inflow) Center-of-Mass det. time= 742.1 min ( 1,597.3 - 855.2 ) Volume Invert Avail.Storage Storage Description #1 322.00' 13,586 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.00 1,636 250.0 0 0 1,636 324.00 3,258 290.0 4,802 4,802 3,438 326.00 5,634 481.0 8,784 13,586 15,182 Device Routing Invert Outlet Devices #1 Device 3 323.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 325.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 323.50'8.0" Round Culvert L= 28.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.50' / 323.25' S= 0.0089 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.64 cfs @ 13.00 hrs HW=325.08' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.56 cfs @ 0.70 fps) 3=Culvert (Passes 0.07 cfs of 1.48 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.93 fps) Pond 10P: SMA#5 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=1.625 ac Peak Elev=325.08' Storage=8,959 cf 2.33 cfs 0.64 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 59HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 1.46" for 10-YR event Inflow = 36.18 cfs @ 12.58 hrs, Volume= 6.277 af Primary = 36.18 cfs @ 12.58 hrs, Volume= 6.277 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.608 ac 36.18 cfs 36.18 cfs Type II 24-hr 10-YR Rainfall=3.63"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 60HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 26.976 ac, 0.00% Impervious, Inflow Depth = 1.60" for 10-YR event Inflow = 29.32 cfs @ 12.40 hrs, Volume= 3.590 af Primary = 29.32 cfs @ 12.40 hrs, Volume= 3.590 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=26.976 ac 29.32 cfs 29.32 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 61HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=182,005 sf 0.00% Impervious Runoff Depth=2.17"Subcatchment S1: Offsite Area Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 Runoff=8.14 cfs 0.756 af Runoff Area=70,770 sf 20.59% Impervious Runoff Depth=2.59"Subcatchment S10: Entrance Road Flow Length=1,060' Tc=36.3 min CN=82 Runoff=3.21 cfs 0.351 af Runoff Area=6,851 sf 54.74% Impervious Runoff Depth=3.25"Subcatchment S11: Entrance Road Flow Length=440' Tc=13.9 min CN=89 Runoff=0.66 cfs 0.043 af Runoff Area=130,911 sf 0.00% Impervious Runoff Depth=2.17"Subcatchment S2: Offsite Area Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 Runoff=5.61 cfs 0.543 af Runoff Area=146,483 sf 0.05% Impervious Runoff Depth=2.17"Subcatchment S3: Offsite Flows Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=7.40 cfs 0.608 af Runoff Area=1,405,646 sf 0.46% Impervious Runoff Depth=2.25"Subcatchment S4: Access Road #1 Flow Length=1,075' Tc=42.8 min CN=78 Runoff=49.13 cfs 6.055 af Runoff Area=1,175,053 sf 0.00% Impervious Runoff Depth=2.25"Subcatchment S5: Offsite Areas Flow Length=1,350' Tc=41.3 min CN=78 Runoff=41.98 cfs 5.062 af Runoff Area=182,112 sf 0.00% Impervious Runoff Depth=2.17"Subcatchment S6: Entrance Road Flow Length=350' Tc=38.5 min CN=77 Runoff=6.58 cfs 0.756 af Runoff Area=43,201 sf 8.18% Impervious Runoff Depth=2.33"Subcatchment S7: Entrance Road Flow Length=317' Tc=45.6 min CN=79 Runoff=1.50 cfs 0.193 af Runoff Area=55,476 sf 19.95% Impervious Runoff Depth=2.59"Subcatchment S8: Entrance Road Flow Length=700' Tc=27.7 min CN=82 Runoff=3.01 cfs 0.275 af Runoff Area=24,597 sf 27.30% Impervious Runoff Depth=2.68"Subcatchment S9: Entrance Road Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 Runoff=1.73 cfs 0.126 af Avg. Flow Depth=0.19' Max Vel=0.82 fps Inflow=8.13 cfs 1.298 afReach 1R: Overland Flow n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs Outflow=4.66 cfs 1.298 af Avg. Flow Depth=0.23' Max Vel=1.78 fps Inflow=1.48 cfs 0.193 afReach 2R: Swale n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs Outflow=1.30 cfs 0.193 af Peak Elev=344.31' Storage=6,015 cf Inflow=8.14 cfs 0.756 afPond 1P: Low Point Near Fence Outflow=5.38 cfs 0.756 af Peak Elev=345.91' Storage=9,562 cf Inflow=5.61 cfs 0.543 afPond 2P: Low Point Near Fence Outflow=1.93 cfs 0.449 af Peak Elev=334.95' Storage=6,783 cf Inflow=7.40 cfs 0.608 afPond 3P: Existing Pond on Site Outflow=6.43 cfs 0.541 af Peak Elev=321.27' Storage=45,989 cf Inflow=59.07 cfs 9.502 afPond 4P: Low Point Near Wetlands Outflow=54.20 cfs 9.094 af Peak Elev=343.99' Storage=10,628 cf Inflow=6.58 cfs 0.756 afPond 5P: Offsite Flow Diversion Area Outflow=2.97 cfs 0.715 af Peak Elev=338.35' Storage=604 cf Inflow=0.66 cfs 0.043 afPond 6P: SMA#1 Outflow=0.76 cfs 0.043 af Peak Elev=344.00' Storage=2,356 cf Inflow=1.50 cfs 0.193 afPond 7P: SMA#2 Outflow=1.48 cfs 0.193 af Peak Elev=327.20' Storage=6,080 cf Inflow=3.02 cfs 0.468 afPond 8P: SMA#3 Outflow=2.31 cfs 0.468 af Peak Elev=345.40' Storage=2,254 cf Inflow=1.73 cfs 0.126 afPond 9P: SMA#4 Outflow=1.50 cfs 0.126 af Peak Elev=325.18' Storage=9,407 cf Inflow=3.21 cfs 0.351 afPond 10P: SMA#5 Outflow=1.95 cfs 0.351 af Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 62HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Inflow=54.20 cfs 9.094 afLink OFF1: Offsite Flows Primary=54.20 cfs 9.094 af Inflow=41.98 cfs 5.062 afLink OFF2: Offsite Flows Primary=41.98 cfs 5.062 af Total Runoff Area = 78.584 ac Runoff Volume = 14.767 af Average Runoff Depth = 2.26" 98.65% Pervious = 77.523 ac 1.35% Impervious = 1.061 ac Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 63HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Offsite Area Runoff = 8.14 cfs @ 12.22 hrs, Volume= 0.756 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 133,483 77 Woods, Good, HSG D 48,522 78 Meadow, non-grazed, HSG D 182,005 77 Weighted Average 182,005 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=182,005 sf Runoff Volume=0.756 af Runoff Depth=2.17" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 8.14 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 64HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Entrance Road Runoff = 3.21 cfs @ 12.32 hrs, Volume= 0.351 af, Depth= 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 56,201 78 Meadow, non-grazed, HSG D * 14,569 98 Entrance Road 70,770 82 Weighted Average 56,201 79.41% Pervious Area 14,569 20.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 100 0.0200 0.07 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 12.2 960 0.0350 1.31 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 36.3 1,060 Total Subcatchment S10: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=70,770 sf Runoff Volume=0.351 af Runoff Depth=2.59" Flow Length=1,060' Tc=36.3 min CN=82 3.21 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 65HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Entrance Road Runoff = 0.66 cfs @ 12.05 hrs, Volume= 0.043 af, Depth= 3.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description * 3,750 98 Entrance Road 3,101 78 Meadow, non-grazed, HSG D 6,851 89 Weighted Average 3,101 45.26% Pervious Area 3,750 54.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0200 0.15 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 2.55" 2.9 340 0.0800 1.98 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 13.9 440 Total Subcatchment S11: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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 25-YR Rainfall=4.45" Runoff Area=6,851 sf Runoff Volume=0.043 af Runoff Depth=3.25" Flow Length=440' Tc=13.9 min CN=89 0.66 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 66HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Offsite Area Runoff = 5.61 cfs @ 12.25 hrs, Volume= 0.543 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 96,640 77 Woods, Good, HSG D 34,271 78 Meadow, non-grazed, HSG D 130,911 77 Weighted Average 130,911 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheets Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=130,911 sf Runoff Volume=0.543 af Runoff Depth=2.17" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 5.61 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 67HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Offsite Flows Runoff = 7.40 cfs @ 12.17 hrs, Volume= 0.608 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description * 72 98 Equipment Pad 17,922 78 Meadow, non-grazed, HSG D 128,489 77 Woods, Good, HSG D 146,483 77 Weighted Average 146,411 99.95% Pervious Area 72 0.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: Offsite Flows Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=146,483 sf Runoff Volume=0.608 af Runoff Depth=2.17" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 7.40 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 68HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Access Road #1 Runoff = 49.13 cfs @ 12.41 hrs, Volume= 6.055 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description * 6,516 98 Entrance Road 1,154,358 78 Meadow, non-grazed, HSG D 244,772 77 Woods, Good, HSG D 1,405,646 78 Weighted Average 1,399,130 99.54% Pervious Area 6,516 0.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 100 0.0050 0.06 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 3.4 100 0.0050 0.49 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 11.6 875 0.0320 1.25 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 42.8 1,075 Total Subcatchment S4: Access Road #1 Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=1,405,646 sf Runoff Volume=6.055 af Runoff Depth=2.25" Flow Length=1,075' Tc=42.8 min CN=78 49.13 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 69HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Offsite Areas Runoff = 41.98 cfs @ 12.39 hrs, Volume= 5.062 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 723,463 78 Meadow, non-grazed, HSG D 451,590 77 Woods, Good, HSG D 1,175,053 78 Weighted Average 1,175,053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0100 0.08 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 20.2 1,250 0.0217 1.03 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 41.3 1,350 Total Subcatchment S5: Offsite Areas Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=1,175,053 sf Runoff Volume=5.062 af Runoff Depth=2.25" Flow Length=1,350' Tc=41.3 min CN=78 41.98 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 70HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Entrance Road Runoff = 6.58 cfs @ 12.35 hrs, Volume= 0.756 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description 41,674 78 Meadow, non-grazed, HSG D 140,438 77 Woods, Good, HSG D 182,112 77 Weighted Average 182,112 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.7 100 0.0100 0.05 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 6.8 250 0.0150 0.61 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 38.5 350 Total Subcatchment S6: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=182,112 sf Runoff Volume=0.756 af Runoff Depth=2.17" Flow Length=350' Tc=38.5 min CN=77 6.58 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 71HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Entrance Road Runoff = 1.50 cfs @ 12.44 hrs, Volume= 0.193 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description * 3,532 98 Entrance Road 19,452 78 Meadow, non-grazed, HSG D 20,217 77 Woods, Good, HSG D 43,201 79 Weighted Average 39,669 91.82% Pervious Area 3,532 8.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.9 100 0.0050 0.04 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 0.1 17 0.0312 3.59 Shallow Concentrated Flow, Shallow Paved Kv= 20.3 fps 2.4 100 0.0100 0.70 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 45.6 317 Total Subcatchment S7: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=43,201 sf Runoff Volume=0.193 af Runoff Depth=2.33" Flow Length=317' Tc=45.6 min CN=79 1.50 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 72HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Entrance Road Runoff = 3.01 cfs @ 12.22 hrs, Volume= 0.275 af, Depth= 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description * 11,067 98 Entrance Road 44,409 78 Meadow, non-grazed, HSG D 55,476 82 Weighted Average 44,409 80.05% Pervious Area 11,067 19.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 9.8 600 0.0214 1.02 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 27.7 700 Total Subcatchment S8: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=55,476 sf Runoff Volume=0.275 af Runoff Depth=2.59" Flow Length=700' Tc=27.7 min CN=82 3.01 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 73HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Entrance Road Runoff = 1.73 cfs @ 12.11 hrs, Volume= 0.126 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25-YR Rainfall=4.45" Area (sf) CN Description * 6,716 98 Entrance Road 17,881 78 Meadow, non-grazed, HSG D 24,597 83 Weighted Average 17,881 72.70% Pervious Area 6,716 27.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 18.9 150 Total Subcatchment S9: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=4.45" Runoff Area=24,597 sf Runoff Volume=0.126 af Runoff Depth=2.68" Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 1.73 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 74HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 7.701 ac, 1.14% Impervious, Inflow Depth = 2.02" for 25-YR event Inflow = 8.13 cfs @ 12.29 hrs, Volume= 1.298 af Outflow = 4.66 cfs @ 13.59 hrs, Volume= 1.298 af, Atten= 43%, Lag= 77.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.82 fps, Min. Travel Time= 33.3 min Avg. Velocity = 0.11 fps, Avg. Travel Time= 243.3 min Peak Storage= 9,310 cf @ 13.03 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 45.73' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 39.81 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.035 High grass Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=7.701 ac Avg. Flow Depth=0.19' Max Vel=0.82 fps n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs 8.13 cfs 4.66 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 75HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale [79] Warning: Submerged Pond 7P Primary device # 2 OUTLET by 0.23' Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 2.33" for 25-YR event Inflow = 1.48 cfs @ 12.51 hrs, Volume= 0.193 af Outflow = 1.30 cfs @ 12.77 hrs, Volume= 0.193 af, Atten= 12%, Lag= 15.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 1.78 fps, Min. Travel Time= 6.8 min Avg. Velocity = 0.39 fps, Avg. Travel Time= 31.1 min Peak Storage= 529 cf @ 12.66 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 4.72' Bank-Full Depth= 1.50' Flow Area= 12.0 sf, Capacity= 72.56 cfs 12.00' x 1.50' deep Parabolic Channel, n= 0.035 Earth, dense weeds Length= 725.0' Slope= 0.0214 '/' Inlet Invert= 342.00', Outlet Invert= 326.50' Reach 2R: Swale Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.992 ac Avg. Flow Depth=0.23' Max Vel=1.78 fps n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs 1.48 cfs 1.30 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 76HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 4.178 ac, 0.00% Impervious, Inflow Depth = 2.17" for 25-YR event Inflow = 8.14 cfs @ 12.22 hrs, Volume= 0.756 af Outflow = 5.38 cfs @ 12.43 hrs, Volume= 0.756 af, Atten= 34%, Lag= 12.6 min Primary = 5.38 cfs @ 12.43 hrs, Volume= 0.756 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.31' @ 12.44 hrs Surf.Area= 6,497 sf Storage= 6,015 cf Plug-Flow detention time= 28.0 min calculated for 0.755 af (100% of inflow) Center-of-Mass det. time= 28.4 min ( 880.8 - 852.4 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Primary 343.00'12.0" Round Culvert X 2.00 L= 76.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.00' S= 0.0132 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=5.37 cfs @ 12.43 hrs HW=344.31' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Culvert (Inlet Controls 5.37 cfs @ 3.42 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=4.178 ac Peak Elev=344.31' Storage=6,015 cf 8.14 cfs 5.38 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 77HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.005 ac, 0.00% Impervious, Inflow Depth = 2.17" for 25-YR event Inflow = 5.61 cfs @ 12.25 hrs, Volume= 0.543 af Outflow = 1.93 cfs @ 12.72 hrs, Volume= 0.449 af, Atten= 66%, Lag= 28.0 min Primary = 1.93 cfs @ 12.72 hrs, Volume= 0.449 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 345.91' @ 12.72 hrs Surf.Area= 8,513 sf Storage= 9,562 cf Plug-Flow detention time= 179.4 min calculated for 0.449 af (83% of inflow) Center-of-Mass det. time= 101.2 min ( 955.3 - 854.2 ) Volume Invert Avail.Storage Storage Description #1 343.00' 24,881 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 347.00 20,790 811.0 14,537 24,881 52,415 Device Routing Invert Outlet Devices #1 Primary 346.25'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Primary 345.00'12.0" Round CMP_Round 12" L= 74.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.00' / 344.25' S= 0.0101 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.93 cfs @ 12.72 hrs HW=345.91' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=CMP_Round 12" (Inlet Controls 1.93 cfs @ 2.56 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.005 ac Peak Elev=345.91' Storage=9,562 cf 5.61 cfs 1.93 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 78HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.363 ac, 0.05% Impervious, Inflow Depth = 2.17" for 25-YR event Inflow = 7.40 cfs @ 12.17 hrs, Volume= 0.608 af Outflow = 6.43 cfs @ 12.27 hrs, Volume= 0.541 af, Atten= 13%, Lag= 6.4 min Primary = 6.43 cfs @ 12.27 hrs, Volume= 0.541 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 334.95' @ 12.27 hrs Surf.Area= 5,812 sf Storage= 6,783 cf Plug-Flow detention time= 97.2 min calculated for 0.541 af (89% of inflow) Center-of-Mass det. time= 42.2 min ( 890.1 - 847.9 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=6.14 cfs @ 12.27 hrs HW=334.94' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.57 cfs @ 3.27 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 3.57 cfs @ 1.01 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.363 ac Peak Elev=334.95' Storage=6,783 cf 7.40 cfs 6.43 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 79HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 2.21" for 25-YR event Inflow = 59.07 cfs @ 12.41 hrs, Volume= 9.502 af Outflow = 54.20 cfs @ 12.57 hrs, Volume= 9.094 af, Atten= 8%, Lag= 9.5 min Primary = 54.20 cfs @ 12.57 hrs, Volume= 9.094 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.27' @ 12.57 hrs Surf.Area= 54,317 sf Storage= 45,989 cf Plug-Flow detention time= 80.8 min calculated for 9.094 af (96% of inflow) Center-of-Mass det. time= 24.0 min ( 961.0 - 937.0 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=54.06 cfs @ 12.57 hrs HW=321.27' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 54.06 cfs @ 2.35 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.608 ac Peak Elev=321.27' Storage=45,989 cf 59.07 cfs 54.20 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 80HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5P: Offsite Flow Diversion Area Inflow Area = 4.181 ac, 0.00% Impervious, Inflow Depth = 2.17" for 25-YR event Inflow = 6.58 cfs @ 12.35 hrs, Volume= 0.756 af Outflow = 2.97 cfs @ 12.81 hrs, Volume= 0.715 af, Atten= 55%, Lag= 27.4 min Primary = 2.97 cfs @ 12.81 hrs, Volume= 0.715 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 343.99' @ 12.81 hrs Surf.Area= 7,938 sf Storage= 10,628 cf Plug-Flow detention time= 103.9 min calculated for 0.714 af (94% of inflow) Center-of-Mass det. time= 74.9 min ( 937.0 - 862.1 ) Volume Invert Avail.Storage Storage Description #1 342.00' 19,649 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 3,127 307.0 0 0 3,127 344.00 7,978 519.0 10,733 10,733 17,086 345.00 9,887 551.0 8,915 19,649 19,863 Device Routing Invert Outlet Devices #1 Primary 342.50'12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 344.50'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.96 cfs @ 12.81 hrs HW=343.99' (Free Discharge) 1=Culvert (Inlet Controls 2.96 cfs @ 3.77 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Offsite Flow Diversion Area Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=4.181 ac Peak Elev=343.99' Storage=10,628 cf 6.58 cfs 2.97 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 81HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: SMA#1 [88] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 0.157 ac, 54.74% Impervious, Inflow Depth = 3.25" for 25-YR event Inflow = 0.66 cfs @ 12.05 hrs, Volume= 0.043 af Outflow = 0.76 cfs @ 12.07 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.8 min Primary = 0.76 cfs @ 12.07 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 336.50' Surf.Area= 109 sf Storage= 38 cf Peak Elev= 338.35' @ 12.07 hrs Surf.Area= 557 sf Storage= 604 cf (566 cf above start) Plug-Flow detention time= 699.2 min calculated for 0.042 af (98% of inflow) Center-of-Mass det. time= 667.9 min ( 1,470.7 - 802.7 ) Volume Invert Avail.Storage Storage Description #1 336.00' 1,038 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 336.00 47 38.0 0 0 47 338.00 450 92.0 428 428 621 339.00 785 121.0 610 1,038 1,124 Device Routing Invert Outlet Devices #1 Device 2 336.50'0.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 336.50'8.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 336.50' / 336.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 338.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.68 cfs @ 12.07 hrs HW=338.34' (Free Discharge) 2=Culvert (Passes 0.00 cfs of 1.42 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.00 cfs @ 6.51 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.68 cfs @ 0.74 fps) Pond 6P: SMA#1 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=0.157 ac Peak Elev=338.35' Storage=604 cf 0.66 cfs 0.76 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 82HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: SMA#2 Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 2.33" for 25-YR event Inflow = 1.50 cfs @ 12.44 hrs, Volume= 0.193 af Outflow = 1.48 cfs @ 12.51 hrs, Volume= 0.193 af, Atten= 1%, Lag= 4.4 min Primary = 1.48 cfs @ 12.51 hrs, Volume= 0.193 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 342.50' Surf.Area= 964 sf Storage= 436 cf Peak Elev= 344.00' @ 12.52 hrs Surf.Area= 1,617 sf Storage= 2,356 cf (1,919 cf above start) Plug-Flow detention time= 467.0 min calculated for 0.183 af (95% of inflow) Center-of-Mass det. time= 408.3 min ( 1,271.6 - 863.3 ) Volume Invert Avail.Storage Storage Description #1 342.00' 4,211 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 784 109.0 0 0 784 344.00 1,616 157.0 2,350 2,350 1,834 345.00 2,117 176.0 1,861 4,211 2,365 Device Routing Invert Outlet Devices #1 Device 2 342.50'0.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 342.50'8.0" Round Culvert L= 70.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0071 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 343.85'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.47 cfs @ 12.51 hrs HW=344.00' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.43 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.84 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.45 cfs @ 0.95 fps) Pond 7P: SMA#2 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.992 ac Peak Elev=344.00' Storage=2,356 cf 1.50 cfs 1.48 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 83HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SMA#3 [62] Hint: Exceeded Reach 2R OUTLET depth by 0.68' @ 12.35 hrs Inflow Area = 2.265 ac, 14.79% Impervious, Inflow Depth = 2.48" for 25-YR event Inflow = 3.02 cfs @ 12.22 hrs, Volume= 0.468 af Outflow = 2.31 cfs @ 12.38 hrs, Volume= 0.468 af, Atten= 23%, Lag= 9.8 min Primary = 2.31 cfs @ 12.38 hrs, Volume= 0.468 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 325.50' Surf.Area= 1,740 sf Storage= 2,067 cf Peak Elev= 327.20' @ 12.38 hrs Surf.Area= 3,146 sf Storage= 6,080 cf (4,013 cf above start) Plug-Flow detention time= 491.9 min calculated for 0.420 af (90% of inflow) Center-of-Mass det. time= 261.4 min ( 1,287.4 - 1,026.0 ) Volume Invert Avail.Storage Storage Description #1 324.00' 8,934 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 1,046 142.0 0 0 1,046 326.00 2,010 180.0 3,004 3,004 2,072 328.00 4,037 362.0 5,930 8,934 9,940 Device Routing Invert Outlet Devices #1 Device 3 325.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 327.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 325.50'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 325.50' / 325.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=2.29 cfs @ 12.38 hrs HW=327.20' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 2.21 cfs @ 1.10 fps) 3=Culvert (Passes 0.08 cfs of 1.55 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.16 fps) Pond 8P: SMA#3 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=2.265 ac Peak Elev=327.20' Storage=6,080 cf 3.02 cfs 2.31 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 84HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: SMA#4 Inflow Area = 0.565 ac, 27.30% Impervious, Inflow Depth = 2.68" for 25-YR event Inflow = 1.73 cfs @ 12.11 hrs, Volume= 0.126 af Outflow = 1.50 cfs @ 12.20 hrs, Volume= 0.126 af, Atten= 13%, Lag= 5.3 min Primary = 1.50 cfs @ 12.20 hrs, Volume= 0.126 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 344.50' Surf.Area= 1,402 sf Storage= 599 cf Peak Elev= 345.40' @ 12.20 hrs Surf.Area= 2,294 sf Storage= 2,254 cf (1,656 cf above start) Plug-Flow detention time= 560.8 min calculated for 0.112 af (89% of inflow) Center-of-Mass det. time= 441.3 min ( 1,268.5 - 827.1 ) Volume Invert Avail.Storage Storage Description #1 344.00' 3,825 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 344.00 1,003 187.0 0 0 1,003 346.00 3,000 470.0 3,825 3,825 15,813 Device Routing Invert Outlet Devices #1 Device 2 344.50'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 343.00'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.50' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 345.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.50 cfs @ 12.20 hrs HW=345.40' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.91 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 4.49 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.48 cfs @ 0.96 fps) Pond 9P: SMA#4 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.565 ac Peak Elev=345.40' Storage=2,254 cf 1.73 cfs 1.50 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 85HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: SMA#5 Inflow Area = 1.625 ac, 20.59% Impervious, Inflow Depth = 2.59" for 25-YR event Inflow = 3.21 cfs @ 12.32 hrs, Volume= 0.351 af Outflow = 1.95 cfs @ 12.62 hrs, Volume= 0.351 af, Atten= 39%, Lag= 18.3 min Primary = 1.95 cfs @ 12.62 hrs, Volume= 0.351 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 323.50' Surf.Area= 2,801 sf Storage= 3,289 cf Peak Elev= 325.18' @ 12.62 hrs Surf.Area= 4,582 sf Storage= 9,407 cf (6,118 cf above start) Plug-Flow detention time= 828.5 min calculated for 0.275 af (78% of inflow) Center-of-Mass det. time= 563.5 min ( 1,409.7 - 846.2 ) Volume Invert Avail.Storage Storage Description #1 322.00' 13,586 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.00 1,636 250.0 0 0 1,636 324.00 3,258 290.0 4,802 4,802 3,438 326.00 5,634 481.0 8,784 13,586 15,182 Device Routing Invert Outlet Devices #1 Device 3 323.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 325.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 323.50'8.0" Round Culvert L= 28.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.50' / 323.25' S= 0.0089 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.92 cfs @ 12.62 hrs HW=325.18' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 1.84 cfs @ 1.03 fps) 3=Culvert (Passes 0.08 cfs of 1.54 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.12 fps) Pond 10P: SMA#5 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=1.625 ac Peak Elev=325.18' Storage=9,407 cf 3.21 cfs 1.95 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 86HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 2.11" for 25-YR event Inflow = 54.20 cfs @ 12.57 hrs, Volume= 9.094 af Primary = 54.20 cfs @ 12.57 hrs, Volume= 9.094 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.608 ac 54.20 cfs 54.20 cfs Type II 24-hr 25-YR Rainfall=4.45"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 87HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 26.976 ac, 0.00% Impervious, Inflow Depth = 2.25" for 25-YR event Inflow = 41.98 cfs @ 12.39 hrs, Volume= 5.062 af Primary = 41.98 cfs @ 12.39 hrs, Volume= 5.062 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=26.976 ac 41.98 cfs 41.98 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 88HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=182,005 sf 0.00% Impervious Runoff Depth=2.77"Subcatchment S1: Offsite Area Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 Runoff=10.47 cfs 0.966 af Runoff Area=70,770 sf 20.59% Impervious Runoff Depth=3.24"Subcatchment S10: Entrance Road Flow Length=1,060' Tc=36.3 min CN=82 Runoff=4.02 cfs 0.439 af Runoff Area=6,851 sf 54.74% Impervious Runoff Depth=3.94"Subcatchment S11: Entrance Road Flow Length=440' Tc=13.9 min CN=89 Runoff=0.80 cfs 0.052 af Runoff Area=130,911 sf 0.00% Impervious Runoff Depth=2.77"Subcatchment S2: Offsite Area Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 Runoff=7.22 cfs 0.695 af Runoff Area=146,483 sf 0.05% Impervious Runoff Depth=2.77"Subcatchment S3: Offsite Flows Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=9.50 cfs 0.777 af Runoff Area=1,405,646 sf 0.46% Impervious Runoff Depth=2.87"Subcatchment S4: Access Road #1 Flow Length=1,075' Tc=42.8 min CN=78 Runoff=62.90 cfs 7.705 af Runoff Area=1,175,053 sf 0.00% Impervious Runoff Depth=2.87"Subcatchment S5: Offsite Areas Flow Length=1,350' Tc=41.3 min CN=78 Runoff=53.74 cfs 6.441 af Runoff Area=182,112 sf 0.00% Impervious Runoff Depth=2.77"Subcatchment S6: Entrance Road Flow Length=350' Tc=38.5 min CN=77 Runoff=8.48 cfs 0.967 af Runoff Area=43,201 sf 8.18% Impervious Runoff Depth=2.96"Subcatchment S7: Entrance Road Flow Length=317' Tc=45.6 min CN=79 Runoff=1.91 cfs 0.244 af Runoff Area=55,476 sf 19.95% Impervious Runoff Depth=3.24"Subcatchment S8: Entrance Road Flow Length=700' Tc=27.7 min CN=82 Runoff=3.76 cfs 0.344 af Runoff Area=24,597 sf 27.30% Impervious Runoff Depth=3.34"Subcatchment S9: Entrance Road Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 Runoff=2.14 cfs 0.157 af Avg. Flow Depth=0.21' Max Vel=0.89 fps Inflow=11.34 cfs 1.687 afReach 1R: Overland Flow n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs Outflow=6.02 cfs 1.687 af Avg. Flow Depth=0.27' Max Vel=1.96 fps Inflow=1.90 cfs 0.244 afReach 2R: Swale n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs Outflow=1.78 cfs 0.244 af Peak Elev=344.58' Storage=7,934 cf Inflow=10.47 cfs 0.966 afPond 1P: Low Point Near Fence Outflow=7.31 cfs 0.966 af Peak Elev=346.18' Storage=12,130 cf Inflow=7.22 cfs 0.695 afPond 2P: Low Point Near Fence Outflow=2.46 cfs 0.600 af Peak Elev=335.01' Storage=7,150 cf Inflow=9.50 cfs 0.777 afPond 3P: Existing Pond on Site Outflow=9.15 cfs 0.710 af Peak Elev=321.42' Storage=55,034 cf Inflow=78.64 cfs 12.142 afPond 4P: Low Point Near Wetlands Outflow=71.08 cfs 11.734 af Peak Elev=344.40' Storage=14,113 cf Inflow=8.48 cfs 0.967 afPond 5P: Offsite Flow Diversion Area Outflow=3.54 cfs 0.925 af Peak Elev=338.35' Storage=604 cf Inflow=0.80 cfs 0.052 afPond 6P: SMA#1 Outflow=0.78 cfs 0.052 af Peak Elev=344.03' Storage=2,401 cf Inflow=1.91 cfs 0.244 afPond 7P: SMA#2 Outflow=1.90 cfs 0.244 af Peak Elev=327.26' Storage=6,272 cf Inflow=3.77 cfs 0.588 afPond 8P: SMA#3 Outflow=3.44 cfs 0.588 af Peak Elev=345.44' Storage=2,335 cf Inflow=2.14 cfs 0.157 afPond 9P: SMA#4 Outflow=2.03 cfs 0.157 af Peak Elev=325.25' Storage=9,735 cf Inflow=4.02 cfs 0.439 afPond 10P: SMA#5 Outflow=3.21 cfs 0.439 af Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 89HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Inflow=71.08 cfs 11.734 afLink OFF1: Offsite Flows Primary=71.08 cfs 11.734 af Inflow=53.74 cfs 6.441 afLink OFF2: Offsite Flows Primary=53.74 cfs 6.441 af Total Runoff Area = 78.584 ac Runoff Volume = 18.786 af Average Runoff Depth = 2.87" 98.65% Pervious = 77.523 ac 1.35% Impervious = 1.061 ac Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 90HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Offsite Area Runoff = 10.47 cfs @ 12.22 hrs, Volume= 0.966 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 133,483 77 Woods, Good, HSG D 48,522 78 Meadow, non-grazed, HSG D 182,005 77 Weighted Average 182,005 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=182,005 sf Runoff Volume=0.966 af Runoff Depth=2.77" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 10.47 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 91HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Entrance Road Runoff = 4.02 cfs @ 12.32 hrs, Volume= 0.439 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 56,201 78 Meadow, non-grazed, HSG D * 14,569 98 Entrance Road 70,770 82 Weighted Average 56,201 79.41% Pervious Area 14,569 20.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 100 0.0200 0.07 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 12.2 960 0.0350 1.31 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 36.3 1,060 Total Subcatchment S10: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=70,770 sf Runoff Volume=0.439 af Runoff Depth=3.24" Flow Length=1,060' Tc=36.3 min CN=82 4.02 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 92HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Entrance Road Runoff = 0.80 cfs @ 12.05 hrs, Volume= 0.052 af, Depth= 3.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description * 3,750 98 Entrance Road 3,101 78 Meadow, non-grazed, HSG D 6,851 89 Weighted Average 3,101 45.26% Pervious Area 3,750 54.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0200 0.15 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 2.55" 2.9 340 0.0800 1.98 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 13.9 440 Total Subcatchment S11: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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 50-YR Rainfall=5.18" Runoff Area=6,851 sf Runoff Volume=0.052 af Runoff Depth=3.94" Flow Length=440' Tc=13.9 min CN=89 0.80 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 93HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Offsite Area Runoff = 7.22 cfs @ 12.25 hrs, Volume= 0.695 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 96,640 77 Woods, Good, HSG D 34,271 78 Meadow, non-grazed, HSG D 130,911 77 Weighted Average 130,911 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheets Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=130,911 sf Runoff Volume=0.695 af Runoff Depth=2.77" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 7.22 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 94HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Offsite Flows Runoff = 9.50 cfs @ 12.16 hrs, Volume= 0.777 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description * 72 98 Equipment Pad 17,922 78 Meadow, non-grazed, HSG D 128,489 77 Woods, Good, HSG D 146,483 77 Weighted Average 146,411 99.95% Pervious Area 72 0.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: Offsite Flows Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=146,483 sf Runoff Volume=0.777 af Runoff Depth=2.77" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 9.50 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 95HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Access Road #1 Runoff = 62.90 cfs @ 12.40 hrs, Volume= 7.705 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description * 6,516 98 Entrance Road 1,154,358 78 Meadow, non-grazed, HSG D 244,772 77 Woods, Good, HSG D 1,405,646 78 Weighted Average 1,399,130 99.54% Pervious Area 6,516 0.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 100 0.0050 0.06 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 3.4 100 0.0050 0.49 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 11.6 875 0.0320 1.25 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 42.8 1,075 Total Subcatchment S4: Access Road #1 Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=1,405,646 sf Runoff Volume=7.705 af Runoff Depth=2.87" Flow Length=1,075' Tc=42.8 min CN=78 62.90 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 96HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Offsite Areas Runoff = 53.74 cfs @ 12.38 hrs, Volume= 6.441 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 723,463 78 Meadow, non-grazed, HSG D 451,590 77 Woods, Good, HSG D 1,175,053 78 Weighted Average 1,175,053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0100 0.08 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 20.2 1,250 0.0217 1.03 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 41.3 1,350 Total Subcatchment S5: Offsite Areas Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=1,175,053 sf Runoff Volume=6.441 af Runoff Depth=2.87" Flow Length=1,350' Tc=41.3 min CN=78 53.74 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 97HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Entrance Road Runoff = 8.48 cfs @ 12.35 hrs, Volume= 0.967 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description 41,674 78 Meadow, non-grazed, HSG D 140,438 77 Woods, Good, HSG D 182,112 77 Weighted Average 182,112 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.7 100 0.0100 0.05 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 6.8 250 0.0150 0.61 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 38.5 350 Total Subcatchment S6: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=182,112 sf Runoff Volume=0.967 af Runoff Depth=2.77" Flow Length=350' Tc=38.5 min CN=77 8.48 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 98HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Entrance Road Runoff = 1.91 cfs @ 12.44 hrs, Volume= 0.244 af, Depth= 2.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description * 3,532 98 Entrance Road 19,452 78 Meadow, non-grazed, HSG D 20,217 77 Woods, Good, HSG D 43,201 79 Weighted Average 39,669 91.82% Pervious Area 3,532 8.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.9 100 0.0050 0.04 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 0.1 17 0.0312 3.59 Shallow Concentrated Flow, Shallow Paved Kv= 20.3 fps 2.4 100 0.0100 0.70 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 45.6 317 Total Subcatchment S7: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=43,201 sf Runoff Volume=0.244 af Runoff Depth=2.96" Flow Length=317' Tc=45.6 min CN=79 1.91 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 99HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Entrance Road Runoff = 3.76 cfs @ 12.21 hrs, Volume= 0.344 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description * 11,067 98 Entrance Road 44,409 78 Meadow, non-grazed, HSG D 55,476 82 Weighted Average 44,409 80.05% Pervious Area 11,067 19.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 9.8 600 0.0214 1.02 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 27.7 700 Total Subcatchment S8: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=55,476 sf Runoff Volume=0.344 af Runoff Depth=3.24" Flow Length=700' Tc=27.7 min CN=82 3.76 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 100HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Entrance Road Runoff = 2.14 cfs @ 12.11 hrs, Volume= 0.157 af, Depth= 3.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YR Rainfall=5.18" Area (sf) CN Description * 6,716 98 Entrance Road 17,881 78 Meadow, non-grazed, HSG D 24,597 83 Weighted Average 17,881 72.70% Pervious Area 6,716 27.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 18.9 150 Total Subcatchment S9: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 50-YR Rainfall=5.18" Runoff Area=24,597 sf Runoff Volume=0.157 af Runoff Depth=3.34" Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 2.14 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 101HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 7.701 ac, 1.14% Impervious, Inflow Depth = 2.63" for 50-YR event Inflow = 11.34 cfs @ 12.23 hrs, Volume= 1.687 af Outflow = 6.02 cfs @ 13.23 hrs, Volume= 1.687 af, Atten= 47%, Lag= 59.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.89 fps, Min. Travel Time= 30.7 min Avg. Velocity = 0.12 fps, Avg. Travel Time= 237.3 min Peak Storage= 11,118 cf @ 12.71 hrs Average Depth at Peak Storage= 0.21' , Surface Width= 48.51' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 39.81 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.035 High grass Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.701 ac Avg. Flow Depth=0.21' Max Vel=0.89 fps n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs 11.34 cfs 6.02 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 102HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale [79] Warning: Submerged Pond 7P Primary device # 2 OUTLET by 0.27' Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 2.96" for 50-YR event Inflow = 1.90 cfs @ 12.47 hrs, Volume= 0.244 af Outflow = 1.78 cfs @ 12.69 hrs, Volume= 0.244 af, Atten= 6%, Lag= 13.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 1.96 fps, Min. Travel Time= 6.2 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 30.6 min Peak Storage= 659 cf @ 12.59 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 5.08' Bank-Full Depth= 1.50' Flow Area= 12.0 sf, Capacity= 72.56 cfs 12.00' x 1.50' deep Parabolic Channel, n= 0.035 Earth, dense weeds Length= 725.0' Slope= 0.0214 '/' Inlet Invert= 342.00', Outlet Invert= 326.50' Reach 2R: Swale Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.992 ac Avg. Flow Depth=0.27' Max Vel=1.96 fps n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs 1.90 cfs 1.78 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 103HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 4.178 ac, 0.00% Impervious, Inflow Depth = 2.77" for 50-YR event Inflow = 10.47 cfs @ 12.22 hrs, Volume= 0.966 af Outflow = 7.31 cfs @ 12.42 hrs, Volume= 0.966 af, Atten= 30%, Lag= 11.7 min Primary = 7.31 cfs @ 12.42 hrs, Volume= 0.966 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.58' @ 12.42 hrs Surf.Area= 7,655 sf Storage= 7,934 cf Plug-Flow detention time= 27.9 min calculated for 0.966 af (100% of inflow) Center-of-Mass det. time= 26.9 min ( 872.3 - 845.4 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Primary 343.00'12.0" Round Culvert X 2.00 L= 76.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.00' S= 0.0132 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=7.23 cfs @ 12.42 hrs HW=344.58' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.03 cfs @ 0.66 fps) 2=Culvert (Inlet Controls 6.20 cfs @ 3.95 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.178 ac Peak Elev=344.58' Storage=7,934 cf 10.47 cfs 7.31 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 104HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.005 ac, 0.00% Impervious, Inflow Depth = 2.77" for 50-YR event Inflow = 7.22 cfs @ 12.25 hrs, Volume= 0.695 af Outflow = 2.46 cfs @ 12.71 hrs, Volume= 0.600 af, Atten= 66%, Lag= 27.8 min Primary = 2.46 cfs @ 12.71 hrs, Volume= 0.600 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 346.18' @ 12.71 hrs Surf.Area= 10,831 sf Storage= 12,130 cf Plug-Flow detention time= 156.0 min calculated for 0.600 af (86% of inflow) Center-of-Mass det. time= 90.3 min ( 937.4 - 847.1 ) Volume Invert Avail.Storage Storage Description #1 343.00' 24,881 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 347.00 20,790 811.0 14,537 24,881 52,415 Device Routing Invert Outlet Devices #1 Primary 346.25'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Primary 345.00'12.0" Round CMP_Round 12" L= 74.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.00' / 344.25' S= 0.0101 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=2.46 cfs @ 12.71 hrs HW=346.18' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=CMP_Round 12" (Inlet Controls 2.46 cfs @ 3.13 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.005 ac Peak Elev=346.18' Storage=12,130 cf 7.22 cfs 2.46 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 105HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.363 ac, 0.05% Impervious, Inflow Depth = 2.77" for 50-YR event Inflow = 9.50 cfs @ 12.16 hrs, Volume= 0.777 af Outflow = 9.15 cfs @ 12.22 hrs, Volume= 0.710 af, Atten= 4%, Lag= 3.4 min Primary = 9.15 cfs @ 12.22 hrs, Volume= 0.710 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 335.01' @ 12.22 hrs Surf.Area= 6,162 sf Storage= 7,150 cf Plug-Flow detention time= 81.2 min calculated for 0.710 af (91% of inflow) Center-of-Mass det. time= 36.1 min ( 876.9 - 840.8 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=8.90 cfs @ 12.22 hrs HW=335.00' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.68 cfs @ 3.41 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 6.22 cfs @ 1.21 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.363 ac Peak Elev=335.01' Storage=7,150 cf 9.50 cfs 9.15 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 106HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 2.82" for 50-YR event Inflow = 78.64 cfs @ 12.42 hrs, Volume= 12.142 af Outflow = 71.08 cfs @ 12.56 hrs, Volume= 11.734 af, Atten= 10%, Lag= 8.5 min Primary = 71.08 cfs @ 12.56 hrs, Volume= 11.734 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.42' @ 12.56 hrs Surf.Area= 63,500 sf Storage= 55,034 cf Plug-Flow detention time= 66.2 min calculated for 11.734 af (97% of inflow) Center-of-Mass det. time= 21.1 min ( 939.0 - 917.9 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=70.96 cfs @ 12.56 hrs HW=321.42' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 70.96 cfs @ 2.57 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.608 ac Peak Elev=321.42' Storage=55,034 cf 78.64 cfs 71.08 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 107HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5P: Offsite Flow Diversion Area Inflow Area = 4.181 ac, 0.00% Impervious, Inflow Depth = 2.77" for 50-YR event Inflow = 8.48 cfs @ 12.35 hrs, Volume= 0.967 af Outflow = 3.54 cfs @ 12.84 hrs, Volume= 0.925 af, Atten= 58%, Lag= 29.3 min Primary = 3.54 cfs @ 12.84 hrs, Volume= 0.925 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.40' @ 12.84 hrs Surf.Area= 8,726 sf Storage= 14,113 cf Plug-Flow detention time= 97.1 min calculated for 0.925 af (96% of inflow) Center-of-Mass det. time= 72.1 min ( 927.2 - 855.1 ) Volume Invert Avail.Storage Storage Description #1 342.00' 19,649 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 3,127 307.0 0 0 3,127 344.00 7,978 519.0 10,733 10,733 17,086 345.00 9,887 551.0 8,915 19,649 19,863 Device Routing Invert Outlet Devices #1 Primary 342.50'12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 344.50'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.54 cfs @ 12.84 hrs HW=344.40' (Free Discharge) 1=Culvert (Inlet Controls 3.54 cfs @ 4.50 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Offsite Flow Diversion Area Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=4.181 ac Peak Elev=344.40' Storage=14,113 cf 8.48 cfs 3.54 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 108HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: SMA#1 Inflow Area = 0.157 ac, 54.74% Impervious, Inflow Depth = 3.94" for 50-YR event Inflow = 0.80 cfs @ 12.05 hrs, Volume= 0.052 af Outflow = 0.78 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 2%, Lag= 0.9 min Primary = 0.78 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 336.50' Surf.Area= 109 sf Storage= 38 cf Peak Elev= 338.35' @ 12.07 hrs Surf.Area= 557 sf Storage= 604 cf (566 cf above start) Plug-Flow detention time= 579.7 min calculated for 0.051 af (98% of inflow) Center-of-Mass det. time= 555.2 min ( 1,352.5 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 336.00' 1,038 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 336.00 47 38.0 0 0 47 338.00 450 92.0 428 428 621 339.00 785 121.0 610 1,038 1,124 Device Routing Invert Outlet Devices #1 Device 2 336.50'0.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 336.50'8.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 336.50' / 336.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 338.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.76 cfs @ 12.07 hrs HW=338.35' (Free Discharge) 2=Culvert (Passes 0.00 cfs of 1.43 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.00 cfs @ 6.53 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.76 cfs @ 0.77 fps) Pond 6P: SMA#1 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)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=0.157 ac Peak Elev=338.35' Storage=604 cf 0.80 cfs 0.78 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 109HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: SMA#2 Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 2.96" for 50-YR event Inflow = 1.91 cfs @ 12.44 hrs, Volume= 0.244 af Outflow = 1.90 cfs @ 12.47 hrs, Volume= 0.244 af, Atten= 0%, Lag= 2.0 min Primary = 1.90 cfs @ 12.47 hrs, Volume= 0.244 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 342.50' Surf.Area= 964 sf Storage= 436 cf Peak Elev= 344.03' @ 12.47 hrs Surf.Area= 1,631 sf Storage= 2,401 cf (1,965 cf above start) Plug-Flow detention time= 369.3 min calculated for 0.234 af (96% of inflow) Center-of-Mass det. time= 325.8 min ( 1,182.4 - 856.5 ) Volume Invert Avail.Storage Storage Description #1 342.00' 4,211 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 784 109.0 0 0 784 344.00 1,616 157.0 2,350 2,350 1,834 345.00 2,117 176.0 1,861 4,211 2,365 Device Routing Invert Outlet Devices #1 Device 2 342.50'0.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 342.50'8.0" Round Culvert L= 70.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0071 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 343.85'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.89 cfs @ 12.47 hrs HW=344.03' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.45 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.90 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.87 cfs @ 1.04 fps) Pond 7P: SMA#2 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.992 ac Peak Elev=344.03' Storage=2,401 cf 1.91 cfs 1.90 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 110HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SMA#3 [62] Hint: Exceeded Reach 2R OUTLET depth by 0.72' @ 12.25 hrs Inflow Area = 2.265 ac, 14.79% Impervious, Inflow Depth = 3.12" for 50-YR event Inflow = 3.77 cfs @ 12.21 hrs, Volume= 0.588 af Outflow = 3.44 cfs @ 12.31 hrs, Volume= 0.588 af, Atten= 9%, Lag= 5.9 min Primary = 3.44 cfs @ 12.31 hrs, Volume= 0.588 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 325.50' Surf.Area= 1,740 sf Storage= 2,067 cf Peak Elev= 327.26' @ 12.31 hrs Surf.Area= 3,209 sf Storage= 6,272 cf (4,204 cf above start) Plug-Flow detention time= 389.3 min calculated for 0.541 af (92% of inflow) Center-of-Mass det. time= 211.5 min ( 1,197.2 - 985.7 ) Volume Invert Avail.Storage Storage Description #1 324.00' 8,934 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 1,046 142.0 0 0 1,046 326.00 2,010 180.0 3,004 3,004 2,072 328.00 4,037 362.0 5,930 8,934 9,940 Device Routing Invert Outlet Devices #1 Device 3 325.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 327.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 325.50'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 325.50' / 325.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=3.39 cfs @ 12.31 hrs HW=327.26' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.32 cfs @ 1.27 fps) 3=Culvert (Passes 0.08 cfs of 1.59 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.28 fps) Pond 8P: SMA#3 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=2.265 ac Peak Elev=327.26' Storage=6,272 cf 3.77 cfs 3.44 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 111HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: SMA#4 Inflow Area = 0.565 ac, 27.30% Impervious, Inflow Depth = 3.34" for 50-YR event Inflow = 2.14 cfs @ 12.11 hrs, Volume= 0.157 af Outflow = 2.03 cfs @ 12.16 hrs, Volume= 0.157 af, Atten= 5%, Lag= 3.2 min Primary = 2.03 cfs @ 12.16 hrs, Volume= 0.157 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 344.50' Surf.Area= 1,402 sf Storage= 599 cf Peak Elev= 345.44' @ 12.16 hrs Surf.Area= 2,333 sf Storage= 2,335 cf (1,736 cf above start) Plug-Flow detention time= 448.3 min calculated for 0.143 af (91% of inflow) Center-of-Mass det. time= 359.3 min ( 1,180.2 - 820.9 ) Volume Invert Avail.Storage Storage Description #1 344.00' 3,825 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 344.00 1,003 187.0 0 0 1,003 346.00 3,000 470.0 3,825 3,825 15,813 Device Routing Invert Outlet Devices #1 Device 2 344.50'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 343.00'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.50' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 345.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.00 cfs @ 12.16 hrs HW=345.44' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.92 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 4.58 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.98 cfs @ 1.06 fps) Pond 9P: SMA#4 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.565 ac Peak Elev=345.44' Storage=2,335 cf 2.14 cfs 2.03 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 112HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: SMA#5 Inflow Area = 1.625 ac, 20.59% Impervious, Inflow Depth = 3.24" for 50-YR event Inflow = 4.02 cfs @ 12.32 hrs, Volume= 0.439 af Outflow = 3.21 cfs @ 12.51 hrs, Volume= 0.439 af, Atten= 20%, Lag= 11.8 min Primary = 3.21 cfs @ 12.51 hrs, Volume= 0.439 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 323.50' Surf.Area= 2,801 sf Storage= 3,289 cf Peak Elev= 325.25' @ 12.51 hrs Surf.Area= 4,669 sf Storage= 9,735 cf (6,447 cf above start) Plug-Flow detention time= 645.4 min calculated for 0.363 af (83% of inflow) Center-of-Mass det. time= 457.2 min ( 1,297.0 - 839.9 ) Volume Invert Avail.Storage Storage Description #1 322.00' 13,586 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.00 1,636 250.0 0 0 1,636 324.00 3,258 290.0 4,802 4,802 3,438 326.00 5,634 481.0 8,784 13,586 15,182 Device Routing Invert Outlet Devices #1 Device 3 323.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 325.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 323.50'8.0" Round Culvert L= 28.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.50' / 323.25' S= 0.0089 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=3.17 cfs @ 12.51 hrs HW=325.25' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.09 cfs @ 1.24 fps) 3=Culvert (Passes 0.08 cfs of 1.58 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.25 fps) Pond 10P: SMA#5 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=1.625 ac Peak Elev=325.25' Storage=9,735 cf 4.02 cfs 3.21 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 113HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 2.73" for 50-YR event Inflow = 71.08 cfs @ 12.56 hrs, Volume= 11.734 af Primary = 71.08 cfs @ 12.56 hrs, Volume= 11.734 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.608 ac 71.08 cfs 71.08 cfs Type II 24-hr 50-YR Rainfall=5.18"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 114HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 26.976 ac, 0.00% Impervious, Inflow Depth = 2.87" for 50-YR event Inflow = 53.74 cfs @ 12.38 hrs, Volume= 6.441 af Primary = 53.74 cfs @ 12.38 hrs, Volume= 6.441 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=26.976 ac 53.74 cfs 53.74 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 115HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=182,005 sf 0.00% Impervious Runoff Depth=3.52"Subcatchment S1: Offsite Area Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 Runoff=13.32 cfs 1.227 af Runoff Area=70,770 sf 20.59% Impervious Runoff Depth=4.03"Subcatchment S10: Entrance Road Flow Length=1,060' Tc=36.3 min CN=82 Runoff=4.99 cfs 0.546 af Runoff Area=6,851 sf 54.74% Impervious Runoff Depth=4.78"Subcatchment S11: Entrance Road Flow Length=440' Tc=13.9 min CN=89 Runoff=0.96 cfs 0.063 af Runoff Area=130,911 sf 0.00% Impervious Runoff Depth=3.52"Subcatchment S2: Offsite Area Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 Runoff=9.18 cfs 0.882 af Runoff Area=146,483 sf 0.05% Impervious Runoff Depth=3.52"Subcatchment S3: Offsite Flows Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 Runoff=12.07 cfs 0.987 af Runoff Area=1,405,646 sf 0.46% Impervious Runoff Depth=3.62"Subcatchment S4: Access Road #1 Flow Length=1,075' Tc=42.8 min CN=78 Runoff=79.75 cfs 9.743 af Runoff Area=1,175,053 sf 0.00% Impervious Runoff Depth=3.62"Subcatchment S5: Offsite Areas Flow Length=1,350' Tc=41.3 min CN=78 Runoff=68.14 cfs 8.145 af Runoff Area=182,112 sf 0.00% Impervious Runoff Depth=3.52"Subcatchment S6: Entrance Road Flow Length=350' Tc=38.5 min CN=77 Runoff=10.80 cfs 1.227 af Runoff Area=43,201 sf 8.18% Impervious Runoff Depth=3.72"Subcatchment S7: Entrance Road Flow Length=317' Tc=45.6 min CN=79 Runoff=2.41 cfs 0.308 af Runoff Area=55,476 sf 19.95% Impervious Runoff Depth=4.03"Subcatchment S8: Entrance Road Flow Length=700' Tc=27.7 min CN=82 Runoff=4.66 cfs 0.428 af Runoff Area=24,597 sf 27.30% Impervious Runoff Depth=4.14"Subcatchment S9: Entrance Road Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 Runoff=2.64 cfs 0.195 af Avg. Flow Depth=0.25' Max Vel=1.00 fps Inflow=14.68 cfs 2.168 afReach 1R: Overland Flow n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs Outflow=8.91 cfs 2.168 af Avg. Flow Depth=0.30' Max Vel=2.13 fps Inflow=2.40 cfs 0.308 afReach 2R: Swale n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs Outflow=2.32 cfs 0.308 af Peak Elev=344.71' Storage=8,979 cf Inflow=13.32 cfs 1.227 afPond 1P: Low Point Near Fence Outflow=11.23 cfs 1.227 af Peak Elev=346.37' Storage=14,359 cf Inflow=9.18 cfs 0.882 afPond 2P: Low Point Near Fence Outflow=4.77 cfs 0.788 af Peak Elev=335.06' Storage=7,480 cf Inflow=12.07 cfs 0.987 afPond 3P: Existing Pond on Site Outflow=11.79 cfs 0.920 af Peak Elev=321.60' Storage=67,636 cf Inflow=103.94 cfs 15.402 afPond 4P: Low Point Near Wetlands Outflow=93.19 cfs 14.994 af Peak Elev=344.71' Storage=16,890 cf Inflow=10.80 cfs 1.227 afPond 5P: Offsite Flow Diversion Area Outflow=6.31 cfs 1.186 af Peak Elev=338.36' Storage=612 cf Inflow=0.96 cfs 0.063 afPond 6P: SMA#1 Outflow=0.95 cfs 0.063 af Peak Elev=344.06' Storage=2,450 cf Inflow=2.41 cfs 0.308 afPond 7P: SMA#2 Outflow=2.40 cfs 0.308 af Peak Elev=327.31' Storage=6,436 cf Inflow=4.68 cfs 0.736 afPond 8P: SMA#3 Outflow=4.52 cfs 0.736 af Peak Elev=345.47' Storage=2,406 cf Inflow=2.64 cfs 0.195 afPond 9P: SMA#4 Outflow=2.55 cfs 0.195 af Peak Elev=325.31' Storage=10,034 cf Inflow=4.99 cfs 0.546 afPond 10P: SMA#5 Outflow=4.53 cfs 0.546 af Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 116HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Inflow=93.19 cfs 14.994 afLink OFF1: Offsite Flows Primary=93.19 cfs 14.994 af Inflow=68.14 cfs 8.145 afLink OFF2: Offsite Flows Primary=68.14 cfs 8.145 af Total Runoff Area = 78.584 ac Runoff Volume = 23.750 af Average Runoff Depth = 3.63" 98.65% Pervious = 77.523 ac 1.35% Impervious = 1.061 ac Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 117HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Offsite Area Runoff = 13.32 cfs @ 12.22 hrs, Volume= 1.227 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 133,483 77 Woods, Good, HSG D 48,522 78 Meadow, non-grazed, HSG D 182,005 77 Weighted Average 182,005 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 28.0 150 Total Subcatchment S1: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=182,005 sf Runoff Volume=1.227 af Runoff Depth=3.52" Flow Length=150' Slope=0.0150 '/' Tc=28.0 min CN=77 13.32 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 118HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Entrance Road Runoff = 4.99 cfs @ 12.31 hrs, Volume= 0.546 af, Depth= 4.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 56,201 78 Meadow, non-grazed, HSG D * 14,569 98 Entrance Road 70,770 82 Weighted Average 56,201 79.41% Pervious Area 14,569 20.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 100 0.0200 0.07 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 12.2 960 0.0350 1.31 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 36.3 1,060 Total Subcatchment S10: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=70,770 sf Runoff Volume=0.546 af Runoff Depth=4.03" Flow Length=1,060' Tc=36.3 min CN=82 4.99 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 119HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Entrance Road Runoff = 0.96 cfs @ 12.05 hrs, Volume= 0.063 af, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description * 3,750 98 Entrance Road 3,101 78 Meadow, non-grazed, HSG D 6,851 89 Weighted Average 3,101 45.26% Pervious Area 3,750 54.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0200 0.15 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 2.55" 2.9 340 0.0800 1.98 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 13.9 440 Total Subcatchment S11: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=6,851 sf Runoff Volume=0.063 af Runoff Depth=4.78" Flow Length=440' Tc=13.9 min CN=89 0.96 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 120HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Offsite Area Runoff = 9.18 cfs @ 12.24 hrs, Volume= 0.882 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 96,640 77 Woods, Good, HSG D 34,271 78 Meadow, non-grazed, HSG D 130,911 77 Weighted Average 130,911 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 100 0.0150 0.06 Sheet Flow, Sheets Woods: Light underbrush n= 0.400 P2= 2.55" 2.9 150 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 29.9 250 Total Subcatchment S2: Offsite Area Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=130,911 sf Runoff Volume=0.882 af Runoff Depth=3.52" Flow Length=250' Slope=0.0150 '/' Tc=29.9 min CN=77 9.18 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 121HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Offsite Flows Runoff = 12.07 cfs @ 12.16 hrs, Volume= 0.987 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description * 72 98 Equipment Pad 17,922 78 Meadow, non-grazed, HSG D 128,489 77 Woods, Good, HSG D 146,483 77 Weighted Average 146,411 99.95% Pervious Area 72 0.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 100 0.0430 0.09 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 5.4 335 0.0430 1.04 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 23.1 435 Total Subcatchment S3: Offsite Flows Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=146,483 sf Runoff Volume=0.987 af Runoff Depth=3.52" Flow Length=435' Slope=0.0430 '/' Tc=23.1 min CN=77 12.07 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 122HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Access Road #1 Runoff = 79.75 cfs @ 12.40 hrs, Volume= 9.743 af, Depth= 3.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description * 6,516 98 Entrance Road 1,154,358 78 Meadow, non-grazed, HSG D 244,772 77 Woods, Good, HSG D 1,405,646 78 Weighted Average 1,399,130 99.54% Pervious Area 6,516 0.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 100 0.0050 0.06 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 3.4 100 0.0050 0.49 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 11.6 875 0.0320 1.25 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 42.8 1,075 Total Subcatchment S4: Access Road #1 Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=1,405,646 sf Runoff Volume=9.743 af Runoff Depth=3.62" Flow Length=1,075' Tc=42.8 min CN=78 79.75 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 123HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Offsite Areas Runoff = 68.14 cfs @ 12.38 hrs, Volume= 8.145 af, Depth= 3.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 723,463 78 Meadow, non-grazed, HSG D 451,590 77 Woods, Good, HSG D 1,175,053 78 Weighted Average 1,175,053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 100 0.0100 0.08 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 20.2 1,250 0.0217 1.03 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 41.3 1,350 Total Subcatchment S5: Offsite Areas Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=1,175,053 sf Runoff Volume=8.145 af Runoff Depth=3.62" Flow Length=1,350' Tc=41.3 min CN=78 68.14 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 124HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Entrance Road Runoff = 10.80 cfs @ 12.35 hrs, Volume= 1.227 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description 41,674 78 Meadow, non-grazed, HSG D 140,438 77 Woods, Good, HSG D 182,112 77 Weighted Average 182,112 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.7 100 0.0100 0.05 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 6.8 250 0.0150 0.61 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 38.5 350 Total Subcatchment S6: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=182,112 sf Runoff Volume=1.227 af Runoff Depth=3.52" Flow Length=350' Tc=38.5 min CN=77 10.80 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 125HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Entrance Road Runoff = 2.41 cfs @ 12.43 hrs, Volume= 0.308 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description * 3,532 98 Entrance Road 19,452 78 Meadow, non-grazed, HSG D 20,217 77 Woods, Good, HSG D 43,201 79 Weighted Average 39,669 91.82% Pervious Area 3,532 8.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.9 100 0.0050 0.04 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 2.55" 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 0.1 17 0.0312 3.59 Shallow Concentrated Flow, Shallow Paved Kv= 20.3 fps 2.4 100 0.0100 0.70 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 45.6 317 Total Subcatchment S7: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=43,201 sf Runoff Volume=0.308 af Runoff Depth=3.72" Flow Length=317' Tc=45.6 min CN=79 2.41 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 126HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Entrance Road Runoff = 4.66 cfs @ 12.21 hrs, Volume= 0.428 af, Depth= 4.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description * 11,067 98 Entrance Road 44,409 78 Meadow, non-grazed, HSG D 55,476 82 Weighted Average 44,409 80.05% Pervious Area 11,067 19.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 9.8 600 0.0214 1.02 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fps 27.7 700 Total Subcatchment S8: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=55,476 sf Runoff Volume=0.428 af Runoff Depth=4.03" Flow Length=700' Tc=27.7 min CN=82 4.66 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 127HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Entrance Road Runoff = 2.64 cfs @ 12.11 hrs, Volume= 0.195 af, Depth= 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.05" Area (sf) CN Description * 6,716 98 Entrance Road 17,881 78 Meadow, non-grazed, HSG D 24,597 83 Weighted Average 17,881 72.70% Pervious Area 6,716 27.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 100 0.0150 0.09 Sheet Flow, Sheet Grass: Dense n= 0.240 P2= 2.55" 1.0 50 0.0150 0.86 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 18.9 150 Total Subcatchment S9: Entrance Road Runoff Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=6.05" Runoff Area=24,597 sf Runoff Volume=0.195 af Runoff Depth=4.14" Flow Length=150' Slope=0.0150 '/' Tc=18.9 min CN=83 2.64 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 128HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Overland Flow Inflow Area = 7.701 ac, 1.14% Impervious, Inflow Depth = 3.38" for 100-YR event Inflow = 14.68 cfs @ 12.21 hrs, Volume= 2.168 af Outflow = 8.91 cfs @ 13.20 hrs, Volume= 2.168 af, Atten= 39%, Lag= 59.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 1.00 fps, Min. Travel Time= 27.3 min Avg. Velocity = 0.12 fps, Avg. Travel Time= 231.2 min Peak Storage= 14,578 cf @ 12.75 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 53.10' Bank-Full Depth= 0.50' Flow Area= 25.0 sf, Capacity= 39.81 cfs 75.00' x 0.50' deep Parabolic Channel, n= 0.035 High grass Length= 1,643.0' Slope= 0.0061 '/' Inlet Invert= 332.00', Outlet Invert= 322.00' ‡ Reach 1R: Overland Flow Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.701 ac Avg. Flow Depth=0.25' Max Vel=1.00 fps n=0.035 L=1,643.0' S=0.0061 '/' Capacity=39.81 cfs 14.68 cfs 8.91 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 129HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale [79] Warning: Submerged Pond 7P Primary device # 2 OUTLET by 0.30' Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 3.72" for 100-YR event Inflow = 2.40 cfs @ 12.46 hrs, Volume= 0.308 af Outflow = 2.32 cfs @ 12.64 hrs, Volume= 0.308 af, Atten= 3%, Lag= 10.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 2.13 fps, Min. Travel Time= 5.7 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 30.1 min Peak Storage= 792 cf @ 12.55 hrs Average Depth at Peak Storage= 0.30' , Surface Width= 5.40' Bank-Full Depth= 1.50' Flow Area= 12.0 sf, Capacity= 72.56 cfs 12.00' x 1.50' deep Parabolic Channel, n= 0.035 Earth, dense weeds Length= 725.0' Slope= 0.0214 '/' Inlet Invert= 342.00', Outlet Invert= 326.50' Reach 2R: Swale Inflow Outflow Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.992 ac Avg. Flow Depth=0.30' Max Vel=2.13 fps n=0.035 L=725.0' S=0.0214 '/' Capacity=72.56 cfs 2.40 cfs 2.32 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 130HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Low Point Near Fence Inflow Area = 4.178 ac, 0.00% Impervious, Inflow Depth = 3.52" for 100-YR event Inflow = 13.32 cfs @ 12.22 hrs, Volume= 1.227 af Outflow = 11.23 cfs @ 12.35 hrs, Volume= 1.227 af, Atten= 16%, Lag= 7.9 min Primary = 11.23 cfs @ 12.35 hrs, Volume= 1.227 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.71' @ 12.35 hrs Surf.Area= 8,250 sf Storage= 8,979 cf Plug-Flow detention time= 24.2 min calculated for 1.226 af (100% of inflow) Center-of-Mass det. time= 24.6 min ( 863.1 - 838.6 ) Volume Invert Avail.Storage Storage Description #1 343.00' 11,535 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 3,175 208.0 0 0 3,175 344.00 5,288 224.0 4,187 4,187 3,766 345.00 9,622 410.0 7,348 11,535 13,155 Device Routing Invert Outlet Devices #1 Primary 344.50'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Primary 343.00'12.0" Round Culvert X 2.00 L= 76.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.00' S= 0.0132 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=11.21 cfs @ 12.35 hrs HW=344.71' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.63 cfs @ 1.09 fps) 2=Culvert (Inlet Controls 6.58 cfs @ 4.19 fps) Pond 1P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.178 ac Peak Elev=344.71' Storage=8,979 cf 13.32 cfs 11.23 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 131HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Low Point Near Fence Inflow Area = 3.005 ac, 0.00% Impervious, Inflow Depth = 3.52" for 100-YR event Inflow = 9.18 cfs @ 12.24 hrs, Volume= 0.882 af Outflow = 4.77 cfs @ 12.55 hrs, Volume= 0.788 af, Atten= 48%, Lag= 18.3 min Primary = 4.77 cfs @ 12.55 hrs, Volume= 0.788 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 346.37' @ 12.55 hrs Surf.Area= 12,836 sf Storage= 14,359 cf Plug-Flow detention time= 134.1 min calculated for 0.787 af (89% of inflow) Center-of-Mass det. time= 80.7 min ( 921.0 - 840.3 ) Volume Invert Avail.Storage Storage Description #1 343.00' 24,881 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 635 94.0 0 0 635 344.00 2,037 191.0 1,270 1,270 2,840 345.00 3,752 348.0 2,851 4,121 9,579 346.00 9,081 792.0 6,223 10,344 49,862 347.00 20,790 811.0 14,537 24,881 52,415 Device Routing Invert Outlet Devices #1 Primary 346.25'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Primary 345.00'12.0" Round CMP_Round 12" L= 74.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.00' / 344.25' S= 0.0101 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=4.75 cfs @ 12.55 hrs HW=346.37' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.97 cfs @ 0.83 fps) 2=CMP_Round 12" (Inlet Controls 2.78 cfs @ 3.54 fps) Pond 2P: Low Point Near Fence Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.005 ac Peak Elev=346.37' Storage=14,359 cf 9.18 cfs 4.77 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 132HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Existing Pond on Site Inflow Area = 3.363 ac, 0.05% Impervious, Inflow Depth = 3.52" for 100-YR event Inflow = 12.07 cfs @ 12.16 hrs, Volume= 0.987 af Outflow = 11.79 cfs @ 12.20 hrs, Volume= 0.920 af, Atten= 2%, Lag= 2.4 min Primary = 11.79 cfs @ 12.20 hrs, Volume= 0.920 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 335.06' @ 12.20 hrs Surf.Area= 6,468 sf Storage= 7,480 cf Plug-Flow detention time= 70.1 min calculated for 0.920 af (93% of inflow) Center-of-Mass det. time= 31.9 min ( 866.0 - 834.0 ) Volume Invert Avail.Storage Storage Description #1 330.00' 16,537 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 330.00 209 74.0 0 0 209 332.00 811 125.0 954 954 1,041 334.00 1,703 171.0 2,459 3,414 2,164 336.00 13,234 430.0 13,123 16,537 14,566 Device Routing Invert Outlet Devices #1 Primary 333.70'12.0" Round CMP_Round 12" L= 21.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 333.70' / 332.30' S= 0.0667 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 334.80'25.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=11.74 cfs @ 12.20 hrs HW=335.06' (Free Discharge) 1=CMP_Round 12" (Inlet Controls 2.77 cfs @ 3.53 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 8.97 cfs @ 1.37 fps) Pond 3P: Existing Pond on Site Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.363 ac Peak Elev=335.06' Storage=7,480 cf 12.07 cfs 11.79 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 133HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Low Point Near Wetlands Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 3.58" for 100-YR event Inflow = 103.94 cfs @ 12.40 hrs, Volume= 15.402 af Outflow = 93.19 cfs @ 12.56 hrs, Volume= 14.994 af, Atten= 10%, Lag= 9.2 min Primary = 93.19 cfs @ 12.56 hrs, Volume= 14.994 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.60' @ 12.56 hrs Surf.Area= 75,289 sf Storage= 67,636 cf Plug-Flow detention time= 53.4 min calculated for 14.990 af (97% of inflow) Center-of-Mass det. time= 19.2 min ( 920.3 - 901.2 ) Volume Invert Avail.Storage Storage Description #1 318.00' 103,277 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.00 882 150.0 0 0 882 319.00 3,866 395.0 2,198 2,198 11,511 320.00 11,092 852.0 7,169 9,367 56,865 321.00 40,095 2,029.0 24,092 33,459 326,711 322.00 104,599 2,574.0 69,818 103,277 526,355 Device Routing Invert Outlet Devices #1 Primary 320.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=93.07 cfs @ 12.56 hrs HW=321.60' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 93.07 cfs @ 2.82 fps) Pond 4P: Low Point Near Wetlands Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.608 ac Peak Elev=321.60' Storage=67,636 cf 103.94 cfs 93.19 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 134HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5P: Offsite Flow Diversion Area Inflow Area = 4.181 ac, 0.00% Impervious, Inflow Depth = 3.52" for 100-YR event Inflow = 10.80 cfs @ 12.35 hrs, Volume= 1.227 af Outflow = 6.31 cfs @ 12.68 hrs, Volume= 1.186 af, Atten= 42%, Lag= 20.1 min Primary = 6.31 cfs @ 12.68 hrs, Volume= 1.186 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 344.71' @ 12.68 hrs Surf.Area= 9,317 sf Storage= 16,890 cf Plug-Flow detention time= 87.3 min calculated for 1.186 af (97% of inflow) Center-of-Mass det. time= 67.0 min ( 915.3 - 848.3 ) Volume Invert Avail.Storage Storage Description #1 342.00' 19,649 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 3,127 307.0 0 0 3,127 344.00 7,978 519.0 10,733 10,733 17,086 345.00 9,887 551.0 8,915 19,649 19,863 Device Routing Invert Outlet Devices #1 Primary 342.50'12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 344.50'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=6.28 cfs @ 12.68 hrs HW=344.71' (Free Discharge) 1=Culvert (Inlet Controls 3.91 cfs @ 4.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.38 cfs @ 1.12 fps) Pond 5P: Offsite Flow Diversion Area Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.181 ac Peak Elev=344.71' Storage=16,890 cf 10.80 cfs 6.31 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 135HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: SMA#1 Inflow Area = 0.157 ac, 54.74% Impervious, Inflow Depth = 4.78" for 100-YR event Inflow = 0.96 cfs @ 12.05 hrs, Volume= 0.063 af Outflow = 0.95 cfs @ 12.07 hrs, Volume= 0.063 af, Atten= 1%, Lag= 0.8 min Primary = 0.95 cfs @ 12.07 hrs, Volume= 0.063 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 336.50' Surf.Area= 109 sf Storage= 38 cf Peak Elev= 338.36' @ 12.07 hrs Surf.Area= 561 sf Storage= 612 cf (574 cf above start) Plug-Flow detention time= 481.3 min calculated for 0.062 af (99% of inflow) Center-of-Mass det. time= 463.3 min ( 1,255.3 - 792.0 ) Volume Invert Avail.Storage Storage Description #1 336.00' 1,038 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 336.00 47 38.0 0 0 47 338.00 450 92.0 428 428 621 339.00 785 121.0 610 1,038 1,124 Device Routing Invert Outlet Devices #1 Device 2 336.50'0.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 336.50'8.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 336.50' / 336.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 338.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.92 cfs @ 12.07 hrs HW=338.36' (Free Discharge) 2=Culvert (Passes 0.00 cfs of 1.43 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.00 cfs @ 6.55 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.92 cfs @ 0.82 fps) Pond 6P: SMA#1 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.157 ac Peak Elev=338.36' Storage=612 cf 0.96 cfs 0.95 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 136HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: SMA#2 Inflow Area = 0.992 ac, 8.18% Impervious, Inflow Depth = 3.72" for 100-YR event Inflow = 2.41 cfs @ 12.43 hrs, Volume= 0.308 af Outflow = 2.40 cfs @ 12.46 hrs, Volume= 0.308 af, Atten= 0%, Lag= 1.9 min Primary = 2.40 cfs @ 12.46 hrs, Volume= 0.308 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 342.50' Surf.Area= 964 sf Storage= 436 cf Peak Elev= 344.06' @ 12.46 hrs Surf.Area= 1,645 sf Storage= 2,450 cf (2,014 cf above start) Plug-Flow detention time= 293.3 min calculated for 0.298 af (97% of inflow) Center-of-Mass det. time= 262.3 min ( 1,112.3 - 850.0 ) Volume Invert Avail.Storage Storage Description #1 342.00' 4,211 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 342.00 784 109.0 0 0 784 344.00 1,616 157.0 2,350 2,350 1,834 345.00 2,117 176.0 1,861 4,211 2,365 Device Routing Invert Outlet Devices #1 Device 2 342.50'0.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 342.50'8.0" Round Culvert L= 70.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.50' / 342.00' S= 0.0071 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 343.85'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.39 cfs @ 12.46 hrs HW=344.06' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.46 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.96 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 2.37 cfs @ 1.12 fps) Pond 7P: SMA#2 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.992 ac Peak Elev=344.06' Storage=2,450 cf 2.41 cfs 2.40 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 137HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SMA#3 [62] Hint: Exceeded Reach 2R OUTLET depth by 0.71' @ 12.20 hrs Inflow Area = 2.265 ac, 14.79% Impervious, Inflow Depth = 3.90" for 100-YR event Inflow = 4.68 cfs @ 12.21 hrs, Volume= 0.736 af Outflow = 4.52 cfs @ 12.28 hrs, Volume= 0.736 af, Atten= 3%, Lag= 3.9 min Primary = 4.52 cfs @ 12.28 hrs, Volume= 0.736 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 325.50' Surf.Area= 1,740 sf Storage= 2,067 cf Peak Elev= 327.31' @ 12.28 hrs Surf.Area= 3,263 sf Storage= 6,436 cf (4,368 cf above start) Plug-Flow detention time= 310.6 min calculated for 0.688 af (94% of inflow) Center-of-Mass det. time= 172.4 min ( 1,125.5 - 953.1 ) Volume Invert Avail.Storage Storage Description #1 324.00' 8,934 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 1,046 142.0 0 0 1,046 326.00 2,010 180.0 3,004 3,004 2,072 328.00 4,037 362.0 5,930 8,934 9,940 Device Routing Invert Outlet Devices #1 Device 3 325.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 327.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 325.50'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 325.50' / 325.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=4.50 cfs @ 12.28 hrs HW=327.31' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 4.43 cfs @ 1.41 fps) 3=Culvert (Passes 0.08 cfs of 1.61 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.37 fps) Pond 8P: SMA#3 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=2.265 ac Peak Elev=327.31' Storage=6,436 cf 4.68 cfs 4.52 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 138HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: SMA#4 Inflow Area = 0.565 ac, 27.30% Impervious, Inflow Depth = 4.14" for 100-YR event Inflow = 2.64 cfs @ 12.11 hrs, Volume= 0.195 af Outflow = 2.55 cfs @ 12.15 hrs, Volume= 0.195 af, Atten= 3%, Lag= 2.4 min Primary = 2.55 cfs @ 12.15 hrs, Volume= 0.195 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 344.50' Surf.Area= 1,402 sf Storage= 599 cf Peak Elev= 345.47' @ 12.15 hrs Surf.Area= 2,367 sf Storage= 2,406 cf (1,807 cf above start) Plug-Flow detention time= 364.6 min calculated for 0.181 af (93% of inflow) Center-of-Mass det. time= 294.7 min ( 1,109.5 - 814.8 ) Volume Invert Avail.Storage Storage Description #1 344.00' 3,825 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 344.00 1,003 187.0 0 0 1,003 346.00 3,000 470.0 3,825 3,825 15,813 Device Routing Invert Outlet Devices #1 Device 2 344.50'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 343.00'8.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 343.00' / 342.50' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #3 Primary 345.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.55 cfs @ 12.15 hrs HW=345.47' (Free Discharge) 2=Culvert (Passes 0.02 cfs of 1.94 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 4.66 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 2.53 cfs @ 1.15 fps) Pond 9P: SMA#4 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.565 ac Peak Elev=345.47' Storage=2,406 cf 2.64 cfs 2.55 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 139HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: SMA#5 Inflow Area = 1.625 ac, 20.59% Impervious, Inflow Depth = 4.03" for 100-YR event Inflow = 4.99 cfs @ 12.31 hrs, Volume= 0.546 af Outflow = 4.53 cfs @ 12.43 hrs, Volume= 0.546 af, Atten= 9%, Lag= 7.3 min Primary = 4.53 cfs @ 12.43 hrs, Volume= 0.546 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 323.50' Surf.Area= 2,801 sf Storage= 3,289 cf Peak Elev= 325.31' @ 12.43 hrs Surf.Area= 4,747 sf Storage= 10,034 cf (6,745 cf above start) Plug-Flow detention time= 512.3 min calculated for 0.470 af (86% of inflow) Center-of-Mass det. time= 373.2 min ( 1,206.8 - 833.6 ) Volume Invert Avail.Storage Storage Description #1 322.00' 13,586 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.00 1,636 250.0 0 0 1,636 324.00 3,258 290.0 4,802 4,802 3,438 326.00 5,634 481.0 8,784 13,586 15,182 Device Routing Invert Outlet Devices #1 Device 3 323.50'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 325.00'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #3 Primary 323.50'8.0" Round Culvert L= 28.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.50' / 323.25' S= 0.0089 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=4.50 cfs @ 12.43 hrs HW=325.31' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 4.42 cfs @ 1.41 fps) 3=Culvert (Passes 0.08 cfs of 1.61 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.37 fps) Pond 10P: SMA#5 Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=1.625 ac Peak Elev=325.31' Storage=10,034 cf 4.99 cfs 4.53 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 140HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF1: Offsite Flows Inflow Area = 51.608 ac, 2.06% Impervious, Inflow Depth = 3.49" for 100-YR event Inflow = 93.19 cfs @ 12.56 hrs, Volume= 14.994 af Primary = 93.19 cfs @ 12.56 hrs, Volume= 14.994 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF1: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.608 ac 93.19 cfs 93.19 cfs Type II 24-hr 100-YR Rainfall=6.05"Postdevelopment Flloyd Bennet North Printed 5/31/2022Prepared by The Environmental Design Partnership, LLP Page 141HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link OFF2: Offsite Flows Inflow Area = 26.976 ac, 0.00% Impervious, Inflow Depth = 3.62" for 100-YR event Inflow = 68.14 cfs @ 12.38 hrs, Volume= 8.145 af Primary = 68.14 cfs @ 12.38 hrs, Volume= 8.145 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Link OFF2: Offsite Flows Inflow Primary Hydrograph Time (hours) 2001901801701601501401301201101009080706050403020100Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=26.976 ac 68.14 cfs 68.14 cfs