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Stormwater Narrative900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER MANAGEMENT NARRATIVE FOOTHILLS ROAD MULTI-FAMILY APARTMENTS TOWN OF QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 JUNE 2024 Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 1.0 INTRODUCTION The applicant is proposing to construct three (3) new multi-family apartment buildings along Foothills Road in the Town of Queensbury, New York. Each building will have four (4) units and will have a footprint of 3,870± square feet. Due to the positioning of the proposed structures, a new entrance and gravel area will be installed to serve the existing garage. Also included, as permanent elements of the development are connections to municipal water, on site wastewater treatment systems, and on-site stormwater management. The project will result in approximately 4.26± acres of soil disturbance and the construction of approximately 0.85± acres of new impervious area for a total of 1.55± acres of impervious area. A stormwater management system will be designed to provide reduction in the stormwater runoff rates and volumes in accordance with the Town of Queensbury and the NYSDEC Stormwater Management Design Manual. The proposed stormwater management system will include grassed swales and a stormwater infiltration basin to collect, convey, treat and infiltrate the stormwater runoff from the proposed apartment buildings. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed site improvements. The purpose of the stormwater management narrative is to assure that changes in the surface 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 Town of Queensbury and NYSDEC Stormwater Management Regulations to provide the required treatment as well as runoff rate and volume controls. 2.0 EXISTING SITE CONDITIONS The existing site consists of two parcels under the same ownership. The larger parcel is approximately 5.64± acres and consists of woods, four duplex dwellings, three garages, and a trash enclosure. The smaller parcel is a 3.53± acre parcel which borders the larger parcel to the south, and is wooded. There are no existing wetlands located within the project site. The area of the proposed development is 4.26± acres. The slopes in this area vary from 1% to 5%. The site mostly drains from west to east with most areas of the site draining to an existing on-site depression. This depression acts as a stormwater infiltration pond. To be conservative we have assumed zero runoff for existing conditions, therefore no existing computations were performed. 2.1 Soil and Groundwater Conditions The NRCS Web Soil surbey identifies the primary soil groups within the area of the proposed site improvements to be OaA and OaB (Oakville loamy fine sand) The Soil Survey identifies OaA and OaB soil series as Hydrologic Soil Group (HSG) “A”. The results of the Web Soil Survey are included in Appendix A. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Soil test pits were performed in the area of the proposed stormwater management devices on April 17, 2024 and were observed by the Environmental Design Partnership, LLP. The test pits indicated that the soils on site are fine loamy sands with some cobbles to a depth of 7 ft below grade. These soils are consistent with the Soil Survey. There was no groundwater or mottling observed above 7 ft deep. 3.0 PRE-DEVELOPMENT STORMWATER ANALYSIS Per the NYSDEC Stormwater Design Manual, all projects that disturb more than 15,000 square feet shall analyze the site based on pre-existing site conditions. A hydraulic model of the pre-existing site was prepared using the HyrdoCAD program. Offsite areas that drain toward the project site were also included in the HydroCAD model. Due to an existing ponding area on-site, the Class A soils and a conservative approach, it is assumed that the runoff under existing conditions is zero for all storms through the 100-year event. 4.0 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. The slopes, soil classification and topography throughout the site primarily conveys runoff to an existing stormwater basin on the south side of Foothills Road. The site stormwater design was intended to replicate the predevelopment conditions to the greatest extent possible and proposed stormwater devices that will capture and treat the runoff with no discharge for storms through the 100-year event. 10% of the basin bottom area is a stone depression below the frost level. This is to allow infiltration to occur throughout frozen ground conditions. 5.0 POST DEVELOPMENT STORMWATER ANALYSIS The post development conditions were analyzed using HydroCAD. A hydrological model of the area to be disturbed because of the proposed development was analyzed using the HydroCAD program. Seven (7) subcatchments were used to represent the post development drainage conditions of the site. Site improvements to the property will consist of the construction of three (3) new multi-family apartment buildings, associated parking, connections to municipal water, on-site wastewater treatments systems, on-site stormwater management, a trash enclosure, and a new entrance & gravel area for the existing garage. Stormwater management practices have been designed to provide filtration, infiltration capacity and attenuation of stormwater runoff from the proposed impervious surfaces on the site. Stormwater runoff from the site will be managed with four (4) vegetated swales and one (1) infiltration basin. Runoff from the rooftops and travel surfaces will be collected via sheet flow to Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com shallow grass swales and directed to the infiltration basin which will provide filtration and treatment of the runoff. A post-development Curve Number (CN) of 98 was assigned to all impervious surfaces within the proposed site. A post-development CN of 36 was assigned to all new grassed areas directly contributing to the proposed stormwater devices. The weighted CN for the post-development conditions for the site is 48. The HydroCAD model results for the post-development conditions are included within Appendix B. 5.1 NYS Unified Stormwater Sizing Criteria The proposed post-development site conditions were analyzed using Applied Microcomputer Systems’ “HydroCAD” computer modeling program, the results have been included with this report. A technical description of the HydroCAD stormwater modeling program was provided in a previous section. The area disturbed as a result of the proposed development was modeled under the post-development conditions of seven (7) subcatchment areas (Figure 5) routed into the stormwater management area. The contributing area of each subcatchment area is identified on Figure 3. The post-development stormwater management system has been designed based on the Unified Stormwater Sizing Criteria as described in the following sections. 5.2 Water Quality (WQv) 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 NYS Stormwater Management 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 NYS Stormwater Management Design Manual identifies several standard practices, such as the proposed bioretention areas and shallow grassy depression which are acceptable for water quality treatment. These acceptable Stormwater Management Practices (SMPs) can capture and treat the full water quality volume (WQv), are capable of 80% TSS removal and 40% TP removal, have acceptable longevity in the field, and have pretreatment mechanism. The water quality storage volume, WQv, is calculated as follows: 12ARPWQvv= Where: WQv = water quality volume (acre-feet) P = 90% rainfall event number Rv = 0.05+0.009(I), where I is percent impervious cover A = site area (acres), impervious area used with I = 100% Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Table 2: Required Water Quality Volume SMA # P Rv Ai (ac) Required WQv (cf) Provided WQv (cf) 1 1.2 0.21 1.55 8,012 14,172 TOTAL 8,012 14,172 5.2.2 Runoff Reduction Volume (RRv) The NYSSMDM specifies that the runoff shall be reduced by 100% of the site WQv using green infrastructure techniques and standard SMPs with RRv capacity unless, due to existing site constraints, the 100% reduction is not possible. If 100% RRv cannot be achieved than a minimum RRv based on the soil type and impervious area is calculated. Soil conditions, high groundwater, and existing slopes on the proposed project site do not allow 100% RRv capacity. Therefore, minimum RRv for the proposed project site has been calculated: where: RRVmin = minimum runoff reduction volume required from impervious area (acre-feet) P= 90% Rainfall in New York State Rv = 0.05+0.009(I) where I is 100% impervious Aic = Total area of new impervious cover S = Hydrologic Soil Group (HSG) Specific Reduction Factor (S) • HSG A = 0.55 The minimum RRV calculated for the project site is on the order of 419 cu-ft. 5.2.3 Green Infrastructure Practices Runoff from the road, driveways, and buildings will be conveyed to vegetated swales. This will allow for the infiltration and filtering of the runoff before entering SMA #1 – Infiltration Basin. Overall, the total runoff reduction from the vegetated swales is equivalent to approximately 1642 cf. Many of the green infrastructure practices recommended in the NYS Stormwater Management 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 of 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. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Table 3: 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, however the contribution to the RRV reduction is minimal. Sheet flow to Riparian Buffers or Filter Strips Slopes and soils on site are not conducive for buffers or vegetated filter strips Tree Planting/Tree Pit 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 to the proposed site, though the resulting runoff reduction value for adding additional trees is minimal. Disconnection of Rooftop Runoff Many of the rooftop areas which would be accounted for in Rooftop Disconnection are accounted for in the infiltration basin area calculation. Stream Daylighting No culverted/piped streams exist on the site or in the site perimeter. Green Roofs Green roofs are less favorable because they are more difficult to maintain. The majority of the rooftop runoff will be conveyed to bioretention areas. The proposed stormwater management methods are more financially feasible and require less maintenance than green roofs. Additionally, the proposed rooftops will be sloped; green roofs require flat rooftops. Stormwater Planters The majority of the rooftop runoff will be treated with bioretention areas. Porous Pavement Porous Pavement has not been proposed on this site due to poor soil conditions. Rain Barrels/Cisterns The proposed rooftops have been designed to drain towards catch basins or towards bioretention areas. Rain Barrels/Cisterns would require greater maintenance compared to the methods currently implemented for runoff reduction, they also would require a way to use the collected stormwater between events. 5.2.4 Standard SMP’s w/ RRv Capacity The proposed building roof areas, driveways, and travel surfaces will generate runoff that will be conveyed via sheetflow to swales to one infiltration basin (Infiltration Basin #1) on the project site. This infiltration area has been designed to provide filtration, pollutant treatment and removal, and groundwater recharge. The design manual allows for a RRv Capacity of 100% of the contributing water quality volume. The runoff reduction from the Infiltration Basin located on the project site is on the order of 14,172 cu-ft. Attachment A contains WQv and RRv calculations for this Standard SMP. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Table 4: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) Vegetated Swales 1,642 Infiltration Basin 12,530 Total Site Runoff Reduction 14,172 Min Required Runoff Reduction 419 5.3.1 Channel Protection (Cpv) In accordance with the NYS Stormwater Management Design Manual, stream channel protection, designed to protect stream channels from erosion, is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. The Cpv requirement is typically satisfied by providing additional storage above the water quality (WQv) volume. The one-year storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post development drainage conditions shown on Figure 5. Using a one-year, 24-hour design storm of 2.22 inches the required Cpv was calculated as presented in Table 5. Table 5: Channel Protection Volume Summary SMA I.D. Contributing CPv (cf) RRv (cf) Remaining CPv (cf) CPv Storage Volume (cf) SMA#1 8,012 1,642 6,370 14,172 5.3.2 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out-of-bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the NYS Stormwater Management Design Manual, providing sufficient storage volume to attenuate the post development 10-year, 24-hour peak discharge rate to the equivalent pre-development discharge rate controls overbank flooding. The 10-year design storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post-development drainage conditions shown on Figure 5. Using a 10-year, 24-hour design storm of 3.67 inches, the stormwater management areas were designed with sufficient storage volume to limit the post-development 10-year, 24-hour peak discharge rate to the pre-development discharge rate. The following table presents the pre- and post-development discharge rates for the offsite discharge. As indicated, the post-development discharge rate is equal to the pre-development rate as required. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Table 6: Overbank Flow Runoff Summary Design Point 10-year (3.67”) runoff rate (cfs) Predevelopment Post-Development OFF1 0.00 0.00 TOTAL 0.00 0.00 5.3.3 Extreme Storm (Qf) In accordance with the NYS Stormwater Management Design Manual, the stormwater management system must attenuate the post development 100-year, 24-hour peak discharge rate to the predevelopment rate while providing safe passage of this storm event. The 100-year storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post-development drainage conditions shown in Figure 5. Using a 100-year, 24-hour design storm of 6.09 inches, the stormwater management areas were designed with sufficient storage volume to limit the post-development 100-year, 24-hour peak discharge rate to the predevelopment discharge rate. The following table presents the pre and post-development discharge rates for the offsite discharge. As indicated, the post-development discharge rate is less than the predevelopment rate as required. Table 7: Extreme Storm Runoff Summary Design Point 100-year (6.09”) runoff rate (cfs) Predevelopment Post-Development OFF1 0.00 0.00 TOTAL 0.00 0.00 6.0 SUMMARY Development of the proposed property will change the stormwater drainage characteristics of the site; impervious area will be added and the site will be re-graded to support the proposed improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the NYS Stormwater Management Design Manual. The proposed stormwater management system has been designed to comply with the recommendations in the Design Manual related to water quality, runoff reduction, channel protection, overbank flood control and extreme flood control for new development projects. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com The proposed stormwater management system has been designed to attenuate and treat the stormwater runoff generated from the contributing areas for storm events up to and including the 100-year design storm event. The proposed stormwater management design includes the use of vegetated swales to one large infiltration basin. Extended infiltration basin storage will be provided above the required water quality volume to meet detention (Qp) requirements. Stormwater modeling results, based on the proposed site layout, indicate the ability to reduce the overall post-development discharge rate from the site as summarized in Table 8. Table 8: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1-Year Storm 10-Year Storm 100-Year Storm Pre-Development 0 0 0 Post-Development 0 0 0 Overall Reduction (cfs) 0 0 0 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 Clark R. Wilkinson, P.E. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com REFERENCES HydroCAD version 8.50, 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 Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Figures 1. Site Location map 2. Site Soils Data 3. Site Rainfall Data 4. Pre-Development Drainage Map 5. Post-Development Drainage Map Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Figure 1: Site Location Map PROJECT SITE Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/30/2024 Page 1 of 347931204793170479322047932704793320479337047934204793120479317047932204793270479332047933704793420603990604040604090604140604190604240604290604340604390604440 603990 604040 604090 604140 604190 604240 604290 604340 604390 604440 43° 17' 11'' N 73° 43' 6'' W43° 17' 11'' N73° 42' 44'' W43° 17' 1'' N 73° 43' 6'' W43° 17' 1'' N 73° 42' 44'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,200 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Warren County, New York Survey Area Data: Version 23, Sep 6, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/30/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI OaA Oakville loamy fine sand, 0 to 3 percent slopes 9.2 84.6% OaB Oakville loamy fine sand, 3 to 8 percent slopes 1.7 15.4% Totals for Area of Interest 10.9 100.0% Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/30/2024 Page 3 of 3 Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated from partial duration series. All precipitation amounts are displayed in inches. Metadata for Point Smoothing Yes State New York Location New York, United States Latitude 43.285 degrees North Longitude 73.714 degrees West Elevation 110 feet Date/Time Tue May 28 2024 09:49:48 GMT-0400 (Eastern Daylight Time) Extreme Precipitation Estimates 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1day 2day 4day 7day 10day 1yr 0.27 0.42 0.52 0.68 0.85 1.06 1yr 0.74 0.96 1.21 1.49 1.82 2.22 2.49 1yr 1.97 2.40 2.81 3.37 3.93 1yr 2yr 0.33 0.50 0.62 0.82 1.03 1.28 2yr 0.89 1.14 1.46 1.78 2.15 2.58 2.90 2yr 2.28 2.79 3.24 3.89 4.41 2yr 5yr 0.39 0.60 0.75 1.01 1.29 1.61 5yr 1.11 1.42 1.84 2.22 2.66 3.15 3.56 5yr 2.79 3.42 3.92 4.59 5.20 5yr 10yr 0.43 0.68 0.86 1.17 1.52 1.91 10yr 1.31 1.67 2.18 2.63 3.12 3.67 4.15 10yr 3.24 3.99 4.54 5.21 5.90 10yr 25yr 0.51 0.81 1.03 1.42 1.89 2.38 25yr 1.63 2.07 2.72 3.27 3.86 4.48 5.10 25yr 3.97 4.90 5.51 6.17 6.96 25yr 50yr 0.57 0.92 1.18 1.65 2.23 2.84 50yr 1.93 2.44 3.24 3.88 4.54 5.23 5.95 50yr 4.62 5.72 6.39 7.00 7.89 50yr 100yr 0.65 1.06 1.37 1.94 2.64 3.36 100yr 2.28 2.88 3.84 4.58 5.33 6.09 6.95 100yr 5.39 6.68 7.40 7.96 8.94 100yr 200yr 0.74 1.21 1.57 2.26 3.12 3.98 200yr 2.69 3.40 4.56 5.41 6.26 7.11 8.12 200yr 6.29 7.81 8.58 9.04 10.15 200yr 500yr 0.90 1.47 1.92 2.79 3.90 4.98 500yr 3.36 4.22 5.69 6.73 7.74 8.72 9.98 500yr 7.72 9.60 10.44 10.71 11.99 500yr Lower Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1day 2day 4day 7day 10day 1yr 0.23 0.36 0.44 0.59 0.72 0.81 1yr 0.62 0.79 0.96 1.19 1.68 1.99 2.20 1yr 1.76 2.12 2.49 2.99 3.61 1yr 2yr 0.31 0.48 0.59 0.80 0.98 1.14 2yr 0.85 1.11 1.27 1.64 2.07 2.51 2.83 2yr 2.22 2.72 3.16 3.79 4.32 2yr 5yr 0.36 0.55 0.68 0.94 1.19 1.34 5yr 1.03 1.31 1.50 1.91 2.41 2.94 3.32 5yr 2.61 3.19 3.66 4.33 4.91 5yr 10yr 0.39 0.60 0.75 1.05 1.35 1.52 10yr 1.17 1.49 1.70 2.13 2.68 3.30 3.73 10yr 2.92 3.58 4.08 4.77 5.39 10yr 25yr 0.45 0.69 0.86 1.23 1.62 1.79 25yr 1.40 1.75 2.01 2.46 3.10 3.81 4.33 25yr 3.37 4.17 4.69 5.40 6.09 25yr 50yr 0.50 0.77 0.96 1.38 1.85 2.02 50yr 1.60 1.97 2.23 2.74 3.46 4.25 4.84 50yr 3.76 4.66 5.20 5.92 6.68 50yr 100yr 0.56 0.85 1.07 1.54 2.12 2.29 100yr 1.83 2.24 2.52 3.06 3.86 4.74 5.41 100yr 4.20 5.20 5.76 6.51 7.32 100yr 200yr 0.63 0.95 1.20 1.74 2.43 2.58 200yr 2.10 2.53 2.83 3.42 4.30 5.29 6.04 200yr 4.68 5.81 6.36 7.16 8.02 200yr 500yr 0.74 1.10 1.41 2.05 2.92 3.05 500yr 2.52 2.99 3.31 3.93 4.97 6.11 6.99 500yr 5.40 6.73 7.25 8.12 9.05 500yr Upper Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1day 2day 4day 7day 10day 1yr 0.30 0.47 0.57 0.77 0.94 1.07 1yr 0.81 1.05 1.20 1.55 1.96 2.38 2.69 1yr 2.11 2.59 3.03 3.58 4.16 1yr 2yr 0.34 0.53 0.65 0.88 1.08 1.21 2yr 0.93 1.19 1.36 1.74 2.19 2.68 3.01 2yr 2.37 2.90 3.35 4.01 4.55 2yr 5yr 0.41 0.64 0.79 1.09 1.38 1.56 5yr 1.19 1.52 1.74 2.18 2.70 3.36 3.81 5yr 2.97 3.67 4.19 4.88 5.51 5yr 10yr 0.49 0.76 0.94 1.31 1.69 1.89 10yr 1.46 1.85 2.10 2.60 3.19 4.03 4.59 10yr 3.56 4.42 4.98 5.70 6.39 10yr 25yr 0.62 0.95 1.18 1.68 2.21 2.44 25yr 1.91 2.39 2.87 3.31 3.99 5.10 5.87 25yr 4.52 5.65 6.29 7.01 7.80 25yr 50yr 0.74 1.12 1.40 2.01 2.70 2.97 50yr 2.33 2.91 3.30 3.96 4.72 6.13 7.10 50yr 5.43 6.83 7.51 8.20 9.08 50yr 100yr 0.88 1.33 1.66 2.40 3.30 3.61 100yr 2.85 3.53 4.02 4.76 5.60 7.37 8.56 100yr 6.52 8.23 8.99 9.60 10.56 100yr 200yr 1.05 1.58 2.00 2.90 4.04 4.40 200yr 3.49 4.30 4.89 5.71 6.65 8.86 10.35 200yr 7.84 9.95 10.76 11.24 12.30 200yr 500yr 1.33 1.98 2.55 3.71 5.27 5.71 500yr 4.55 5.58 6.35 7.28 8.36 11.31 13.30 500yr 10.01 12.79 13.68 13.86 15.08 500yr FIGURE 4C:\Users\jtedesco\Environmental Design Partnership\SharePoint Site - Documents\0 A-Z\WARREN\QUEENSBURY\Foothill Road\Mountain Vista Properties\05-Dwg\Detailed\FIGURES\PRE-STORM_FOOTHILLS.dwg Jun 12, 2024 09:09:28AM STORMWATER DESIGN FOR FOOTHILLS ROAD TOWN OG QUEENSBURY MAY 14, 2024 FOOTHILLS APARTMENTS1" = 100'PREDEVELOPMENTSTORMWATERWARREN COUNTY, NEW YORK TAX MAP IDs: 315.6-2-12 & 315.6-2-15900 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. FIGURE 5C:\Users\jtedesco\Environmental Design Partnership\SharePoint Site - Documents\0 A-Z\WARREN\QUEENSBURY\Foothill Road\Mountain Vista Properties\05-Dwg\Detailed\FIGURES\POST-STORM_FOOTHILLS.dwg Jun 12, 2024 09:06:28AM STORMWATER DESIGN FOR FOOTHILLS ROAD TOWN OG QUEENSBURY MAY 14, 2024 FOOTHILLS APARTMENTS1" = 100'POSTDEVELOPMENTSTORMWATERWARREN COUNTY, NEW YORK TAX MAP IDs: 315.6-2-12 & 315.6-2-15900 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. Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix A Water Quality Calculation Runoff Reduction Calculation Water Quality Volume (WQv) CalculationsProject:Date:Infiltration Basin: 14172 cfSMA I.D. AREA (SF) I (SF) I (%) Rv WQv (cu-ft)WQv Provided (cu-ft)SMA 1390,75067,31017%0.218,01214,172Totals390,750 67,310 8,01214,172Foothills Apartments5/28/2024ENVIRONMENTAL DESIGNPARTNERSHIP, LLP900 Route 146Clifton Park, New York 12065Phone:(518) 371-7621FAX:(518) 371-9540WQv calcs Page 1 Runoff Reduction Volume (RRv) CalculationsProject:Date:9.17 acres P = 1.2 inImp= 17.23 % WQv = 8,191 cfRv = 0.21Aic (ac) S Ai (ac) Rv*RRv (ac-ft)1.55 0.55 0.85 0.21 0.01I.D.Contributing WQv (cf)Length (ft) Slope (%)Bottom Width (ft)WQV Flow Rate (cfs)10-yr Flow Rate (fps)Reduction3R 4939.00 415 0.72 2 1.5 1.67 9884R 579.00 520 0.96 2 1.5 0.46 1165R 1372.00 285 1.4 2 1.5 1.68 2756R 1313.00 200 2 2 1.5 1.93 263Green Infrastructure 1642Foothills Apartments5/28/2024Total Site Area =Minimum ReductionMin Reduction (RRv) (cf)419Vegetated SwaleENVIRONMENTAL DESIGNPARTNERSHIP, LLP900 Route 146Clifton Park, New York 12065Phone:(518) 371-7621FAX:(518) 371-9540https://environmentaldesignpartner.sharepoint.com/Shared Documents/0 A-Z/WARREN/QUEENSBURY/Foothill Road/Mountain Vista Properties/06-Engineering/STORMWATER/Calculations/Foothills RRv-Calcs.xls6/12/2024 Stormwater Management Narrative 57 Shattuck Robbins Road Town of Hague, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix B Stormwater Modeling Calculations S1 S1 S2 S2S3 S3 S4 S4 S5 S5 S6 S6 S7 S7 1R 15" Culvert 2R 12" Culvert 3R Veg Swale 4R Veg Swale 5R Veg Swale 6R Veg Swale 1P Infiltration Basin Routing Diagram for POST-DEVELOPMENT Prepared by Environmental Design Partnership, Printed 6/12/2024 HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 2HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr Type II 24-hr Default 24.00 1 2.22 2 2 10-yr Type II 24-hr Default 24.00 1 3.67 2 3 25-yr Type II 24-hr Default 24.00 1 4.48 2 4 50-yr Type II 24-hr Default 24.00 1 5.23 2 5 100-yr Type II 24-hr Default 24.00 1 6.09 2 POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 3HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 147,940 39 >75% Grass cover, Good, HSG A (S2, S3, S4, S5, S6, S7) 67,310 98 Paved parking, HSG A (S2, S3, S4, S5, S6, S7) 175,500 36 Woods, Fair, HSG A (S1, S2, S3, S5, S6) 390,750 48 TOTAL AREA POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 4HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 390,750 HSG A S1, S2, S3, S4, S5, S6, S7 0 HSG B 0 HSG C 0 HSG D 0 Other 390,750 TOTAL AREA POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 5HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 147,940 0 0 0 0 147,940 >75% Grass cover, Good 67,310 0 0 0 0 67,310 Paved parking 175,500 0 0 0 0 175,500 Woods, Fair 390,750 0 0 0 0 390,750 TOTAL AREA POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 6HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 1R 193.75 193.54 43.0 0.0049 0.013 0.0 15.0 0.0 2 2R 0.00 -3.00 60.0 0.0500 0.013 0.0 12.0 0.0 Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 7HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 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=57,700 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment S1: S1 Flow Length=623' Tc=31.8 min CN=36 Runoff=0.00 cfs 0 cf Runoff Area=59,950 sf 34.70% Impervious Runoff Depth=0.09"Subcatchment S2: S2 Flow Length=304' Tc=22.3 min CN=59 Runoff=0.02 cfs 443 cf Runoff Area=14,450 sf 21.18% Impervious Runoff Depth=0.00"Subcatchment S3: S3 Flow Length=227' Tc=22.1 min CN=50 Runoff=0.00 cfs 6 cf Runoff Area=26,150 sf 44.21% Impervious Runoff Depth=0.20"Subcatchment S4: S4 Flow Length=300' Slope=0.0200 '/' Tc=6.0 min CN=65 Runoff=0.12 cfs 436 cf Runoff Area=168,100 sf 7.00% Impervious Runoff Depth=0.00"Subcatchment S5: S5 Flow Length=370' Slope=0.0200 '/' Tc=30.3 min CN=41 Runoff=0.00 cfs 0 cf Runoff Area=34,200 sf 30.50% Impervious Runoff Depth=0.06"Subcatchment S6: S6 Flow Length=120' Tc=6.0 min CN=57 Runoff=0.01 cfs 175 cf Runoff Area=30,200 sf 32.12% Impervious Runoff Depth=0.07"Subcatchment S7: S7 Flow Length=120' Tc=6.0 min CN=58 Runoff=0.01 cfs 187 cf Avg. Flow Depth=0.01' Max Vel=0.33 fps Inflow=0.00 cfs 6 cfReach 1R: 15" Culvert 15.0" Round Pipe n=0.013 L=43.0' S=0.0049 '/' Capacity=4.51 cfs Outflow=0.00 cfs 6 cf Avg. Flow Depth=0.09' Max Vel=3.64 fps Inflow=0.12 cfs 436 cfReach 2R: 12" Culvert 12.0" Round Pipe n=0.013 L=60.0' S=0.0500 '/' Capacity=7.97 cfs Outflow=0.11 cfs 436 cf Avg. Flow Depth=0.04' Max Vel=0.66 fps Inflow=0.11 cfs 884 cfReach 3R: Veg Swale n=0.022 L=415.0' S=0.0072 '/' Capacity=20.44 cfs Outflow=0.06 cfs 884 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach 4R: Veg Swale n=0.022 L=520.0' S=0.0096 '/' Capacity=23.58 cfs Outflow=0.00 cfs 0 cf Avg. Flow Depth=0.01' Max Vel=0.37 fps Inflow=0.01 cfs 175 cfReach 5R: Veg Swale n=0.022 L=285.0' S=0.0140 '/' Capacity=28.48 cfs Outflow=0.01 cfs 175 cf Avg. Flow Depth=0.01' Max Vel=0.44 fps Inflow=0.01 cfs 187 cfReach 6R: Veg Swale n=0.022 L=200.0' S=0.0200 '/' Capacity=34.00 cfs Outflow=0.01 cfs 187 cf Peak Elev=184.13' Storage=44 cf Inflow=0.06 cfs 1,246 cfPond 1P: Infiltration Basin Outflow=0.05 cfs 1,246 cf Total Runoff Area = 390,750 sf Runoff Volume = 1,246 cf Average Runoff Depth = 0.04" 82.77% Pervious = 323,440 sf 17.23% Impervious = 67,310 sf Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 8HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S1: S1 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Pond 1P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 57,700 36 Woods, Fair, HSG A 57,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 11.5 523 0.0230 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 623 Total Summary for Subcatchment S2: S2 Runoff = 0.02 cfs @ 12.63 hrs, Volume= 443 cf, Depth= 0.09" Routed to Reach 3R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 20,800 98 Paved parking, HSG A 14,820 36 Woods, Fair, HSG A 24,330 39 >75% Grass cover, Good, HSG A 59,950 59 Weighted Average 39,150 65.30% Pervious Area 20,800 34.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 0.9 61 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 123 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.3 304 Total Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 9HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 Runoff = 0.00 cfs @ 24.03 hrs, Volume= 6 cf, Depth= 0.00" Routed to Reach 1R : 15" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 3,060 98 Paved parking, HSG A 6,500 36 Woods, Fair, HSG A 4,890 39 >75% Grass cover, Good, HSG A 14,450 50 Weighted Average 11,390 78.82% Pervious Area 3,060 21.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 1.1 54 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 25 0.0200 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 48 0.1670 2.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 227 Total Summary for Subcatchment S4: S4 Runoff = 0.12 cfs @ 12.01 hrs, Volume= 436 cf, Depth= 0.20" Routed to Reach 2R : 12" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 11,560 98 Paved parking, HSG A 14,590 39 >75% Grass cover, Good, HSG A 26,150 65 Weighted Average 14,590 55.79% Pervious Area 11,560 44.21% Impervious Area Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 10HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0200 1.24 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.9 150 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.0 Direct Entry, 6.0 300 Total Summary for Subcatchment S5: S5 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Reach 4R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 11,760 98 Paved parking, HSG A 95,680 36 Woods, Fair, HSG A 60,660 39 >75% Grass cover, Good, HSG A 168,100 41 Weighted Average 156,340 93.00% Pervious Area 11,760 7.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 6.4 270 0.0200 0.71 Shallow Concentrated Flow, 325 Woodland Kv= 5.0 fps 30.3 370 Total Summary for Subcatchment S6: S6 Runoff = 0.01 cfs @ 13.30 hrs, Volume= 175 cf, Depth= 0.06" Routed to Reach 5R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 11HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 10,430 98 Paved parking, HSG A 800 36 Woods, Fair, HSG A 22,970 39 >75% Grass cover, Good, HSG A 34,200 57 Weighted Average 23,770 69.50% Pervious Area 10,430 30.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 3.9 6.0 120 Total Summary for Subcatchment S7: S7 Runoff = 0.01 cfs @ 12.43 hrs, Volume= 187 cf, Depth= 0.07" Routed to Reach 6R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 9,700 98 Paved parking, HSG A 20,500 39 >75% Grass cover, Good, HSG A 30,200 58 Weighted Average 20,500 67.88% Pervious Area 9,700 32.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 6.0 120 Total Summary for Reach 1R: 15" Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,450 sf, 21.18% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 24.03 hrs, Volume= 6 cf Outflow = 0.00 cfs @ 24.07 hrs, Volume= 6 cf, Atten= 0%, Lag= 2.9 min Routed to Reach 3R : Veg Swale Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 12HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.33 fps, Min. Travel Time= 2.2 min Avg. Velocity = 0.33 fps, Avg. Travel Time= 2.2 min Peak Storage= 0 cf @ 24.04 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 0.18' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.51 cfs 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 43.0' Slope= 0.0049 '/' Inlet Invert= 193.75', Outlet Invert= 193.54' Summary for Reach 2R: 12" Culvert [52] Hint: Inlet/Outlet conditions not evaluated [65] Warning: Inlet elevation not specified Inflow Area = 26,150 sf, 44.21% Impervious, Inflow Depth = 0.20" for 1-yr event Inflow = 0.12 cfs @ 12.01 hrs, Volume= 436 cf Outflow = 0.11 cfs @ 12.02 hrs, Volume= 436 cf, Atten= 4%, Lag= 0.4 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 3.64 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.64 fps, Avg. Travel Time= 0.6 min Peak Storage= 2 cf @ 12.02 hrs Average Depth at Peak Storage= 0.09' , Surface Width= 0.56' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 60.0' Slope= 0.0500 '/' Inlet Invert= 0.00', Outlet Invert= -3.00' Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 13HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Reach 3R: Veg Swale Inflow Area = 100,550 sf, 35.23% Impervious, Inflow Depth = 0.11" for 1-yr event Inflow = 0.11 cfs @ 12.02 hrs, Volume= 884 cf Outflow = 0.06 cfs @ 12.31 hrs, Volume= 884 cf, Atten= 49%, Lag= 17.4 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.66 fps, Min. Travel Time= 10.4 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 17.1 min Peak Storage= 37 cf @ 12.12 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 2.25' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 20.44 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 415.0' Slope= 0.0072 '/' Inlet Invert= 193.50', Outlet Invert= 190.50'‡Summary for Reach 4R: Veg Swale Inflow Area = 168,100 sf, 7.00% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 23.58 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 520.0' Slope= 0.0096 '/' Inlet Invert= 195.50', Outlet Invert= 190.50' Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 14HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC‡Summary for Reach 5R: Veg Swale Inflow Area = 34,200 sf, 30.50% Impervious, Inflow Depth = 0.06" for 1-yr event Inflow = 0.01 cfs @ 13.30 hrs, Volume= 175 cf Outflow = 0.01 cfs @ 13.69 hrs, Volume= 175 cf, Atten= 1%, Lag= 23.8 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.37 fps, Min. Travel Time= 12.9 min Avg. Velocity = 0.37 fps, Avg. Travel Time= 12.9 min Peak Storage= 4 cf @ 13.48 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 2.05' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 28.48 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 285.0' Slope= 0.0140 '/' Inlet Invert= 194.50', Outlet Invert= 190.50'‡Summary for Reach 6R: Veg Swale Inflow Area = 30,200 sf, 32.12% Impervious, Inflow Depth = 0.07" for 1-yr event Inflow = 0.01 cfs @ 12.43 hrs, Volume= 187 cf Outflow = 0.01 cfs @ 13.03 hrs, Volume= 187 cf, Atten= 7%, Lag= 36.1 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.44 fps, Min. Travel Time= 7.6 min Avg. Velocity = 0.44 fps, Avg. Travel Time= 7.6 min Peak Storage= 3 cf @ 12.91 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 2.05' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 34.00 cfs Type II 24-hr 1-yr Rainfall=2.22"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 15HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 200.0' Slope= 0.0200 '/' Inlet Invert= 194.50', Outlet Invert= 190.50'‡Summary for Pond 1P: Infiltration Basin Inflow Area = 390,750 sf, 17.23% Impervious, Inflow Depth = 0.04" for 1-yr event Inflow = 0.06 cfs @ 12.32 hrs, Volume= 1,246 cf Outflow = 0.05 cfs @ 13.27 hrs, Volume= 1,246 cf, Atten= 21%, Lag= 57.2 min Discarded = 0.05 cfs @ 13.27 hrs, Volume= 1,246 cf Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 184.13' @ 13.27 hrs Surf.Area= 414 sf Storage= 44 cf Plug-Flow detention time= 9.5 min calculated for 1,246 cf (100% of inflow) Center-of-Mass det. time= 9.5 min ( 1,039.5 - 1,030.1 ) Volume Invert Avail.Storage Storage Description #1 184.00' 30,546 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 184.00 250 0 0 188.00 5,187 10,874 10,874 189.00 7,528 6,358 17,232 190.00 19,101 13,315 30,546 Device Routing Invert Outlet Devices #1 Discarded 184.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 13.27 hrs HW=184.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 16HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 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=57,700 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment S1: S1 Flow Length=623' Tc=31.8 min CN=36 Runoff=0.00 cfs 4 cf Runoff Area=59,950 sf 34.70% Impervious Runoff Depth=0.56"Subcatchment S2: S2 Flow Length=304' Tc=22.3 min CN=59 Runoff=0.56 cfs 2,814 cf Runoff Area=14,450 sf 21.18% Impervious Runoff Depth=0.24"Subcatchment S3: S3 Flow Length=227' Tc=22.1 min CN=50 Runoff=0.02 cfs 288 cf Runoff Area=26,150 sf 44.21% Impervious Runoff Depth=0.84"Subcatchment S4: S4 Flow Length=300' Slope=0.0200 '/' Tc=6.0 min CN=65 Runoff=0.83 cfs 1,837 cf Runoff Area=168,100 sf 7.00% Impervious Runoff Depth=0.04"Subcatchment S5: S5 Flow Length=370' Slope=0.0200 '/' Tc=30.3 min CN=41 Runoff=0.02 cfs 579 cf Runoff Area=34,200 sf 30.50% Impervious Runoff Depth=0.48"Subcatchment S6: S6 Flow Length=120' Tc=6.0 min CN=57 Runoff=0.51 cfs 1,372 cf Runoff Area=30,200 sf 32.12% Impervious Runoff Depth=0.52"Subcatchment S7: S7 Flow Length=120' Tc=6.0 min CN=58 Runoff=0.51 cfs 1,313 cf Avg. Flow Depth=0.07' Max Vel=0.98 fps Inflow=0.02 cfs 288 cfReach 1R: 15" Culvert 15.0" Round Pipe n=0.013 L=43.0' S=0.0049 '/' Capacity=4.51 cfs Outflow=0.02 cfs 288 cf Avg. Flow Depth=0.22' Max Vel=6.55 fps Inflow=0.83 cfs 1,837 cfReach 2R: 12" Culvert 12.0" Round Pipe n=0.013 L=60.0' S=0.0500 '/' Capacity=7.97 cfs Outflow=0.83 cfs 1,837 cf Avg. Flow Depth=0.20' Max Vel=1.67 fps Inflow=0.97 cfs 4,939 cfReach 3R: Veg Swale n=0.022 L=415.0' S=0.0072 '/' Capacity=20.44 cfs Outflow=0.83 cfs 4,939 cf Avg. Flow Depth=0.02' Max Vel=0.46 fps Inflow=0.02 cfs 579 cfReach 4R: Veg Swale n=0.022 L=520.0' S=0.0096 '/' Capacity=23.58 cfs Outflow=0.02 cfs 579 cf Avg. Flow Depth=0.11' Max Vel=1.68 fps Inflow=0.51 cfs 1,372 cfReach 5R: Veg Swale n=0.022 L=285.0' S=0.0140 '/' Capacity=28.48 cfs Outflow=0.44 cfs 1,372 cf Avg. Flow Depth=0.11' Max Vel=1.93 fps Inflow=0.51 cfs 1,313 cfReach 6R: Veg Swale n=0.022 L=200.0' S=0.0200 '/' Capacity=34.00 cfs Outflow=0.45 cfs 1,313 cf Peak Elev=185.69' Storage=2,192 cf Inflow=1.60 cfs 8,205 cfPond 1P: Infiltration Basin Outflow=0.27 cfs 8,205 cf Total Runoff Area = 390,750 sf Runoff Volume = 8,205 cf Average Runoff Depth = 0.25" 82.77% Pervious = 323,440 sf 17.23% Impervious = 67,310 sf Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 17HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S1: S1 Runoff = 0.00 cfs @ 24.12 hrs, Volume= 4 cf, Depth= 0.00" Routed to Pond 1P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 57,700 36 Woods, Fair, HSG A 57,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 11.5 523 0.0230 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 623 Total Summary for Subcatchment S2: S2 Runoff = 0.56 cfs @ 12.21 hrs, Volume= 2,814 cf, Depth= 0.56" Routed to Reach 3R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 20,800 98 Paved parking, HSG A 14,820 36 Woods, Fair, HSG A 24,330 39 >75% Grass cover, Good, HSG A 59,950 59 Weighted Average 39,150 65.30% Pervious Area 20,800 34.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 0.9 61 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 123 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.3 304 Total Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 18HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 Runoff = 0.02 cfs @ 12.30 hrs, Volume= 288 cf, Depth= 0.24" Routed to Reach 1R : 15" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 3,060 98 Paved parking, HSG A 6,500 36 Woods, Fair, HSG A 4,890 39 >75% Grass cover, Good, HSG A 14,450 50 Weighted Average 11,390 78.82% Pervious Area 3,060 21.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 1.1 54 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 25 0.0200 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 48 0.1670 2.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 227 Total Summary for Subcatchment S4: S4 Runoff = 0.83 cfs @ 11.99 hrs, Volume= 1,837 cf, Depth= 0.84" Routed to Reach 2R : 12" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 11,560 98 Paved parking, HSG A 14,590 39 >75% Grass cover, Good, HSG A 26,150 65 Weighted Average 14,590 55.79% Pervious Area 11,560 44.21% Impervious Area Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 19HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0200 1.24 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.9 150 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.0 Direct Entry, 6.0 300 Total Summary for Subcatchment S5: S5 Runoff = 0.02 cfs @ 18.17 hrs, Volume= 579 cf, Depth= 0.04" Routed to Reach 4R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 11,760 98 Paved parking, HSG A 95,680 36 Woods, Fair, HSG A 60,660 39 >75% Grass cover, Good, HSG A 168,100 41 Weighted Average 156,340 93.00% Pervious Area 11,760 7.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 6.4 270 0.0200 0.71 Shallow Concentrated Flow, 325 Woodland Kv= 5.0 fps 30.3 370 Total Summary for Subcatchment S6: S6 Runoff = 0.51 cfs @ 12.00 hrs, Volume= 1,372 cf, Depth= 0.48" Routed to Reach 5R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 10,430 98 Paved parking, HSG A 800 36 Woods, Fair, HSG A 22,970 39 >75% Grass cover, Good, HSG A 34,200 57 Weighted Average 23,770 69.50% Pervious Area 10,430 30.50% Impervious Area Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 20HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 3.9 6.0 120 Total Summary for Subcatchment S7: S7 Runoff = 0.51 cfs @ 12.00 hrs, Volume= 1,313 cf, Depth= 0.52" Routed to Reach 6R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area (sf) CN Description 9,700 98 Paved parking, HSG A 20,500 39 >75% Grass cover, Good, HSG A 30,200 58 Weighted Average 20,500 67.88% Pervious Area 9,700 32.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 6.0 120 Total Summary for Reach 1R: 15" Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,450 sf, 21.18% Impervious, Inflow Depth = 0.24" for 10-yr event Inflow = 0.02 cfs @ 12.30 hrs, Volume= 288 cf Outflow = 0.02 cfs @ 12.32 hrs, Volume= 288 cf, Atten= 0%, Lag= 1.3 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.98 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.63 fps, Avg. Travel Time= 1.1 min Peak Storage= 1 cf @ 12.31 hrs Average Depth at Peak Storage= 0.07' , Surface Width= 0.56' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.51 cfs Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 21HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 43.0' Slope= 0.0049 '/' Inlet Invert= 193.75', Outlet Invert= 193.54' Summary for Reach 2R: 12" Culvert [52] Hint: Inlet/Outlet conditions not evaluated [65] Warning: Inlet elevation not specified Inflow Area = 26,150 sf, 44.21% Impervious, Inflow Depth = 0.84" for 10-yr event Inflow = 0.83 cfs @ 11.99 hrs, Volume= 1,837 cf Outflow = 0.83 cfs @ 11.99 hrs, Volume= 1,837 cf, Atten= 1%, Lag= 0.2 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 6.55 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.35 fps, Avg. Travel Time= 0.4 min Peak Storage= 8 cf @ 11.99 hrs Average Depth at Peak Storage= 0.22' , Surface Width= 0.83' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 60.0' Slope= 0.0500 '/' Inlet Invert= 0.00', Outlet Invert= -3.00' Summary for Reach 3R: Veg Swale [62] Hint: Exceeded Reach 1R OUTLET depth by 0.13' @ 12.05 hrs Inflow Area = 100,550 sf, 35.23% Impervious, Inflow Depth = 0.59" for 10-yr event Inflow = 0.97 cfs @ 12.01 hrs, Volume= 4,939 cf Outflow = 0.83 cfs @ 12.15 hrs, Volume= 4,939 cf, Atten= 14%, Lag= 8.3 min Routed to Pond 1P : Infiltration Basin Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 22HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.67 fps, Min. Travel Time= 4.1 min Avg. Velocity = 0.67 fps, Avg. Travel Time= 10.4 min Peak Storage= 213 cf @ 12.07 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 3.19' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 20.44 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 415.0' Slope= 0.0072 '/' Inlet Invert= 193.50', Outlet Invert= 190.50'‡Summary for Reach 4R: Veg Swale Inflow Area = 168,100 sf, 7.00% Impervious, Inflow Depth = 0.04" for 10-yr event Inflow = 0.02 cfs @ 18.17 hrs, Volume= 579 cf Outflow = 0.02 cfs @ 18.75 hrs, Volume= 579 cf, Atten= 0%, Lag= 34.8 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.46 fps, Min. Travel Time= 18.9 min Avg. Velocity = 0.41 fps, Avg. Travel Time= 21.4 min Peak Storage= 19 cf @ 18.44 hrs Average Depth at Peak Storage= 0.02' , Surface Width= 2.11' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 23.58 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 520.0' Slope= 0.0096 '/' Inlet Invert= 195.50', Outlet Invert= 190.50'‡ Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 23HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Reach 5R: Veg Swale Inflow Area = 34,200 sf, 30.50% Impervious, Inflow Depth = 0.48" for 10-yr event Inflow = 0.51 cfs @ 12.00 hrs, Volume= 1,372 cf Outflow = 0.44 cfs @ 12.09 hrs, Volume= 1,372 cf, Atten= 14%, Lag= 5.1 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.68 fps, Min. Travel Time= 2.8 min Avg. Velocity = 0.57 fps, Avg. Travel Time= 8.3 min Peak Storage= 75 cf @ 12.04 hrs Average Depth at Peak Storage= 0.11' , Surface Width= 2.67' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 28.48 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 285.0' Slope= 0.0140 '/' Inlet Invert= 194.50', Outlet Invert= 190.50'‡Summary for Reach 6R: Veg Swale Inflow Area = 30,200 sf, 32.12% Impervious, Inflow Depth = 0.52" for 10-yr event Inflow = 0.51 cfs @ 12.00 hrs, Volume= 1,313 cf Outflow = 0.45 cfs @ 12.05 hrs, Volume= 1,313 cf, Atten= 11%, Lag= 3.2 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.93 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.64 fps, Avg. Travel Time= 5.2 min Peak Storage= 49 cf @ 12.02 hrs Average Depth at Peak Storage= 0.11' , Surface Width= 2.64' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 34.00 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 200.0' Slope= 0.0200 '/' Inlet Invert= 194.50', Outlet Invert= 190.50' Type II 24-hr 10-yr Rainfall=3.67"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 24HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC‡Summary for Pond 1P: Infiltration Basin Inflow Area = 390,750 sf, 17.23% Impervious, Inflow Depth = 0.25" for 10-yr event Inflow = 1.60 cfs @ 12.09 hrs, Volume= 8,205 cf Outflow = 0.27 cfs @ 13.32 hrs, Volume= 8,205 cf, Atten= 83%, Lag= 73.9 min Discarded = 0.27 cfs @ 13.32 hrs, Volume= 8,205 cf Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 185.69' @ 13.32 hrs Surf.Area= 2,339 sf Storage= 2,192 cf Plug-Flow detention time= 95.3 min calculated for 8,205 cf (100% of inflow) Center-of-Mass det. time= 95.2 min ( 1,037.3 - 942.1 ) Volume Invert Avail.Storage Storage Description #1 184.00' 30,546 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 184.00 250 0 0 188.00 5,187 10,874 10,874 189.00 7,528 6,358 17,232 190.00 19,101 13,315 30,546 Device Routing Invert Outlet Devices #1 Discarded 184.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.27 cfs @ 13.32 hrs HW=185.69' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 25HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 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=57,700 sf 0.00% Impervious Runoff Depth=0.05"Subcatchment S1: S1 Flow Length=623' Tc=31.8 min CN=36 Runoff=0.01 cfs 220 cf Runoff Area=59,950 sf 34.70% Impervious Runoff Depth=0.95"Subcatchment S2: S2 Flow Length=304' Tc=22.3 min CN=59 Runoff=1.12 cfs 4,752 cf Runoff Area=14,450 sf 21.18% Impervious Runoff Depth=0.49"Subcatchment S3: S3 Flow Length=227' Tc=22.1 min CN=50 Runoff=0.09 cfs 593 cf Runoff Area=26,150 sf 44.21% Impervious Runoff Depth=1.32"Subcatchment S4: S4 Flow Length=300' Slope=0.0200 '/' Tc=6.0 min CN=65 Runoff=1.35 cfs 2,872 cf Runoff Area=168,100 sf 7.00% Impervious Runoff Depth=0.16"Subcatchment S5: S5 Flow Length=370' Slope=0.0200 '/' Tc=30.3 min CN=41 Runoff=0.08 cfs 2,248 cf Runoff Area=34,200 sf 30.50% Impervious Runoff Depth=0.84"Subcatchment S6: S6 Flow Length=120' Tc=6.0 min CN=57 Runoff=1.03 cfs 2,393 cf Runoff Area=30,200 sf 32.12% Impervious Runoff Depth=0.89"Subcatchment S7: S7 Flow Length=120' Tc=6.0 min CN=58 Runoff=0.99 cfs 2,252 cf Avg. Flow Depth=0.12' Max Vel=1.47 fps Inflow=0.09 cfs 593 cfReach 1R: 15" Culvert 15.0" Round Pipe n=0.013 L=43.0' S=0.0049 '/' Capacity=4.51 cfs Outflow=0.09 cfs 593 cf Avg. Flow Depth=0.28' Max Vel=7.52 fps Inflow=1.35 cfs 2,872 cfReach 2R: 12" Culvert 12.0" Round Pipe n=0.013 L=60.0' S=0.0500 '/' Capacity=7.97 cfs Outflow=1.34 cfs 2,872 cf Avg. Flow Depth=0.28' Max Vel=2.04 fps Inflow=1.77 cfs 8,217 cfReach 3R: Veg Swale n=0.022 L=415.0' S=0.0072 '/' Capacity=20.44 cfs Outflow=1.63 cfs 8,217 cf Avg. Flow Depth=0.05' Max Vel=0.83 fps Inflow=0.08 cfs 2,248 cfReach 4R: Veg Swale n=0.022 L=520.0' S=0.0096 '/' Capacity=23.58 cfs Outflow=0.08 cfs 2,248 cf Avg. Flow Depth=0.18' Max Vel=2.17 fps Inflow=1.03 cfs 2,393 cfReach 5R: Veg Swale n=0.022 L=285.0' S=0.0140 '/' Capacity=28.48 cfs Outflow=0.93 cfs 2,393 cf Avg. Flow Depth=0.16' Max Vel=2.46 fps Inflow=0.99 cfs 2,252 cfReach 6R: Veg Swale n=0.022 L=200.0' S=0.0200 '/' Capacity=34.00 cfs Outflow=0.90 cfs 2,252 cf Peak Elev=186.63' Storage=4,926 cf Inflow=3.21 cfs 15,329 cfPond 1P: Infiltration Basin Outflow=0.40 cfs 15,329 cf Total Runoff Area = 390,750 sf Runoff Volume = 15,329 cf Average Runoff Depth = 0.47" 82.77% Pervious = 323,440 sf 17.23% Impervious = 67,310 sf Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 26HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S1: S1 Runoff = 0.01 cfs @ 18.39 hrs, Volume= 220 cf, Depth= 0.05" Routed to Pond 1P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 57,700 36 Woods, Fair, HSG A 57,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 11.5 523 0.0230 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 623 Total Summary for Subcatchment S2: S2 Runoff = 1.12 cfs @ 12.19 hrs, Volume= 4,752 cf, Depth= 0.95" Routed to Reach 3R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 20,800 98 Paved parking, HSG A 14,820 36 Woods, Fair, HSG A 24,330 39 >75% Grass cover, Good, HSG A 59,950 59 Weighted Average 39,150 65.30% Pervious Area 20,800 34.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 0.9 61 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 123 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.3 304 Total Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 27HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 Runoff = 0.09 cfs @ 12.23 hrs, Volume= 593 cf, Depth= 0.49" Routed to Reach 1R : 15" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 3,060 98 Paved parking, HSG A 6,500 36 Woods, Fair, HSG A 4,890 39 >75% Grass cover, Good, HSG A 14,450 50 Weighted Average 11,390 78.82% Pervious Area 3,060 21.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 1.1 54 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 25 0.0200 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 48 0.1670 2.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 227 Total Summary for Subcatchment S4: S4 Runoff = 1.35 cfs @ 11.98 hrs, Volume= 2,872 cf, Depth= 1.32" Routed to Reach 2R : 12" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 11,560 98 Paved parking, HSG A 14,590 39 >75% Grass cover, Good, HSG A 26,150 65 Weighted Average 14,590 55.79% Pervious Area 11,560 44.21% Impervious Area Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 28HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0200 1.24 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.9 150 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.0 Direct Entry, 6.0 300 Total Summary for Subcatchment S5: S5 Runoff = 0.08 cfs @ 13.07 hrs, Volume= 2,248 cf, Depth= 0.16" Routed to Reach 4R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 11,760 98 Paved parking, HSG A 95,680 36 Woods, Fair, HSG A 60,660 39 >75% Grass cover, Good, HSG A 168,100 41 Weighted Average 156,340 93.00% Pervious Area 11,760 7.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 6.4 270 0.0200 0.71 Shallow Concentrated Flow, 325 Woodland Kv= 5.0 fps 30.3 370 Total Summary for Subcatchment S6: S6 Runoff = 1.03 cfs @ 11.99 hrs, Volume= 2,393 cf, Depth= 0.84" Routed to Reach 5R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 10,430 98 Paved parking, HSG A 800 36 Woods, Fair, HSG A 22,970 39 >75% Grass cover, Good, HSG A 34,200 57 Weighted Average 23,770 69.50% Pervious Area 10,430 30.50% Impervious Area Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 29HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 3.9 6.0 120 Total Summary for Subcatchment S7: S7 Runoff = 0.99 cfs @ 11.99 hrs, Volume= 2,252 cf, Depth= 0.89" Routed to Reach 6R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.48" Area (sf) CN Description 9,700 98 Paved parking, HSG A 20,500 39 >75% Grass cover, Good, HSG A 30,200 58 Weighted Average 20,500 67.88% Pervious Area 9,700 32.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 6.0 120 Total Summary for Reach 1R: 15" Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,450 sf, 21.18% Impervious, Inflow Depth = 0.49" for 25-yr event Inflow = 0.09 cfs @ 12.23 hrs, Volume= 593 cf Outflow = 0.09 cfs @ 12.24 hrs, Volume= 593 cf, Atten= 1%, Lag= 1.0 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.47 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.75 fps, Avg. Travel Time= 1.0 min Peak Storage= 3 cf @ 12.23 hrs Average Depth at Peak Storage= 0.12' , Surface Width= 0.75' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.51 cfs Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 30HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 43.0' Slope= 0.0049 '/' Inlet Invert= 193.75', Outlet Invert= 193.54' Summary for Reach 2R: 12" Culvert [52] Hint: Inlet/Outlet conditions not evaluated [65] Warning: Inlet elevation not specified Inflow Area = 26,150 sf, 44.21% Impervious, Inflow Depth = 1.32" for 25-yr event Inflow = 1.35 cfs @ 11.98 hrs, Volume= 2,872 cf Outflow = 1.34 cfs @ 11.99 hrs, Volume= 2,872 cf, Atten= 1%, Lag= 0.2 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 7.52 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.61 fps, Avg. Travel Time= 0.4 min Peak Storage= 11 cf @ 11.98 hrs Average Depth at Peak Storage= 0.28' , Surface Width= 0.90' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 60.0' Slope= 0.0500 '/' Inlet Invert= 0.00', Outlet Invert= -3.00' Summary for Reach 3R: Veg Swale [62] Hint: Exceeded Reach 1R OUTLET depth by 0.18' @ 12.00 hrs Inflow Area = 100,550 sf, 35.23% Impervious, Inflow Depth = 0.98" for 25-yr event Inflow = 1.77 cfs @ 12.01 hrs, Volume= 8,217 cf Outflow = 1.63 cfs @ 12.12 hrs, Volume= 8,217 cf, Atten= 8%, Lag= 6.6 min Routed to Pond 1P : Infiltration Basin Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 31HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.04 fps, Min. Travel Time= 3.4 min Avg. Velocity = 0.76 fps, Avg. Travel Time= 9.1 min Peak Storage= 334 cf @ 12.06 hrs Average Depth at Peak Storage= 0.28' , Surface Width= 3.70' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 20.44 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 415.0' Slope= 0.0072 '/' Inlet Invert= 193.50', Outlet Invert= 190.50'‡Summary for Reach 4R: Veg Swale Inflow Area = 168,100 sf, 7.00% Impervious, Inflow Depth = 0.16" for 25-yr event Inflow = 0.08 cfs @ 13.07 hrs, Volume= 2,248 cf Outflow = 0.08 cfs @ 13.39 hrs, Volume= 2,248 cf, Atten= 1%, Lag= 18.7 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 0.83 fps, Min. Travel Time= 10.4 min Avg. Velocity = 0.60 fps, Avg. Travel Time= 14.4 min Peak Storage= 53 cf @ 13.21 hrs Average Depth at Peak Storage= 0.05' , Surface Width= 2.28' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 23.58 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 520.0' Slope= 0.0096 '/' Inlet Invert= 195.50', Outlet Invert= 190.50'‡ Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 32HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Reach 5R: Veg Swale Inflow Area = 34,200 sf, 30.50% Impervious, Inflow Depth = 0.84" for 25-yr event Inflow = 1.03 cfs @ 11.99 hrs, Volume= 2,393 cf Outflow = 0.93 cfs @ 12.05 hrs, Volume= 2,393 cf, Atten= 10%, Lag= 3.8 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.17 fps, Min. Travel Time= 2.2 min Avg. Velocity = 0.67 fps, Avg. Travel Time= 7.1 min Peak Storage= 126 cf @ 12.01 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 3.05' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 28.48 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 285.0' Slope= 0.0140 '/' Inlet Invert= 194.50', Outlet Invert= 190.50'‡Summary for Reach 6R: Veg Swale Inflow Area = 30,200 sf, 32.12% Impervious, Inflow Depth = 0.89" for 25-yr event Inflow = 0.99 cfs @ 11.99 hrs, Volume= 2,252 cf Outflow = 0.90 cfs @ 12.03 hrs, Volume= 2,252 cf, Atten= 9%, Lag= 2.3 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.46 fps, Min. Travel Time= 1.4 min Avg. Velocity = 0.75 fps, Avg. Travel Time= 4.5 min Peak Storage= 78 cf @ 12.00 hrs Average Depth at Peak Storage= 0.16' , Surface Width= 2.95' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 34.00 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 200.0' Slope= 0.0200 '/' Inlet Invert= 194.50', Outlet Invert= 190.50' Type II 24-hr 25-yr Rainfall=4.48"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 33HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC‡Summary for Pond 1P: Infiltration Basin Inflow Area = 390,750 sf, 17.23% Impervious, Inflow Depth = 0.47" for 25-yr event Inflow = 3.21 cfs @ 12.07 hrs, Volume= 15,329 cf Outflow = 0.40 cfs @ 13.90 hrs, Volume= 15,329 cf, Atten= 87%, Lag= 110.1 min Discarded = 0.40 cfs @ 13.90 hrs, Volume= 15,329 cf Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 186.63' @ 13.90 hrs Surf.Area= 3,496 sf Storage= 4,926 cf Plug-Flow detention time= 157.2 min calculated for 15,322 cf (100% of inflow) Center-of-Mass det. time= 157.2 min ( 1,086.0 - 928.8 ) Volume Invert Avail.Storage Storage Description #1 184.00' 30,546 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 184.00 250 0 0 188.00 5,187 10,874 10,874 189.00 7,528 6,358 17,232 190.00 19,101 13,315 30,546 Device Routing Invert Outlet Devices #1 Discarded 184.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.40 cfs @ 13.90 hrs HW=186.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 34HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 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=57,700 sf 0.00% Impervious Runoff Depth=0.14"Subcatchment S1: S1 Flow Length=623' Tc=31.8 min CN=36 Runoff=0.02 cfs 693 cf Runoff Area=59,950 sf 34.70% Impervious Runoff Depth=1.37"Subcatchment S2: S2 Flow Length=304' Tc=22.3 min CN=59 Runoff=1.74 cfs 6,828 cf Runoff Area=14,450 sf 21.18% Impervious Runoff Depth=0.79"Subcatchment S3: S3 Flow Length=227' Tc=22.1 min CN=50 Runoff=0.19 cfs 950 cf Runoff Area=26,150 sf 44.21% Impervious Runoff Depth=1.81"Subcatchment S4: S4 Flow Length=300' Slope=0.0200 '/' Tc=6.0 min CN=65 Runoff=1.88 cfs 3,941 cf Runoff Area=168,100 sf 7.00% Impervious Runoff Depth=0.33"Subcatchment S5: S5 Flow Length=370' Slope=0.0200 '/' Tc=30.3 min CN=41 Runoff=0.33 cfs 4,628 cf Runoff Area=34,200 sf 30.50% Impervious Runoff Depth=1.23"Subcatchment S6: S6 Flow Length=120' Tc=6.0 min CN=57 Runoff=1.60 cfs 3,503 cf Runoff Area=30,200 sf 32.12% Impervious Runoff Depth=1.30"Subcatchment S7: S7 Flow Length=120' Tc=6.0 min CN=58 Runoff=1.50 cfs 3,265 cf Avg. Flow Depth=0.17' Max Vel=1.82 fps Inflow=0.19 cfs 950 cfReach 1R: 15" Culvert 15.0" Round Pipe n=0.013 L=43.0' S=0.0049 '/' Capacity=4.51 cfs Outflow=0.19 cfs 950 cf Avg. Flow Depth=0.33' Max Vel=8.24 fps Inflow=1.88 cfs 3,941 cfReach 2R: 12" Culvert 12.0" Round Pipe n=0.013 L=60.0' S=0.0500 '/' Capacity=7.97 cfs Outflow=1.87 cfs 3,941 cf Avg. Flow Depth=0.36' Max Vel=2.32 fps Inflow=2.68 cfs 11,719 cfReach 3R: Veg Swale n=0.022 L=415.0' S=0.0072 '/' Capacity=20.44 cfs Outflow=2.53 cfs 11,719 cf Avg. Flow Depth=0.10' Max Vel=1.33 fps Inflow=0.33 cfs 4,628 cfReach 4R: Veg Swale n=0.022 L=520.0' S=0.0096 '/' Capacity=23.58 cfs Outflow=0.32 cfs 4,628 cf Avg. Flow Depth=0.23' Max Vel=2.51 fps Inflow=1.60 cfs 3,503 cfReach 5R: Veg Swale n=0.022 L=285.0' S=0.0140 '/' Capacity=28.48 cfs Outflow=1.45 cfs 3,503 cf Avg. Flow Depth=0.20' Max Vel=2.82 fps Inflow=1.50 cfs 3,265 cfReach 6R: Veg Swale n=0.022 L=200.0' S=0.0200 '/' Capacity=34.00 cfs Outflow=1.39 cfs 3,265 cf Peak Elev=187.61' Storage=8,932 cf Inflow=5.01 cfs 23,809 cfPond 1P: Infiltration Basin Outflow=0.54 cfs 23,809 cf Total Runoff Area = 390,750 sf Runoff Volume = 23,809 cf Average Runoff Depth = 0.73" 82.77% Pervious = 323,440 sf 17.23% Impervious = 67,310 sf Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 35HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S1: S1 Runoff = 0.02 cfs @ 13.67 hrs, Volume= 693 cf, Depth= 0.14" Routed to Pond 1P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 57,700 36 Woods, Fair, HSG A 57,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 11.5 523 0.0230 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 623 Total Summary for Subcatchment S2: S2 Runoff = 1.74 cfs @ 12.18 hrs, Volume= 6,828 cf, Depth= 1.37" Routed to Reach 3R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 20,800 98 Paved parking, HSG A 14,820 36 Woods, Fair, HSG A 24,330 39 >75% Grass cover, Good, HSG A 59,950 59 Weighted Average 39,150 65.30% Pervious Area 20,800 34.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 0.9 61 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 123 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.3 304 Total Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 36HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 Runoff = 0.19 cfs @ 12.20 hrs, Volume= 950 cf, Depth= 0.79" Routed to Reach 1R : 15" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 3,060 98 Paved parking, HSG A 6,500 36 Woods, Fair, HSG A 4,890 39 >75% Grass cover, Good, HSG A 14,450 50 Weighted Average 11,390 78.82% Pervious Area 3,060 21.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 1.1 54 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 25 0.0200 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 48 0.1670 2.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 227 Total Summary for Subcatchment S4: S4 Runoff = 1.88 cfs @ 11.98 hrs, Volume= 3,941 cf, Depth= 1.81" Routed to Reach 2R : 12" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 11,560 98 Paved parking, HSG A 14,590 39 >75% Grass cover, Good, HSG A 26,150 65 Weighted Average 14,590 55.79% Pervious Area 11,560 44.21% Impervious Area Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 37HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0200 1.24 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.9 150 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.0 Direct Entry, 6.0 300 Total Summary for Subcatchment S5: S5 Runoff = 0.33 cfs @ 12.47 hrs, Volume= 4,628 cf, Depth= 0.33" Routed to Reach 4R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 11,760 98 Paved parking, HSG A 95,680 36 Woods, Fair, HSG A 60,660 39 >75% Grass cover, Good, HSG A 168,100 41 Weighted Average 156,340 93.00% Pervious Area 11,760 7.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 6.4 270 0.0200 0.71 Shallow Concentrated Flow, 325 Woodland Kv= 5.0 fps 30.3 370 Total Summary for Subcatchment S6: S6 Runoff = 1.60 cfs @ 11.99 hrs, Volume= 3,503 cf, Depth= 1.23" Routed to Reach 5R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 10,430 98 Paved parking, HSG A 800 36 Woods, Fair, HSG A 22,970 39 >75% Grass cover, Good, HSG A 34,200 57 Weighted Average 23,770 69.50% Pervious Area 10,430 30.50% Impervious Area Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 38HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 3.9 6.0 120 Total Summary for Subcatchment S7: S7 Runoff = 1.50 cfs @ 11.98 hrs, Volume= 3,265 cf, Depth= 1.30" Routed to Reach 6R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.23" Area (sf) CN Description 9,700 98 Paved parking, HSG A 20,500 39 >75% Grass cover, Good, HSG A 30,200 58 Weighted Average 20,500 67.88% Pervious Area 9,700 32.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 6.0 120 Total Summary for Reach 1R: 15" Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,450 sf, 21.18% Impervious, Inflow Depth = 0.79" for 50-yr event Inflow = 0.19 cfs @ 12.20 hrs, Volume= 950 cf Outflow = 0.19 cfs @ 12.22 hrs, Volume= 950 cf, Atten= 1%, Lag= 0.7 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.82 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 0.9 min Peak Storage= 4 cf @ 12.21 hrs Average Depth at Peak Storage= 0.17' , Surface Width= 0.87' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.51 cfs Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 39HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 43.0' Slope= 0.0049 '/' Inlet Invert= 193.75', Outlet Invert= 193.54' Summary for Reach 2R: 12" Culvert [52] Hint: Inlet/Outlet conditions not evaluated [65] Warning: Inlet elevation not specified Inflow Area = 26,150 sf, 44.21% Impervious, Inflow Depth = 1.81" for 50-yr event Inflow = 1.88 cfs @ 11.98 hrs, Volume= 3,941 cf Outflow = 1.87 cfs @ 11.98 hrs, Volume= 3,941 cf, Atten= 1%, Lag= 0.2 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 8.24 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.80 fps, Avg. Travel Time= 0.4 min Peak Storage= 14 cf @ 11.98 hrs Average Depth at Peak Storage= 0.33' , Surface Width= 0.94' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 60.0' Slope= 0.0500 '/' Inlet Invert= 0.00', Outlet Invert= -3.00' Summary for Reach 3R: Veg Swale [62] Hint: Exceeded Reach 1R OUTLET depth by 0.21' @ 12.00 hrs Inflow Area = 100,550 sf, 35.23% Impervious, Inflow Depth = 1.40" for 50-yr event Inflow = 2.68 cfs @ 12.01 hrs, Volume= 11,719 cf Outflow = 2.53 cfs @ 12.11 hrs, Volume= 11,719 cf, Atten= 5%, Lag= 6.0 min Routed to Pond 1P : Infiltration Basin Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 40HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.32 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.83 fps, Avg. Travel Time= 8.4 min Peak Storage= 453 cf @ 12.06 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 4.14' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 20.44 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 415.0' Slope= 0.0072 '/' Inlet Invert= 193.50', Outlet Invert= 190.50'‡Summary for Reach 4R: Veg Swale Inflow Area = 168,100 sf, 7.00% Impervious, Inflow Depth = 0.33" for 50-yr event Inflow = 0.33 cfs @ 12.47 hrs, Volume= 4,628 cf Outflow = 0.32 cfs @ 12.67 hrs, Volume= 4,628 cf, Atten= 4%, Lag= 12.4 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.33 fps, Min. Travel Time= 6.5 min Avg. Velocity = 0.75 fps, Avg. Travel Time= 11.5 min Peak Storage= 124 cf @ 12.57 hrs Average Depth at Peak Storage= 0.10' , Surface Width= 2.62' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 23.58 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 520.0' Slope= 0.0096 '/' Inlet Invert= 195.50', Outlet Invert= 190.50'‡ Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 41HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Reach 5R: Veg Swale Inflow Area = 34,200 sf, 30.50% Impervious, Inflow Depth = 1.23" for 50-yr event Inflow = 1.60 cfs @ 11.99 hrs, Volume= 3,503 cf Outflow = 1.45 cfs @ 12.04 hrs, Volume= 3,503 cf, Atten= 9%, Lag= 3.3 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.51 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.75 fps, Avg. Travel Time= 6.3 min Peak Storage= 172 cf @ 12.01 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 3.36' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 28.48 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 285.0' Slope= 0.0140 '/' Inlet Invert= 194.50', Outlet Invert= 190.50'‡Summary for Reach 6R: Veg Swale Inflow Area = 30,200 sf, 32.12% Impervious, Inflow Depth = 1.30" for 50-yr event Inflow = 1.50 cfs @ 11.98 hrs, Volume= 3,265 cf Outflow = 1.39 cfs @ 12.02 hrs, Volume= 3,265 cf, Atten= 7%, Lag= 1.9 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.82 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.83 fps, Avg. Travel Time= 4.0 min Peak Storage= 105 cf @ 12.00 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 3.21' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 34.00 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 200.0' Slope= 0.0200 '/' Inlet Invert= 194.50', Outlet Invert= 190.50' Type II 24-hr 50-yr Rainfall=5.23"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 42HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC‡Summary for Pond 1P: Infiltration Basin Inflow Area = 390,750 sf, 17.23% Impervious, Inflow Depth = 0.73" for 50-yr event Inflow = 5.01 cfs @ 12.05 hrs, Volume= 23,809 cf Outflow = 0.54 cfs @ 14.29 hrs, Volume= 23,809 cf, Atten= 89%, Lag= 134.2 min Discarded = 0.54 cfs @ 14.29 hrs, Volume= 23,809 cf Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 187.61' @ 14.29 hrs Surf.Area= 4,702 sf Storage= 8,932 cf Plug-Flow detention time= 217.1 min calculated for 23,797 cf (100% of inflow) Center-of-Mass det. time= 217.1 min ( 1,133.2 - 916.1 ) Volume Invert Avail.Storage Storage Description #1 184.00' 30,546 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 184.00 250 0 0 188.00 5,187 10,874 10,874 189.00 7,528 6,358 17,232 190.00 19,101 13,315 30,546 Device Routing Invert Outlet Devices #1 Discarded 184.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.54 cfs @ 14.29 hrs HW=187.61' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.54 cfs) Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 43HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 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=57,700 sf 0.00% Impervious Runoff Depth=0.32"Subcatchment S1: S1 Flow Length=623' Tc=31.8 min CN=36 Runoff=0.08 cfs 1,521 cf Runoff Area=59,950 sf 34.70% Impervious Runoff Depth=1.90"Subcatchment S2: S2 Flow Length=304' Tc=22.3 min CN=59 Runoff=2.54 cfs 9,474 cf Runoff Area=14,450 sf 21.18% Impervious Runoff Depth=1.19"Subcatchment S3: S3 Flow Length=227' Tc=22.1 min CN=50 Runoff=0.33 cfs 1,430 cf Runoff Area=26,150 sf 44.21% Impervious Runoff Depth=2.42"Subcatchment S4: S4 Flow Length=300' Slope=0.0200 '/' Tc=6.0 min CN=65 Runoff=2.53 cfs 5,267 cf Runoff Area=168,100 sf 7.00% Impervious Runoff Depth=0.59"Subcatchment S5: S5 Flow Length=370' Slope=0.0200 '/' Tc=30.3 min CN=41 Runoff=0.92 cfs 8,210 cf Runoff Area=34,200 sf 30.50% Impervious Runoff Depth=1.73"Subcatchment S6: S6 Flow Length=120' Tc=6.0 min CN=57 Runoff=2.31 cfs 4,933 cf Runoff Area=30,200 sf 32.12% Impervious Runoff Depth=1.81"Subcatchment S7: S7 Flow Length=120' Tc=6.0 min CN=58 Runoff=2.15 cfs 4,563 cf Avg. Flow Depth=0.23' Max Vel=2.14 fps Inflow=0.33 cfs 1,430 cfReach 1R: 15" Culvert 15.0" Round Pipe n=0.013 L=43.0' S=0.0049 '/' Capacity=4.51 cfs Outflow=0.33 cfs 1,430 cf Avg. Flow Depth=0.39' Max Vel=8.92 fps Inflow=2.53 cfs 5,267 cfReach 2R: 12" Culvert 12.0" Round Pipe n=0.013 L=60.0' S=0.0500 '/' Capacity=7.97 cfs Outflow=2.51 cfs 5,267 cf Avg. Flow Depth=0.43' Max Vel=2.58 fps Inflow=3.85 cfs 16,171 cfReach 3R: Veg Swale n=0.022 L=415.0' S=0.0072 '/' Capacity=20.44 cfs Outflow=3.67 cfs 16,171 cf Avg. Flow Depth=0.19' Max Vel=1.87 fps Inflow=0.92 cfs 8,210 cfReach 4R: Veg Swale n=0.022 L=520.0' S=0.0096 '/' Capacity=23.58 cfs Outflow=0.89 cfs 8,210 cf Avg. Flow Depth=0.28' Max Vel=2.83 fps Inflow=2.31 cfs 4,933 cfReach 5R: Veg Swale n=0.022 L=285.0' S=0.0140 '/' Capacity=28.48 cfs Outflow=2.11 cfs 4,933 cf Avg. Flow Depth=0.25' Max Vel=3.15 fps Inflow=2.15 cfs 4,563 cfReach 6R: Veg Swale n=0.022 L=200.0' S=0.0200 '/' Capacity=34.00 cfs Outflow=2.02 cfs 4,563 cf Peak Elev=188.64' Storage=14,696 cf Inflow=7.27 cfs 35,398 cfPond 1P: Infiltration Basin Outflow=0.77 cfs 35,398 cf Total Runoff Area = 390,750 sf Runoff Volume = 35,398 cf Average Runoff Depth = 1.09" 82.77% Pervious = 323,440 sf 17.23% Impervious = 67,310 sf Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 44HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S1: S1 Runoff = 0.08 cfs @ 12.62 hrs, Volume= 1,521 cf, Depth= 0.32" Routed to Pond 1P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 57,700 36 Woods, Fair, HSG A 57,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 11.5 523 0.0230 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 623 Total Summary for Subcatchment S2: S2 Runoff = 2.54 cfs @ 12.17 hrs, Volume= 9,474 cf, Depth= 1.90" Routed to Reach 3R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 20,800 98 Paved parking, HSG A 14,820 36 Woods, Fair, HSG A 24,330 39 >75% Grass cover, Good, HSG A 59,950 59 Weighted Average 39,150 65.30% Pervious Area 20,800 34.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 0.9 61 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 123 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.3 304 Total Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 45HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 Runoff = 0.33 cfs @ 12.19 hrs, Volume= 1,430 cf, Depth= 1.19" Routed to Reach 1R : 15" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 3,060 98 Paved parking, HSG A 6,500 36 Woods, Fair, HSG A 4,890 39 >75% Grass cover, Good, HSG A 14,450 50 Weighted Average 11,390 78.82% Pervious Area 3,060 21.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 1.1 54 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 25 0.0200 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 48 0.1670 2.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 227 Total Summary for Subcatchment S4: S4 Runoff = 2.53 cfs @ 11.98 hrs, Volume= 5,267 cf, Depth= 2.42" Routed to Reach 2R : 12" Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 11,560 98 Paved parking, HSG A 14,590 39 >75% Grass cover, Good, HSG A 26,150 65 Weighted Average 14,590 55.79% Pervious Area 11,560 44.21% Impervious Area Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 46HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0200 1.24 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.9 150 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.0 Direct Entry, 6.0 300 Total Summary for Subcatchment S5: S5 Runoff = 0.92 cfs @ 12.37 hrs, Volume= 8,210 cf, Depth= 0.59" Routed to Reach 4R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 11,760 98 Paved parking, HSG A 95,680 36 Woods, Fair, HSG A 60,660 39 >75% Grass cover, Good, HSG A 168,100 41 Weighted Average 156,340 93.00% Pervious Area 11,760 7.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.58" 6.4 270 0.0200 0.71 Shallow Concentrated Flow, 325 Woodland Kv= 5.0 fps 30.3 370 Total Summary for Subcatchment S6: S6 Runoff = 2.31 cfs @ 11.98 hrs, Volume= 4,933 cf, Depth= 1.73" Routed to Reach 5R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 10,430 98 Paved parking, HSG A 800 36 Woods, Fair, HSG A 22,970 39 >75% Grass cover, Good, HSG A 34,200 57 Weighted Average 23,770 69.50% Pervious Area 10,430 30.50% Impervious Area Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 47HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 3.9 6.0 120 Total Summary for Subcatchment S7: S7 Runoff = 2.15 cfs @ 11.98 hrs, Volume= 4,563 cf, Depth= 1.81" Routed to Reach 6R : Veg Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.09" Area (sf) CN Description 9,700 98 Paved parking, HSG A 20,500 39 >75% Grass cover, Good, HSG A 30,200 58 Weighted Average 20,500 67.88% Pervious Area 9,700 32.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.94 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.58" 0.3 20 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 Direct Entry, 6.0 120 Total Summary for Reach 1R: 15" Culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,450 sf, 21.18% Impervious, Inflow Depth = 1.19" for 100-yr event Inflow = 0.33 cfs @ 12.19 hrs, Volume= 1,430 cf Outflow = 0.33 cfs @ 12.20 hrs, Volume= 1,430 cf, Atten= 0%, Lag= 0.6 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.14 fps, Min. Travel Time= 0.3 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 0.8 min Peak Storage= 7 cf @ 12.19 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 0.97' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.51 cfs Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 48HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 43.0' Slope= 0.0049 '/' Inlet Invert= 193.75', Outlet Invert= 193.54' Summary for Reach 2R: 12" Culvert [52] Hint: Inlet/Outlet conditions not evaluated [65] Warning: Inlet elevation not specified Inflow Area = 26,150 sf, 44.21% Impervious, Inflow Depth = 2.42" for 100-yr event Inflow = 2.53 cfs @ 11.98 hrs, Volume= 5,267 cf Outflow = 2.51 cfs @ 11.98 hrs, Volume= 5,267 cf, Atten= 0%, Lag= 0.2 min Routed to Reach 3R : Veg Swale Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 8.92 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.97 fps, Avg. Travel Time= 0.3 min Peak Storage= 17 cf @ 11.98 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 0.97' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 60.0' Slope= 0.0500 '/' Inlet Invert= 0.00', Outlet Invert= -3.00' Summary for Reach 3R: Veg Swale [63] Warning: Exceeded Reach 1R INLET depth by 0.03' @ 12.00 hrs Inflow Area = 100,550 sf, 35.23% Impervious, Inflow Depth = 1.93" for 100-yr event Inflow = 3.85 cfs @ 12.01 hrs, Volume= 16,171 cf Outflow = 3.67 cfs @ 12.11 hrs, Volume= 16,171 cf, Atten= 5%, Lag= 5.7 min Routed to Pond 1P : Infiltration Basin Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 49HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.58 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.89 fps, Avg. Travel Time= 7.8 min Peak Storage= 593 cf @ 12.06 hrs Average Depth at Peak Storage= 0.43' , Surface Width= 4.60' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 20.44 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 415.0' Slope= 0.0072 '/' Inlet Invert= 193.50', Outlet Invert= 190.50'‡Summary for Reach 4R: Veg Swale Inflow Area = 168,100 sf, 7.00% Impervious, Inflow Depth = 0.59" for 100-yr event Inflow = 0.92 cfs @ 12.37 hrs, Volume= 8,210 cf Outflow = 0.89 cfs @ 12.51 hrs, Volume= 8,210 cf, Atten= 3%, Lag= 8.5 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.87 fps, Min. Travel Time= 4.6 min Avg. Velocity = 0.89 fps, Avg. Travel Time= 9.8 min Peak Storage= 248 cf @ 12.43 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 3.12' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 23.58 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 520.0' Slope= 0.0096 '/' Inlet Invert= 195.50', Outlet Invert= 190.50'‡ Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 50HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Summary for Reach 5R: Veg Swale Inflow Area = 34,200 sf, 30.50% Impervious, Inflow Depth = 1.73" for 100-yr event Inflow = 2.31 cfs @ 11.98 hrs, Volume= 4,933 cf Outflow = 2.11 cfs @ 12.03 hrs, Volume= 4,933 cf, Atten= 9%, Lag= 2.9 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.83 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.83 fps, Avg. Travel Time= 5.8 min Peak Storage= 225 cf @ 12.00 hrs Average Depth at Peak Storage= 0.28' , Surface Width= 3.67' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 28.48 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 285.0' Slope= 0.0140 '/' Inlet Invert= 194.50', Outlet Invert= 190.50'‡Summary for Reach 6R: Veg Swale Inflow Area = 30,200 sf, 32.12% Impervious, Inflow Depth = 1.81" for 100-yr event Inflow = 2.15 cfs @ 11.98 hrs, Volume= 4,563 cf Outflow = 2.02 cfs @ 12.01 hrs, Volume= 4,563 cf, Atten= 6%, Lag= 1.6 min Routed to Pond 1P : Infiltration Basin Routing by Stor-Ind+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 3.15 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.91 fps, Avg. Travel Time= 3.7 min Peak Storage= 135 cf @ 11.99 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 3.48' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 34.00 cfs 2.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 200.0' Slope= 0.0200 '/' Inlet Invert= 194.50', Outlet Invert= 190.50' Type II 24-hr 100-yr Rainfall=6.09"POST-DEVELOPMENT Printed 6/12/2024Prepared by Environmental Design Partnership Page 51HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC‡Summary for Pond 1P: Infiltration Basin Inflow Area = 390,750 sf, 17.23% Impervious, Inflow Depth = 1.09" for 100-yr event Inflow = 7.27 cfs @ 12.05 hrs, Volume= 35,398 cf Outflow = 0.77 cfs @ 14.32 hrs, Volume= 35,398 cf, Atten= 89%, Lag= 136.3 min Discarded = 0.77 cfs @ 14.32 hrs, Volume= 35,398 cf Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 188.64' @ 14.32 hrs Surf.Area= 6,693 sf Storage= 14,696 cf Plug-Flow detention time= 267.3 min calculated for 35,380 cf (100% of inflow) Center-of-Mass det. time= 267.3 min ( 1,171.1 - 903.8 ) Volume Invert Avail.Storage Storage Description #1 184.00' 30,546 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 184.00 250 0 0 188.00 5,187 10,874 10,874 189.00 7,528 6,358 17,232 190.00 19,101 13,315 30,546 Device Routing Invert Outlet Devices #1 Discarded 184.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.77 cfs @ 14.32 hrs HW=188.64' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.77 cfs)