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4899A-SMR Rev05.17.21
STORMWATER MANAGEMENT REPORT FOR NATIVE DEVELOPMENT INDUSTRIAL PARK 24 Native Road Town of Queensbury Warren County, New York Prepared For: Native Development Associates, LLC 6 Enterprise Avenue Clifton Park, NY 12065 March 16, 2020 Revised March 2, 2021 Revised April 26, 2021 Revised May 17, 2021 Project No. 4899A Prepared By: Luigi A. Palleschi, P.E. ABD Engineers, LLP 411 Union Street Schenectady, NY 12305 (518) 377-0315 STORMWATER MANAGEMENT REPORT NATIVE DEVELOPMENT INDUSTRIAL PARK 24 Native Road Town of Queensbury Warren County, New York TABLE OF CONTENTS ITEM PAGE PROJECT LOCATION ....................................................................................... 1 GENERAL SITE DEVELOPMENT ................................................................... 1 SOIL TYPES, GROUNDWATER & TOPOGRAPHY ........................................ 1 STORMWATER MANAGEMENT PLAN ......................................................... 1 ANALYSIS ......................................................................................................... 2 SUMMARY ........................................................................................................ 5 EXHIBIT 1: SITE LOCATION MAP ..................................................... Attached EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP ........................ Attached EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP ...................... Attached EXHIBIT 4: UPSTREAM WATERSHED & USGS STREAMSTATS ... Attached APPENDIX A: STORMWATER CALCULATIONS ............................. Attached ABD Engineers, LLP Native Development Queensbury 4899A-SMR 1 STORMWATER MANAGEMENT REPORT NATIVE DEVELOPMENT INDUSTRIAL PARK 24 Native Road Town of Queensbury Warren County, New York PROJECT LOCATION The proposed subdivision is located at 24 Native Road in the Town of Queensbury, Warren County, New York (see Exhibit 1). The site is bordered on the north by Lands of Halcyon Properties, Inc., on the south by Lands of Town of Queensbury Rec Dept., on the east by commercial development, and on the west by residential homes. GENERAL SITE DEVELOPMENT The applicant is proposing to subdivide a 33.4 acre parcel into 5 private lots and extending the Native Road right of way. Proposed construction on the private lots includes 4 new office/warehouse buildings, 2 building additions to the existing office/warehouse building, associated pavement, town roadway, utilities, and stormwater management area for water quality treatment. Access to the site will remain off of Native Road. SOIL TYPES, GROUNDWATER & TOPOGRAPHY According to the Warren County NRCS, the primary hydrologic soil group is Type A loam fine sand. A geotechnical study was performed onsite by Daniel G. Loucks, P.E. to verify the soil conditions. Borings and test pits generally encountered sandy soils and groundwater level is estimated below a depth of 35 feet or 2.5 feet below existing grade at test pit #1. Infiltration testing was also performed by ABD and the existing soils stabilized at rates of 45 to 57 inches per hour. The existing site drains south through a ravine to the Hudson River. STORMWATER MANAGEMENT PLAN The stormwater management plan for the proposed project will utilize surface sheet flow across pavement and gravel and ultimately discharging to infiltration basin and infiltration trench practices. The building rooftop runoff will be conveyed to the catch ABD Engineers, LLP Native Development Queensbury 4899A-SMR 2 basin system and then to the infiltration practice. Stormwater runoff from the undisturbed southern portion of the parcel will continue to drain to the ravine as in the pre- development condition. A conservative design infiltration rate of 1” in 12 minutes was used for the stormwater calculations. The infiltration practices will be utilized to achieve water quality volume (WQv) and runoff reduction volume (RRv) per NYSDEC Phase 2 Stormwater Regulations. The total water quality treatment volume (WQv) required is 59,984± cubic feet and the minimum Runoff Reduction Volume (RRv) required is 32,140± cubic feet. The provided RRv is 59,984± cubic feet which meets or exceeds the required WQv. Refer to the WQv and RRv calculations in Appendix A. Pretreatment within the system will be achieved utilizing sedimentation forebays and stone diaphragms prior to infiltration. It should be noted the 5 private lots are proposed concepts and may change. Each lot will be analyzed separately and additional stormwater management may or may not be needed. However, the system as designed meets or exceeds the Town of Queensbury and NYSDEC stormwater requirements as proposed. ANALYSIS HydroCAD was utilized for the stormwater analysis. Stormwater calculations for the pre and post-development conditions are presented in Appendix A. In the pre-development condition, the existing site consists of two drainage areas with Area 1 divided into two sucatchments (refer to Exhibit 2). Pre Area 1A drains south to a small ravine sloping west and ultimately to the Hudson River. Pre Area 1A is 7.75± acres and consists of existing woods and grass areas. An area weighted CN value of 32 is used for the calculation. The peak discharge rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.04 cfs and 0.12 cfs respectively with a time of concentration of 43 minutes. Pre Area 1B drains to a central ravine onsite which flows south to the Hudson River. Pre Area 1B is 12.98± acres and consists of existing woods and grass areas. An area weighted CN value of 32 is used for the calculation. The peak discharge rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.06 cfs and 0.20 cfs respectively with a time of concentration of 53 minutes. ABD Engineers, LLP Native Development Queensbury 4899A-SMR 3 Pre Area 2 drains east to the existing development with stormwater management areas. Pre Area 2A is 1.84± acres and consists of existing gravel, woods and grass areas. An area weighted CN value of 34 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.02 cfs and 0.06 cfs respectively with a time of concentration of 30 minutes. Pre Area 2B is 4.75± acres and consists of existing pavement, gravel, woods and grass areas. An area weighted CN value of 54 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.01 cfs, 0.74 cfs, 3.31 cfs and 5.28 cfs respectively with a time of concentration of 30 minutes In the post-development condition, there are two drainage areas as in the pre- development condition (refer to Exhibit 3). Post Area 1A is reduced to 1.05± acres and a majority of the area previously draining to the small western ravine will now be collected and treated within the proposed infiltration practice. Post Area 1A-1 flows to an infiltration trench along the edge of the gravel drive aisle behind building 3 and 4. Post Area 1A-1 is 0.87 acres and consists of gravel and grass areas. An area weighted CN value of 77 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100- year storm events are 0.84 cfs, 2.36 cfs, 4.21 cfs and 5.29 cfs respectively with a time of concentration of 6 minutes. All runoff is controlled within the trench and infiltrates. Post Area 1A-2 flows directly to the western ravine as in the pre-development condition. Post Area 1A-2 is 0.18 acres and consists of wooded and grass areas. An area weighted CN value of 32 is used for the calculation. The peak discharge rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.00 cfs and 0.00 cfs respectively with a time of concentration of 6 minutes. Post Area 1B-1, 1B-2, and 1B-3 all drain to the sedimentation forebay for pretreatment. Post Area 1B-1 is 11.30 acres and consists of proposed pavement, rooftop, gravel and grass areas. An area weighted CN value of 78 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 11.74 cfs, 31.59 cfs, 56.09 cfs and 70.26 cfs respectively with a time of concentration of 6 minutes. Post Area 1B-2 is 3.73 acres and consists of proposed pavement, rooftop, and grass areas. An area weighted CN value of 89 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 7.76 cfs, 15.58 cfs, 24.12 cfs and ABD Engineers, LLP Native Development Queensbury 4899A-SMR 4 28.85 cfs respectively with a time of concentration of 6 minutes. Post Area 1B-3 is 3.25 acres and consists of proposed pavement, rooftop, and grass areas. An area weighted CN value of 90 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 7.11 cfs, 13.95 cfs, 21.36 cfs and 25.47 cfs respectively with a time of concentration of 6 minutes. Post Area 1B-4 is the area draining directly to the infiltration basin. Post Area 1B-4 is 2.22 acres and consists of a portion of proposed rooftop and grass areas. An area weighted CN value of 45 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.03 cfs, 1.23 cfs and 2.56 cfs respectively with a time of concentration of 6 minutes. All runoff from Post Area 1B-1, 1B-2, 1B-3, 1B-4, and 1B-7 is controlled within the infiltration basin and infiltrates. Post Area 1B-5 is the area draining directly to the overflow basin. Post Area 1B-5 is 0.40 acres and consists of grass areas. An area weighted CN value of 39 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.03 cfs and 0.15 cfs respectively with a time of concentration of 6 minutes. All runoff is controlled within the basin and does not discharge. Post Area 1B-6 flows to an infiltration trench along the edge of the gravel drive aisle behind building 5. Post Area 1B-6 is 0.49 acres and consists of gravel and grass areas. An area weighted CN value of 74 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.36 cfs, 1.15 cfs, 2.15 cfs and 2.74 cfs respectively with a time of concentration of 6 minutes. Post Area 1B-7 is the portion of pavement conveyed directly to the infiltration basin. A pretreatment forebay is provided prior to infiltration. Post Area 1B-7 is 0.19 acres and consists of a portion of proposed pavement and grass areas. An area weighted CN value of 97 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.55 cfs, 0.94 cfs, 1.35 cfs and 1.58 cfs respectively with a time of concentration of 6 minutes. Post Area 1B-8 is 1.13 acres and consists of proposed pavement, gravel and grass areas. An area weighted CN value of 75 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.91 cfs, 2.79 cfs, 5.12 cfs and 6.51 cfs respectively with a time of concentration of 6 minutes. All runoff is controlled within the basin and infiltrates. Post Area 1B-9 is the area draining south to the ravine. Post Area 1B-9 is 1.73 acres and consists of wooded ABD Engineers, LLP Native Development Queensbury 4899A-SMR 5 and grass areas. An area weighted CN value of 32 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.01 cfs and 0.03 cfs respectively with a time of concentration of 10 minutes. Post Area 2 is reduced to 2.09± acres and a majority of the area previously draining towards the existing development will now be collected and treated within the proposed infiltration practice. Post Area 2 is 2.09 acres and consists of existing pavement, proposed pavement, gravel, and grass areas. An area weighted CN value of 75 is used for the calculation. The peak runoff rates for the 1, 10, 50 and 100-year storm events are 1.27 cfs, 4.05 cfs, 7.61 cfs and 9.71 cfs respectively with a time of concentration of 12 minutes. The upstream watershed area was analyzed utilizing available desktop resources. USGS StreamStats generated a contributing basin area draining to the onsite ravine. The boundaries of the contributing area were then confirmed for general accuracy vi a Warren County contour elevation data. Using the basin characteristics listed in the StreamStats report, this area was modeled within HydroCAD. The bypass culvert system has also been modeled and provides adequate capacity to convey the 100-year storm event. SUMMARY After performing the HydroCAD analysis, the results are summarized as follows: 1-Year 10-Year 50-Year 100-Year 1-Year 10-Year 50-Year 100-Year Pre 1A 0.00 0.00 0.04 0.12 0.00 0.00 0.04 0.12 Pre 1B 0.00 0.00 0.06 0.20 0.00 0.00 0.06 0.20 Total Pre 0.00 0.00 0.10 0.32 0.00 0.00 0.10 0.32 Post 1A-1 0.84 2.36 4.21 5.29 0.00 0.00 0.00 0.00 Post 1A-2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Post 1B-1 11.74 31.59 56.09 70.26 0.00 0.00 0.00 0.00 Post 1B-2 7.76 15.58 24.12 28.85 0.00 0.00 0.00 0.00 Post 1B-3 7.11 13.95 21.36 25.47 0.00 0.00 0.00 0.00 Post 1B-4 0.00 0.03 1.23 2.56 0.00 0.00 0.00 0.00 Post 1B-5 0.00 0.00 0.03 0.15 0.00 0.00 0.00 0.00 Post 1B-6 0.36 1.15 2.15 2.74 0.00 0.00 0.00 0.00 Post 1B-7 0.55 0.94 1.35 1.58 0.00 0.00 0.00 0.00 Post 1B-8 0.91 2.79 5.12 6.51 0.00 0.00 0.00 0.00 Post 1B-9 0.00 0.00 0.01 0.03 0.00 0.00 0.01 0.03 Total Post 29.27 68.39 115.67 143.44 0.00 0.00 0.01 0.03 Net Change 29.27 68.39 115.57 143.12 0.00 0.00 -0.09 -0.29 D.A. 1 Peak Runoff Generated (cfs)Peak Discharge (cfs) ABD Engineers, LLP Native Development Queensbury 4899A-SMR 6 1-Year 10-Year 50-Year 100-Year 1-Year 10-Year 50-Year 100-Year Pre 2A 0.00 0.00 0.02 0.06 0.00 0.00 0.00 0.00 Pre 2B 0.01 0.74 3.31 5.28 0.00 0.00 0.00 0.00 Total Pre 0.01 0.74 3.33 5.34 0.00 0.00 0.00 0.00 Total Post 1.27 4.05 7.61 9.71 0.00 0.00 0.00 0.00 Net Change 1.26 3.31 4.28 4.37 0.00 0.00 0.00 0.00 Peak Runoff Generated (cfs)D.A. 2 Peak Discharge (cfs) 1-Year 10-Year 50-Year 100-Year Pre 1A 0 0 1191 4125 Pre 1B 0 0 1995 6908 Total Pre 0 0 3186 11033 Post 1A-1 0 0 0 0 Post 1A-2 0 0 27 95 Post 1B-1 0 0 0 0 Post 1B-2 0 0 0 0 Post 1B-3 0 0 0 0 Post 1B-4 0 0 0 0 Post 1B-5 0 0 0 0 Post 1B-6 0 0 0 0 Post 1B-7 0 0 0 0 Post 1B-8 0 0 0 0 Post 1B-9 0 0 266 920 Total Post 0 0 293 1015 Net Change 0 0 -2893 -10018 Runoff Volume (cf)D.A. 1 1-Year 10-Year 50-Year 100-Year Pre 2A 0 0 0 0 Pre 2B 0 0 0 0 Total Pre 0 0 0 0 Total Post 0 0 0 0 Net Change 0 0 0 0 Runoff Volume (cf)D.A. 2 ABD Engineers, LLP Native Development Queensbury 4899A-SMR 7 The peak discharge rates and runoff volume for the post-development condition are at or below the pre-development rates. The stormwater management plan will meet the NYSDEC Stormwater Design Manual standards, the needs of the project, and the Town of Queensbury. The stormwater management plan will function adequately and will not adversely affect adjacent or downstream properties. ____________________________________ Luigi A. Palleschi, P.E. EXHIBIT 1: SITE LOCATION MAP EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP EXHIBIT 4: UPSTREAM WATERSHED & USGS STREAMSTATS APPENDIX A: STORMWATER CALCULATIONS Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 Design Point: P=1.10 inch Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 )Description 1 20.69 13.91 67%0.66 54,122 Infiltration Basin 2 1.13 0.69 61%0.60 2,698 Infiltration Basin 3 0.85 0.52 61%0.60 2,031 Infiltration Trench 4 0.49 0.29 59%0.58 1,133 Infiltration Trench 5 6 7 8 9 10 Subtotal (1-30)23.16 15.41 67%0.65 59,984 Subtotal 1 Total 23.16 15.41 67%0.65 59,984 Initial WQv Total Contributing Area Contributing Impervious Area (Acre)(Acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (Acres) Impervious Area (Acres) Percent Impervious % Runoff Coefficient Rv WQv (ft 3 ) 23.16 15.41 67%0.65 59,984 0.00 0.00 23.16 15.41 67%0.65 59,984 0.00 23.16 15.41 67%0.65 59,984 Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per treeTree Planting Filter Strips Total NotesTechnique minimum 10,000 sfConservation of Natural Areas Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Minimum RRv Soil Group Acres S A 23.16 55% B 40% C 30% D 20% Total Area 23.16 S =0.55 Impervious =15.41 acre Precipitation 1.1 in Rv 0.95 Minimum RRv 32,140 ft3 0.74 af Enter the Soils Data for the site Calculate the Minimum RRv NOI QUESTIONS # cf af 28 59984 1.377 30 59984 1.377 31 32 32140 0.738 32a 33a 0 0.000 34 59984 1.377 34 59984 1.377 35 36 Cpv 37 Qp 37 Qf Reported Value Yes Yes Yes Minimum RRv NOI Question Sum of Volume Reduced & Treated Total WQv Treated Total RRV Provided Total Water Quality Volume (WQv) Required Is Sum RRv Provided and WQv Provided ≥WQv Required? Sum of Volume Reduced and Treated Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? Are Quantity Control requirements met? Channel Protection Apply Peak Flow Attenuation Overbank Extreme Flood Control Infiltration Basin Worksheet Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 20.69 13.91 0.67 0.66 #######1.10 Infiltration Basin 67%0.66 54,122 ft 3 10.00 in/hour 100 % WQv 54,122 ft 3 59,444 ft 3 Design Volume 54,122 ft 3 Basal Area Required 18,990 ft 2 Basal Area Provided 37,445 ft 2 Design Depth 2.85 ft Volume Provided 106,718 ft 3 RRv 54,122 ft 3 Volume Treated 0 ft 3 Sizing √OK Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops WQv Enter Site Data For Drainage Area to be Treated by Practice Pretreatment Techniques to Prevent Clogging Drainage Area exceeds the maximum allowable unless soil infiltration rate exceeds 5 in/hr Size An Infiltration Basin Infiltration Rate Pretreatment Sizing Pretreatment Required Volume Pretreatment Provided Pretreatment Techniques utilized Okay 25% minimum; 50% if >2 in/hr 100% if >5in/hour 90% of the storage provided in the basin or WQv whichever is smaller The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. This is the portion of the WQv that is not reduced/infiltrated Storage Volume provided in infiltration basin area (not including pretreatment. Determine Runoff Reduction Sedimentation Basin Enter the portion of the WQv that is not reduced for all practices routed to this practice. Infiltration practices shall be designed to exfiltrate the entire WQv through the floor of each practice. Infiltration Basin Worksheet Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 2 1.13 0.69 0.61 0.60 2698.27 1.10 Infiltration Basin 61%0.60 2,698 ft 3 10.00 in/hour 100 % WQv 2,698 ft 3 2,700 ft 3 Design Volume 2,698 ft 3 Basal Area Required 1,349 ft 2 Basal Area Provided 4,075 ft 2 Design Depth 2.00 ft Volume Provided 8,150 ft 3 RRv 2,698 ft 3 Volume Treated 0 ft 3 Sizing √OK Size An Infiltration Basin Storage Volume provided in infiltration basin area (not including pretreatment. Determine Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices routed to this practice. Pretreatment Techniques to Prevent Clogging Pretreatment Provided Infiltration Rate Okay Pretreatment Sizing 25% minimum; 50% if >2 in/hr 100% if >5in/hour Pretreatment Required Volume Pretreatment Techniques utilized Other WQv 90% of the storage provided in the basin or WQv whichever is smaller This is the portion of the WQv that is not reduced/infiltrated Infiltration practices shall be designed to exfiltrate the entire WQv through the floor of each practice. The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. Infiltration Trench Worksheet Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 0.85 0.52 0.61 0.60 2031 1.10 Infiltration Trench 61%0.60 2,031 10.00 in/hr 100%of WQv 2,031 ft 3 2,050 ft 3 Vw 2,031 ft 3 n 0.4 dt 2.2 ft >3 ft Ap 2362 ft 2 W 3 ft L 1070 ft 3210 ft 2 2,761 ft 3 2,031 ft 3 0 ft 3 Required Pretreatment Volume Provide the dimensions here Okay Storage Volume provided in infiltration trench not including pretreatment. Length Design Depth Depth to Groundwater maximum of four feet >3 feet from seasonally high water table Size the Infiltration Trench Ap = Vw / (ndt) Provide the dimensions here Enter Site Data For Drainage Area to be Treated by Practice Design Elements Pretreatment Techniques to Prevent Clogging Surface Area Provided Volume Provided Determine Runoff Reduction 90% of the storage provided This is the portion of the WQv that is not reduced/infiltratedVolume Treated RRv Pretreatment techniques utilized Pretreatment Provided Design Volume Porosity Required Surface Area Width Pretreatment Sizing Infiltration Rate 25% minimum 50% if >2 in/hr; 100% if >5in/hour Okay Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops Pretreatment can be provided in the form of a sedimentation basin, sump pit, grass channel, plunge pool or other measure Filter Layer Infiltration Trench Worksheet Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 4 0.49 0.29 0.59 0.58 1132.81 1.10 Infiltration Trench 59%0.58 1,133 10.00 in/hr 100%of WQv 1,133 ft 3 1,150 ft 3 Vw 1,133 ft 3 n 0 dt 2.2 ft >3 ft Ap 1317 ft 2 W 3 ft L 670 ft 2010 ft 2 1,729 ft 3 1,133 ft 3 0 ft 3 Enter Site Data For Drainage Area to be Treated by Practice Pretreatment Provided Size the Infiltration Trench Infiltration Rate Okay Pretreatment Sizing 25% minimum 50% if >2 in/hr; 100% if >5in/hour Required Pretreatment Volume Design Elements Depth to Groundwater >3 feet from seasonally high water table Required Surface Area Width Provide the dimensions here Design Volume Porosity Design Depth maximum of four feet RRv 90% of the storage provided Length Provide the dimensions here Surface Area Provided Okay Volume Provided Storage Volume provided in infiltration trench not including pretreatment. Determine Runoff Reduction Volume Treated This is the portion of the WQv that is not reduced/infiltrated Enter Impervious Area Reduced <<WQv after adjusting for Pretreatment Techniques to Prevent Clogging Pretreatment techniques utilized Ap = Vw / (ndt) Filter Layer Pretreatment can be provided in the form of a sedimentation basin, sump pit, grass channel, plunge pool or other measure PRE-DEVELOPMENT POST-DEVELOPMENT 1S PRE 1A 2S PRE 1B 3S PRE 2A 4S PRE 2B 5S POST 1B-1 6S POST 1B-2 7S POST 1B-3 8S POST 1B-4 9S POST 1B-5 10S POST 1B-6 11S POST 1B-7 12S POST 1B-8 13S POST 1B-9 14S POST 1A-1 15S POST 2 16S UPSTREAM WATERSHED 17S POST 1A-2 1P PRETREATMENT 1 2P INFILTRATION BASIN 1 3P OVERFLOW BASIN 4P INFILTRATION BASIN 2 5P INFILTRATION TRENCH 1B-6 6P INFILTRATION TRENCH 1A-1 7P INLET 8P STMH Routing Diagram for 4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 2HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 7.750 32 Woods/grass comb., Good, HSG A 7.750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 18.8 1,010 0.0320 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 43.1 1,110 Total Subcatchment 1S: PRE 1A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=7.750 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=1,110' Tc=43.1 min CN=32 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 3HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 1B Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 12.978 32 Woods/grass comb., Good, HSG A 12.978 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 31.1 1,720 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 53.3 1,820 Total Subcatchment 2S: PRE 1B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=12.978 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=1,820' Tc=53.3 min CN=32 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 4HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 2A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description * 0.066 98 Gravel, HSG A 1.774 32 Woods/grass comb., Good, HSG A 1.840 34 Weighted Average 1.774 96.41% Pervious Area 0.066 3.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.3 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.6 65 0.0070 0.42 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.9 165 Total Subcatchment 3S: PRE 2A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=1.840 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=165' Tc=29.9 min CN=34 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 5HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PRE 2B Runoff = 0.01 cfs @ 17.86 hrs, Volume= 509 cf, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 1.380 98 Paved parking, HSG A * 0.171 98 Gravel, HSG A 3.200 32 Woods/grass comb., Good, HSG A 4.751 54 Weighted Average 3.200 67.35% Pervious Area 1.551 32.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 5.4 175 0.0060 0.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 29.7 275 Total Subcatchment 4S: PRE 2B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=4.751 ac Runoff Volume=509 cf Runoff Depth=0.03" Flow Length=275' Tc=29.7 min CN=54 0.01 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 6HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B-1 Runoff = 11.74 cfs @ 11.98 hrs, Volume= 25,133 cf, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 3.732 98 Roofs, HSG A 3.495 98 Paved parking, HSG A * 0.271 98 Gravel roads, HSG A 3.805 39 >75% Grass cover, Good, HSG A 11.303 78 Weighted Average 3.805 33.66% Pervious Area 7.498 66.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST 1B-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=11.303 ac Runoff Volume=25,133 cf Runoff Depth=0.61" Tc=6.0 min CN=78 11.74 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 7HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST 1B-2 Runoff = 7.76 cfs @ 11.97 hrs, Volume= 16,432 cf, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 1.837 98 Roofs, HSG A 1.336 98 Paved parking, HSG A 0.559 39 >75% Grass cover, Good, HSG A 3.732 89 Weighted Average 0.559 14.98% Pervious Area 3.173 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST 1B-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=3.732 ac Runoff Volume=16,432 cf Runoff Depth=1.21" Tc=6.0 min CN=89 7.76 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 8HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST 1B-3 Runoff = 7.11 cfs @ 11.97 hrs, Volume= 15,131 cf, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 1.306 98 Roofs, HSG A 1.519 98 Paved parking, HSG A 0.422 39 >75% Grass cover, Good, HSG A 3.247 90 Weighted Average 0.422 13.00% Pervious Area 2.825 87.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST 1B-3 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=3.247 ac Runoff Volume=15,131 cf Runoff Depth=1.28" Tc=6.0 min CN=90 7.11 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 9HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: POST 1B-4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 0.230 98 Roofs, HSG A 1.985 39 >75% Grass cover, Good, HSG A 2.215 45 Weighted Average 1.985 89.62% Pervious Area 0.230 10.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST 1B-4 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=2.215 ac Runoff Volume=0 cf Runoff Depth=0.00" Tc=6.0 min CN=45 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 10HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: POST 1B-5 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 0.402 39 >75% Grass cover, Good, HSG A 0.402 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: POST 1B-5 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=0.402 ac Runoff Volume=0 cf Runoff Depth=0.00" Tc=6.0 min CN=39 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 11HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: POST 1B-6 Runoff = 0.36 cfs @ 11.99 hrs, Volume= 814 cf, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description * 0.288 98 Gravel roads, HSG A 0.202 39 >75% Grass cover, Good, HSG A 0.490 74 Weighted Average 0.202 41.22% Pervious Area 0.288 58.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: POST 1B-6 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=0.490 ac Runoff Volume=814 cf Runoff Depth=0.46" Tc=6.0 min CN=74 0.36 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 12HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: POST 1B-7 Runoff = 0.55 cfs @ 11.96 hrs, Volume= 1,288 cf, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 0.185 98 Paved parking, HSG A 0.003 39 >75% Grass cover, Good, HSG A 0.188 97 Weighted Average 0.003 1.60% Pervious Area 0.185 98.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11S: POST 1B-7 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=0.188 ac Runoff Volume=1,288 cf Runoff Depth=1.89" Tc=6.0 min CN=97 0.55 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 13HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: POST 1B-8 Runoff = 0.91 cfs @ 11.99 hrs, Volume= 2,027 cf, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 0.672 98 Paved parking, HSG A * 0.016 98 Gravel roads, HSG A 0.443 39 >75% Grass cover, Good, HSG A 1.131 75 Weighted Average 0.443 39.17% Pervious Area 0.688 60.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 12S: POST 1B-8 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=1.131 ac Runoff Volume=2,027 cf Runoff Depth=0.49" Tc=6.0 min CN=75 0.91 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 14HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: POST 1B-9 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 1.728 32 Woods/grass comb., Good, HSG A 1.728 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 90 0.0330 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.8 290 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 380 Total Subcatchment 13S: POST 1B-9 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=1.728 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=380' Tc=10.1 min CN=32 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 15HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: POST 1A-1 Runoff = 0.84 cfs @ 11.98 hrs, Volume= 1,810 cf, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 0.013 98 Paved parking, HSG A * 0.555 98 Gravel roads, HSG A 0.305 39 >75% Grass cover, Good, HSG A 0.873 77 Weighted Average 0.305 34.94% Pervious Area 0.568 65.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 14S: POST 1A-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=0.873 ac Runoff Volume=1,810 cf Runoff Depth=0.57" Tc=6.0 min CN=77 0.84 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 16HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: POST 2 Runoff = 1.27 cfs @ 12.06 hrs, Volume= 3,737 cf, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 1.168 98 Paved parking, HSG A 0.127 98 Paved parking, HSG A * 0.053 98 Gravel, HSG A 0.737 32 Woods/grass comb., Good, HSG A 2.085 75 Weighted Average 0.737 35.35% Pervious Area 1.348 64.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 100 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 55 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.7 155 Total Subcatchment 15S: POST 2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=2.085 ac Runoff Volume=3,737 cf Runoff Depth=0.49" Flow Length=155' Tc=12.7 min CN=75 1.27 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 17HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: UPSTREAM WATERSHED Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 601.000 30 Woods, Good, HSG A 513.000 57 1/3 acre lots, 30% imp, HSG A 1,114.000 42 Weighted Average 960.100 86.18% Pervious Area 153.900 13.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 355.8 14,942 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment 16S: UPSTREAM WATERSHED Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=1,114.000 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=14,942' Slope=0.0100 '/' Tc=355.8 min CN=42 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 18HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: POST 1A-2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YEAR Rainfall=2.22" Area (ac) CN Description 0.178 32 Woods/grass comb., Good, HSG A 0.178 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 17S: POST 1A-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1-YEAR Rainfall=2.22" Runoff Area=0.178 ac Runoff Volume=0 cf Runoff Depth=0.00" Tc=6.0 min CN=32 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 19HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: PRETREATMENT 1 Inflow Area = 796,364 sf, 73.82% Impervious, Inflow Depth = 0.85" for 1-YEAR event Inflow = 26.64 cfs @ 11.98 hrs, Volume= 56,696 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 361.68' @ 24.40 hrs Surf.Area= 36,563 sf Storage= 56,695 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 360.00' 151,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 31,195 0 0 361.00 34,335 32,765 32,765 361.75 36,810 26,679 59,444 362.00 37,925 9,342 68,786 364.00 44,945 82,870 151,656 Device Routing Invert Outlet Devices #1 Primary 361.75'60.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 20HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 1P: PRETREATMENT 1 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=796,364 sf Peak Elev=361.68' Storage=56,695 cf 26.64 cfs 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 21HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 Inflow Area = 901,039 sf, 67.25% Impervious, Inflow Depth = 0.02" for 1-YEAR event Inflow = 0.55 cfs @ 11.96 hrs, Volume= 1,288 cf Outflow = 0.42 cfs @ 12.03 hrs, Volume= 1,288 cf, Atten= 24%, Lag= 3.8 min Discarded = 0.42 cfs @ 12.03 hrs, Volume= 1,288 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 359.25' @ 12.03 hrs Surf.Area= 37,465 sf Storage= 172 cf Plug-Flow detention time= 6.8 min calculated for 1,287 cf (100% of inflow) Center-of-Mass det. time= 6.8 min ( 779.3 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 359.25' 213,146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 359.25 37,445 0 0 360.00 40,730 29,316 29,316 362.00 45,900 86,630 115,946 364.00 51,300 97,200 213,146 Device Routing Invert Outlet Devices #1 Discarded 359.25'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 362.10'20.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=1.95 cfs @ 12.03 hrs HW=359.25' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.95 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=359.25' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 22HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=901,039 sf Peak Elev=359.25' Storage=172 cf 0.55 cfs 0.42 cfs 0.42 cfs 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 23HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: OVERFLOW BASIN Inflow Area = 918,550 sf, 65.97% Impervious, Inflow Depth = 0.00" for 1-YEAR 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 360.00' @ 0.00 hrs Surf.Area= 4,485 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 360.00' 26,259 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 4,485 0 0 362.00 6,690 11,175 11,175 364.00 8,394 15,084 26,259 Device Routing Invert Outlet Devices #1 Discarded 360.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 361.00'30.0" x 30.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 2=Grate ( Controls 0.00 cfs) Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 24HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 3P: OVERFLOW BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=918,550 sf Peak Elev=360.00' Storage=0 cf 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 25HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN 2 Inflow Area = 49,266 sf, 60.83% Impervious, Inflow Depth = 0.49" for 1-YEAR event Inflow = 0.91 cfs @ 11.99 hrs, Volume= 2,027 cf Outflow = 0.48 cfs @ 12.07 hrs, Volume= 2,027 cf, Atten= 47%, Lag= 5.1 min Discarded = 0.48 cfs @ 12.07 hrs, Volume= 2,027 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 369.06' @ 12.07 hrs Surf.Area= 4,183 sf Storage= 243 cf Plug-Flow detention time= 4.9 min calculated for 2,027 cf (100% of inflow) Center-of-Mass det. time= 4.9 min ( 886.9 - 882.1 ) Volume Invert Avail.Storage Storage Description #1 369.00' 20,675 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 369.00 4,075 0 0 370.00 5,915 4,995 4,995 372.00 9,765 15,680 20,675 Device Routing Invert Outlet Devices #1 Discarded 369.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 371.00'10.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.48 cfs @ 12.07 hrs HW=369.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.48 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=369.00' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 26HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 4P: INFILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=49,266 sf Peak Elev=369.06' Storage=243 cf 0.91 cfs 0.48 cfs 0.48 cfs 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 27HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Area = 21,344 sf, 58.78% Impervious, Inflow Depth = 0.46" for 1-YEAR event Inflow = 0.36 cfs @ 11.99 hrs, Volume= 814 cf Outflow = 0.23 cfs @ 12.00 hrs, Volume= 814 cf, Atten= 35%, Lag= 0.7 min Discarded = 0.23 cfs @ 12.00 hrs, Volume= 814 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 378.33' @ 12.06 hrs Surf.Area= 2,010 sf Storage= 61 cf Plug-Flow detention time= 2.4 min calculated for 813 cf (100% of inflow) Center-of-Mass det. time= 2.4 min ( 889.3 - 886.9 ) Volume Invert Avail.Storage Storage Description #1 378.25' 3,015 cf 3.00'W x 670.00'L x 3.75'H Stone 7,538 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 378.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 12.00 hrs HW=378.31' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=21,344 sf Peak Elev=378.33' Storage=61 cf 0.36 cfs 0.23 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 28HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Area = 38,028 sf, 65.06% Impervious, Inflow Depth = 0.57" for 1-YEAR event Inflow = 0.84 cfs @ 11.98 hrs, Volume= 1,810 cf Outflow = 0.37 cfs @ 11.95 hrs, Volume= 1,810 cf, Atten= 56%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.95 hrs, Volume= 1,810 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 370.43' @ 12.09 hrs Surf.Area= 3,210 sf Storage= 235 cf Plug-Flow detention time= 3.7 min calculated for 1,810 cf (100% of inflow) Center-of-Mass det. time= 3.7 min ( 876.7 - 873.0 ) Volume Invert Avail.Storage Storage Description #1 370.25' 4,815 cf 3.00'W x 1,070.00'L x 3.75'H Stone 12,038 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 370.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.37 cfs @ 11.95 hrs HW=370.32' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.37 cfs) Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=38,028 sf Peak Elev=370.43' Storage=235 cf 0.84 cfs 0.37 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 29HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: INLET Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.00" for 1-YEAR 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 Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 370.00' @ 0.00 hrs Surf.Area= 10 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 370.00' 50,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 370.00 10 0 0 372.00 560 570 570 374.00 1,785 2,345 2,915 376.00 3,240 5,025 7,940 378.00 5,075 8,315 16,255 380.00 8,570 13,645 29,900 382.00 12,500 21,070 50,970 Device Routing Invert Outlet Devices #1 Primary 370.00'36.0" Round Culvert L= 850.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 370.00' / 353.00' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf #2 Secondary 380.00'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=370.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=370.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 30HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 7P: INLET Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=48,525,840 sf Peak Elev=370.00' Storage=0 cf 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 31HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 8P: STMH Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.00" for 1-YEAR 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 Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 349.00' @ 0.00 hrs Surf.Area= 79 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 349.00' 942 cf 10.00'D x 12.00'H Structure #2 360.00' 15,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) 16,660 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 3,590 0 0 362.00 5,770 9,360 9,360 363.00 6,945 6,358 15,718 Device Routing Invert Outlet Devices #1 Primary 350.00'48.0" Round Culvert L= 123.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 350.00' / 340.00' S= 0.0813 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=349.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Type II 24-hr 1-YEAR Rainfall=2.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 32HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 8P: STMH Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=48,525,840 sf Peak Elev=349.00' Storage=0 cf 48.0" Round Culvert n=0.013 L=123.0' S=0.0813 '/' 0.00 cfs 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 33HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 7.750 32 Woods/grass comb., Good, HSG A 7.750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 18.8 1,010 0.0320 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 43.1 1,110 Total Subcatchment 1S: PRE 1A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=7.750 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=1,110' Tc=43.1 min CN=32 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 34HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 1B Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 12.978 32 Woods/grass comb., Good, HSG A 12.978 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 31.1 1,720 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 53.3 1,820 Total Subcatchment 2S: PRE 1B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=12.978 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=1,820' Tc=53.3 min CN=32 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 35HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 2A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description * 0.066 98 Gravel, HSG A 1.774 32 Woods/grass comb., Good, HSG A 1.840 34 Weighted Average 1.774 96.41% Pervious Area 0.066 3.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.3 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.6 65 0.0070 0.42 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.9 165 Total Subcatchment 3S: PRE 2A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=1.840 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=165' Tc=29.9 min CN=34 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 36HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PRE 2B Runoff = 0.74 cfs @ 12.36 hrs, Volume= 6,301 cf, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 1.380 98 Paved parking, HSG A * 0.171 98 Gravel, HSG A 3.200 32 Woods/grass comb., Good, HSG A 4.751 54 Weighted Average 3.200 67.35% Pervious Area 1.551 32.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 5.4 175 0.0060 0.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 29.7 275 Total Subcatchment 4S: PRE 2B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=4.751 ac Runoff Volume=6,301 cf Runoff Depth=0.37" Flow Length=275' Tc=29.7 min CN=54 0.74 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 37HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B-1 Runoff = 31.59 cfs @ 11.97 hrs, Volume= 66,468 cf, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 3.732 98 Roofs, HSG A 3.495 98 Paved parking, HSG A * 0.271 98 Gravel roads, HSG A 3.805 39 >75% Grass cover, Good, HSG A 11.303 78 Weighted Average 3.805 33.66% Pervious Area 7.498 66.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST 1B-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=11.303 ac Runoff Volume=66,468 cf Runoff Depth=1.62" Tc=6.0 min CN=78 31.59 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 38HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST 1B-2 Runoff = 15.58 cfs @ 11.97 hrs, Volume= 33,942 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 1.837 98 Roofs, HSG A 1.336 98 Paved parking, HSG A 0.559 39 >75% Grass cover, Good, HSG A 3.732 89 Weighted Average 0.559 14.98% Pervious Area 3.173 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST 1B-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=3.732 ac Runoff Volume=33,942 cf Runoff Depth=2.51" Tc=6.0 min CN=89 15.58 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 39HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST 1B-3 Runoff = 13.95 cfs @ 11.97 hrs, Volume= 30,622 cf, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 1.306 98 Roofs, HSG A 1.519 98 Paved parking, HSG A 0.422 39 >75% Grass cover, Good, HSG A 3.247 90 Weighted Average 0.422 13.00% Pervious Area 2.825 87.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST 1B-3 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=3.247 ac Runoff Volume=30,622 cf Runoff Depth=2.60" Tc=6.0 min CN=90 13.95 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 40HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: POST 1B-4 Runoff = 0.03 cfs @ 12.91 hrs, Volume= 884 cf, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 0.230 98 Roofs, HSG A 1.985 39 >75% Grass cover, Good, HSG A 2.215 45 Weighted Average 1.985 89.62% Pervious Area 0.230 10.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST 1B-4 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=2.215 ac Runoff Volume=884 cf Runoff Depth=0.11" Tc=6.0 min CN=45 0.03 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 41HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: POST 1B-5 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 26 cf, Depth=0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 0.402 39 >75% Grass cover, Good, HSG A 0.402 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: POST 1B-5 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=0.402 ac Runoff Volume=26 cf Runoff Depth=0.02" Tc=6.0 min CN=39 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 42HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: POST 1B-6 Runoff = 1.15 cfs @ 11.98 hrs, Volume= 2,404 cf, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description * 0.288 98 Gravel roads, HSG A 0.202 39 >75% Grass cover, Good, HSG A 0.490 74 Weighted Average 0.202 41.22% Pervious Area 0.288 58.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: POST 1B-6 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=0.490 ac Runoff Volume=2,404 cf Runoff Depth=1.35" Tc=6.0 min CN=74 1.15 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 43HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: POST 1B-7 Runoff = 0.94 cfs @ 11.96 hrs, Volume= 2,261 cf, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 0.185 98 Paved parking, HSG A 0.003 39 >75% Grass cover, Good, HSG A 0.188 97 Weighted Average 0.003 1.60% Pervious Area 0.185 98.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11S: POST 1B-7 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=0.188 ac Runoff Volume=2,261 cf Runoff Depth=3.31" Tc=6.0 min CN=97 0.94 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 44HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: POST 1B-8 Runoff = 2.79 cfs @ 11.98 hrs, Volume= 5,814 cf, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 0.672 98 Paved parking, HSG A * 0.016 98 Gravel roads, HSG A 0.443 39 >75% Grass cover, Good, HSG A 1.131 75 Weighted Average 0.443 39.17% Pervious Area 0.688 60.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 12S: POST 1B-8 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=1.131 ac Runoff Volume=5,814 cf Runoff Depth=1.42" Tc=6.0 min CN=75 2.79 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 45HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: POST 1B-9 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 1.728 32 Woods/grass comb., Good, HSG A 1.728 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 90 0.0330 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.8 290 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 380 Total Subcatchment 13S: POST 1B-9 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=1.728 ac Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=380' Tc=10.1 min CN=32 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 46HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: POST 1A-1 Runoff = 2.36 cfs @ 11.98 hrs, Volume= 4,913 cf, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 0.013 98 Paved parking, HSG A * 0.555 98 Gravel roads, HSG A 0.305 39 >75% Grass cover, Good, HSG A 0.873 77 Weighted Average 0.305 34.94% Pervious Area 0.568 65.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 14S: POST 1A-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=0.873 ac Runoff Volume=4,913 cf Runoff Depth=1.55" Tc=6.0 min CN=77 2.36 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 47HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: POST 2 Runoff = 4.05 cfs @ 12.05 hrs, Volume= 10,719 cf, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 1.168 98 Paved parking, HSG A 0.127 98 Paved parking, HSG A * 0.053 98 Gravel, HSG A 0.737 32 Woods/grass comb., Good, HSG A 2.085 75 Weighted Average 0.737 35.35% Pervious Area 1.348 64.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 100 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 55 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.7 155 Total Subcatchment 15S: POST 2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=2.085 ac Runoff Volume=10,719 cf Runoff Depth=1.42" Flow Length=155' Tc=12.7 min CN=75 4.05 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 48HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: UPSTREAM WATERSHED Runoff = 5.44 cfs @ 23.34 hrs, Volume= 221,766 cf, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 601.000 30 Woods, Good, HSG A 513.000 57 1/3 acre lots, 30% imp, HSG A 1,114.000 42 Weighted Average 960.100 86.18% Pervious Area 153.900 13.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 355.8 14,942 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment 16S: UPSTREAM WATERSHED Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=1,114.000 ac Runoff Volume=221,766 cf Runoff Depth=0.05" Flow Length=14,942' Slope=0.0100 '/' Tc=355.8 min CN=42 5.44 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 49HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: POST 1A-2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (ac) CN Description 0.178 32 Woods/grass comb., Good, HSG A 0.178 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 17S: POST 1A-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=0.178 ac Runoff Volume=0 cf Runoff Depth=0.00" Tc=6.0 min CN=32 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 50HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: PRETREATMENT 1 Inflow Area = 796,364 sf, 73.82% Impervious, Inflow Depth = 1.97" for 10-YEAR event Inflow = 61.05 cfs @ 11.97 hrs, Volume= 131,033 cf Outflow = 10.59 cfs @ 12.18 hrs, Volume= 71,588 cf, Atten= 83%, Lag= 12.8 min Primary = 10.59 cfs @ 12.18 hrs, Volume= 71,588 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 361.92' @ 12.18 hrs Surf.Area= 37,557 sf Storage= 65,676 cf Plug-Flow detention time= 234.8 min calculated for 71,514 cf (55% of inflow) Center-of-Mass det. time= 118.0 min ( 938.1 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 360.00' 151,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 31,195 0 0 361.00 34,335 32,765 32,765 361.75 36,810 26,679 59,444 362.00 37,925 9,342 68,786 364.00 44,945 82,870 151,656 Device Routing Invert Outlet Devices #1 Primary 361.75'60.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=10.50 cfs @ 12.18 hrs HW=361.92' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 10.50 cfs @ 1.05 fps) Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 51HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 1P: PRETREATMENT 1 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=796,364 sf Peak Elev=361.92' Storage=65,676 cf 61.05 cfs 10.59 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 52HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 Inflow Area = 901,039 sf, 67.25% Impervious, Inflow Depth = 1.00" for 10-YEAR event Inflow = 10.74 cfs @ 12.18 hrs, Volume= 74,733 cf Outflow = 4.46 cfs @ 12.84 hrs, Volume= 74,733 cf, Atten= 59%, Lag= 39.5 min Discarded = 4.46 cfs @ 12.84 hrs, Volume= 74,733 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 359.49' @ 12.84 hrs Surf.Area= 38,500 sf Storage= 9,143 cf Plug-Flow detention time= 14.9 min calculated for 74,656 cf (100% of inflow) Center-of-Mass det. time= 14.9 min ( 948.8 - 933.9 ) Volume Invert Avail.Storage Storage Description #1 359.25' 213,146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 359.25 37,445 0 0 360.00 40,730 29,316 29,316 362.00 45,900 86,630 115,946 364.00 51,300 97,200 213,146 Device Routing Invert Outlet Devices #1 Discarded 359.25'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 362.10'20.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=4.46 cfs @ 12.84 hrs HW=359.49' (Free Discharge) 1=Exfiltration (Exfiltration Controls 4.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=359.25' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 53HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=901,039 sf Peak Elev=359.49' Storage=9,143 cf 10.74 cfs 4.46 cfs 4.46 cfs 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 54HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: OVERFLOW BASIN Inflow Area = 918,550 sf, 65.97% Impervious, Inflow Depth = 0.00" for 10-YEAR event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 26 cf Outflow = 0.00 cfs @ 24.00 hrs, Volume= 26 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 24.00 hrs, Volume= 26 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 360.00' @ 24.00 hrs Surf.Area= 4,485 sf Storage= 0 cf Plug-Flow detention time= 5.7 min calculated for 25 cf (100% of inflow) Center-of-Mass det. time= 5.7 min ( 1,225.3 - 1,219.6 ) Volume Invert Avail.Storage Storage Description #1 360.00' 26,259 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 4,485 0 0 362.00 6,690 11,175 11,175 364.00 8,394 15,084 26,259 Device Routing Invert Outlet Devices #1 Discarded 360.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 361.00'30.0" x 30.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 24.00 hrs HW=360.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 2=Grate ( Controls 0.00 cfs) Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 55HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 3P: OVERFLOW BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=918,550 sf Peak Elev=360.00' Storage=0 cf 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 56HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN 2 Inflow Area = 49,266 sf, 60.83% Impervious, Inflow Depth = 1.42" for 10-YEAR event Inflow = 2.79 cfs @ 11.98 hrs, Volume= 5,814 cf Outflow = 0.55 cfs @ 12.17 hrs, Volume= 5,814 cf, Atten= 80%, Lag= 11.5 min Discarded = 0.55 cfs @ 12.17 hrs, Volume= 5,814 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 369.36' @ 12.17 hrs Surf.Area= 4,745 sf Storage= 1,607 cf Plug-Flow detention time= 19.2 min calculated for 5,808 cf (100% of inflow) Center-of-Mass det. time= 19.2 min ( 866.8 - 847.6 ) Volume Invert Avail.Storage Storage Description #1 369.00' 20,675 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 369.00 4,075 0 0 370.00 5,915 4,995 4,995 372.00 9,765 15,680 20,675 Device Routing Invert Outlet Devices #1 Discarded 369.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 371.00'10.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.55 cfs @ 12.17 hrs HW=369.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=369.00' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 57HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 4P: INFILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=49,266 sf Peak Elev=369.36' Storage=1,607 cf 2.79 cfs 0.55 cfs 0.55 cfs 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 58HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Area = 21,344 sf, 58.78% Impervious, Inflow Depth = 1.35" for 10-YEAR event Inflow = 1.15 cfs @ 11.98 hrs, Volume= 2,404 cf Outflow = 0.23 cfs @ 11.80 hrs, Volume= 2,404 cf, Atten= 80%, Lag= 0.0 min Discarded = 0.23 cfs @ 11.80 hrs, Volume= 2,404 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 379.01' @ 12.17 hrs Surf.Area= 2,010 sf Storage= 612 cf Plug-Flow detention time= 15.2 min calculated for 2,404 cf (100% of inflow) Center-of-Mass det. time= 15.2 min ( 865.8 - 850.6 ) Volume Invert Avail.Storage Storage Description #1 378.25' 3,015 cf 3.00'W x 670.00'L x 3.75'H Stone 7,538 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 378.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 11.80 hrs HW=378.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=21,344 sf Peak Elev=379.01' Storage=612 cf 1.15 cfs 0.23 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 59HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Area = 38,028 sf, 65.06% Impervious, Inflow Depth = 1.55" for 10-YEAR event Inflow = 2.36 cfs @ 11.98 hrs, Volume= 4,913 cf Outflow = 0.37 cfs @ 11.75 hrs, Volume= 4,913 cf, Atten= 84%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.75 hrs, Volume= 4,913 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 371.38' @ 12.22 hrs Surf.Area= 3,210 sf Storage= 1,448 cf Plug-Flow detention time= 24.5 min calculated for 4,908 cf (100% of inflow) Center-of-Mass det. time= 24.4 min ( 866.2 - 841.7 ) Volume Invert Avail.Storage Storage Description #1 370.25' 4,815 cf 3.00'W x 1,070.00'L x 3.75'H Stone 12,038 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 370.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.37 cfs @ 11.75 hrs HW=370.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.37 cfs) Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=38,028 sf Peak Elev=371.38' Storage=1,448 cf 2.36 cfs 0.37 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 60HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: INLET Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.05" for 10-YEAR event Inflow = 5.44 cfs @ 23.34 hrs, Volume= 221,766 cf Outflow = 5.44 cfs @ 23.35 hrs, Volume= 221,766 cf, Atten= 0%, Lag= 0.5 min Primary = 5.44 cfs @ 23.35 hrs, Volume= 221,766 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 370.93' @ 23.35 hrs Surf.Area= 266 sf Storage= 129 cf Plug-Flow detention time= 0.4 min calculated for 221,535 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 1,437.5 - 1,437.1 ) Volume Invert Avail.Storage Storage Description #1 370.00' 50,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 370.00 10 0 0 372.00 560 570 570 374.00 1,785 2,345 2,915 376.00 3,240 5,025 7,940 378.00 5,075 8,315 16,255 380.00 8,570 13,645 29,900 382.00 12,500 21,070 50,970 Device Routing Invert Outlet Devices #1 Primary 370.00'36.0" Round Culvert L= 850.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 370.00' / 353.00' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf #2 Secondary 380.00'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.42 cfs @ 23.35 hrs HW=370.93' (Free Discharge) 1=Culvert (Inlet Controls 5.42 cfs @ 2.90 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=370.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 61HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 7P: INLET Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=48,525,840 sf Peak Elev=370.93' Storage=129 cf 5.44 cfs 5.44 cfs 5.44 cfs 0.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 62HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 8P: STMH Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.05" for 10-YEAR event Inflow = 5.44 cfs @ 23.35 hrs, Volume= 221,766 cf Outflow = 5.44 cfs @ 23.35 hrs, Volume= 221,687 cf, Atten= 0%, Lag= 0.1 min Primary = 5.44 cfs @ 23.35 hrs, Volume= 221,687 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 350.80' @ 23.35 hrs Surf.Area= 79 sf Storage= 141 cf Plug-Flow detention time= 0.8 min calculated for 221,456 cf (100% of inflow) Center-of-Mass det. time= 0.5 min ( 1,438.0 - 1,437.5 ) Volume Invert Avail.Storage Storage Description #1 349.00' 942 cf 10.00'D x 12.00'H Structure #2 360.00' 15,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) 16,660 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 3,590 0 0 362.00 5,770 9,360 9,360 363.00 6,945 6,358 15,718 Device Routing Invert Outlet Devices #1 Primary 350.00'48.0" Round Culvert L= 123.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 350.00' / 340.00' S= 0.0813 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf Primary OutFlow Max=5.42 cfs @ 23.35 hrs HW=350.80' (Free Discharge) 1=Culvert (Inlet Controls 5.42 cfs @ 3.04 fps) Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 63HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 8P: STMH Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=48,525,840 sf Peak Elev=350.80' Storage=141 cf 48.0" Round Culvert n=0.013 L=123.0' S=0.0813 '/' 5.44 cfs 5.44 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 64HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1A Runoff = 0.04 cfs @ 24.01 hrs, Volume= 1,191 cf, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 7.750 32 Woods/grass comb., Good, HSG A 7.750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 18.8 1,010 0.0320 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 43.1 1,110 Total Subcatchment 1S: PRE 1A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=7.750 ac Runoff Volume=1,191 cf Runoff Depth=0.04" Flow Length=1,110' Tc=43.1 min CN=32 0.04 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 65HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 1B Runoff = 0.06 cfs @ 24.00 hrs, Volume= 1,995 cf, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 12.978 32 Woods/grass comb., Good, HSG A 12.978 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 31.1 1,720 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 53.3 1,820 Total Subcatchment 2S: PRE 1B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=12.978 ac Runoff Volume=1,995 cf Runoff Depth=0.04" Flow Length=1,820' Tc=53.3 min CN=32 0.06 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 66HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 2A Runoff = 0.02 cfs @ 15.64 hrs, Volume= 576 cf, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description * 0.066 98 Gravel, HSG A 1.774 32 Woods/grass comb., Good, HSG A 1.840 34 Weighted Average 1.774 96.41% Pervious Area 0.066 3.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.3 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.6 65 0.0070 0.42 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.9 165 Total Subcatchment 3S: PRE 2A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=1.840 ac Runoff Volume=576 cf Runoff Depth=0.09" Flow Length=165' Tc=29.9 min CN=34 0.02 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 67HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PRE 2B Runoff = 3.31 cfs @ 12.29 hrs, Volume= 17,718 cf, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 1.380 98 Paved parking, HSG A * 0.171 98 Gravel, HSG A 3.200 32 Woods/grass comb., Good, HSG A 4.751 54 Weighted Average 3.200 67.35% Pervious Area 1.551 32.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 5.4 175 0.0060 0.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 29.7 275 Total Subcatchment 4S: PRE 2B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=4.751 ac Runoff Volume=17,718 cf Runoff Depth=1.03" Flow Length=275' Tc=29.7 min CN=54 3.31 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 68HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B-1 Runoff = 56.09 cfs @ 11.97 hrs, Volume= 118,964 cf, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 3.732 98 Roofs, HSG A 3.495 98 Paved parking, HSG A * 0.271 98 Gravel roads, HSG A 3.805 39 >75% Grass cover, Good, HSG A 11.303 78 Weighted Average 3.805 33.66% Pervious Area 7.498 66.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST 1B-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=11.303 ac Runoff Volume=118,964 cf Runoff Depth=2.90" Tc=6.0 min CN=78 56.09 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 69HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST 1B-2 Runoff = 24.12 cfs @ 11.96 hrs, Volume= 53,957 cf, Depth= 3.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 1.837 98 Roofs, HSG A 1.336 98 Paved parking, HSG A 0.559 39 >75% Grass cover, Good, HSG A 3.732 89 Weighted Average 0.559 14.98% Pervious Area 3.173 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST 1B-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=3.732 ac Runoff Volume=53,957 cf Runoff Depth=3.98" Tc=6.0 min CN=89 24.12 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 70HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST 1B-3 Runoff = 21.36 cfs @ 11.96 hrs, Volume= 48,193 cf, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 1.306 98 Roofs, HSG A 1.519 98 Paved parking, HSG A 0.422 39 >75% Grass cover, Good, HSG A 3.247 90 Weighted Average 0.422 13.00% Pervious Area 2.825 87.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST 1B-3 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=3.247 ac Runoff Volume=48,193 cf Runoff Depth=4.09" Tc=6.0 min CN=90 21.36 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 71HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: POST 1B-4 Runoff = 1.23 cfs @ 12.01 hrs, Volume= 4,130 cf, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 0.230 98 Roofs, HSG A 1.985 39 >75% Grass cover, Good, HSG A 2.215 45 Weighted Average 1.985 89.62% Pervious Area 0.230 10.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST 1B-4 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=2.215 ac Runoff Volume=4,130 cf Runoff Depth=0.51" Tc=6.0 min CN=45 1.23 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 72HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: POST 1B-5 Runoff = 0.03 cfs @ 12.06 hrs, Volume= 360 cf, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 0.402 39 >75% Grass cover, Good, HSG A 0.402 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: POST 1B-5 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=0.402 ac Runoff Volume=360 cf Runoff Depth=0.25" Tc=6.0 min CN=39 0.03 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 73HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: POST 1B-6 Runoff = 2.15 cfs @ 11.97 hrs, Volume= 4,520 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description * 0.288 98 Gravel roads, HSG A 0.202 39 >75% Grass cover, Good, HSG A 0.490 74 Weighted Average 0.202 41.22% Pervious Area 0.288 58.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: POST 1B-6 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=0.490 ac Runoff Volume=4,520 cf Runoff Depth=2.54" Tc=6.0 min CN=74 2.15 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 74HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: POST 1B-7 Runoff = 1.35 cfs @ 11.96 hrs, Volume= 3,321 cf, Depth= 4.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 0.185 98 Paved parking, HSG A 0.003 39 >75% Grass cover, Good, HSG A 0.188 97 Weighted Average 0.003 1.60% Pervious Area 0.185 98.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11S: POST 1B-7 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=0.188 ac Runoff Volume=3,321 cf Runoff Depth=4.87" Tc=6.0 min CN=97 1.35 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 75HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: POST 1B-8 Runoff = 5.12 cfs @ 11.97 hrs, Volume= 10,793 cf, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 0.672 98 Paved parking, HSG A * 0.016 98 Gravel roads, HSG A 0.443 39 >75% Grass cover, Good, HSG A 1.131 75 Weighted Average 0.443 39.17% Pervious Area 0.688 60.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 12S: POST 1B-8 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=1.131 ac Runoff Volume=10,793 cf Runoff Depth=2.63" Tc=6.0 min CN=75 5.12 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 76HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: POST 1B-9 Runoff = 0.01 cfs @ 24.00 hrs, Volume= 266 cf, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 1.728 32 Woods/grass comb., Good, HSG A 1.728 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 90 0.0330 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.8 290 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 380 Total Subcatchment 13S: POST 1B-9 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=1.728 ac Runoff Volume=266 cf Runoff Depth=0.04" Flow Length=380' Tc=10.1 min CN=32 0.01 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 77HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: POST 1A-1 Runoff = 4.21 cfs @ 11.97 hrs, Volume= 8,899 cf, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 0.013 98 Paved parking, HSG A * 0.555 98 Gravel roads, HSG A 0.305 39 >75% Grass cover, Good, HSG A 0.873 77 Weighted Average 0.305 34.94% Pervious Area 0.568 65.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 14S: POST 1A-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=0.873 ac Runoff Volume=8,899 cf Runoff Depth=2.81" Tc=6.0 min CN=77 4.21 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 78HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: POST 2 Runoff = 7.61 cfs @ 12.05 hrs, Volume= 19,897 cf, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 1.168 98 Paved parking, HSG A 0.127 98 Paved parking, HSG A * 0.053 98 Gravel, HSG A 0.737 32 Woods/grass comb., Good, HSG A 2.085 75 Weighted Average 0.737 35.35% Pervious Area 1.348 64.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 100 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 55 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.7 155 Total Subcatchment 15S: POST 2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=2.085 ac Runoff Volume=19,897 cf Runoff Depth=2.63" Flow Length=155' Tc=12.7 min CN=75 7.61 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 79HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: UPSTREAM WATERSHED Runoff = 39.56 cfs @ 18.21 hrs, Volume= 1,501,984 cf, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 601.000 30 Woods, Good, HSG A 513.000 57 1/3 acre lots, 30% imp, HSG A 1,114.000 42 Weighted Average 960.100 86.18% Pervious Area 153.900 13.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 355.8 14,942 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment 16S: UPSTREAM WATERSHED Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=1,114.000 ac Runoff Volume=1,501,984 cf Runoff Depth=0.37" Flow Length=14,942' Slope=0.0100 '/' Tc=355.8 min CN=42 39.56 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 80HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: POST 1A-2 Runoff = 0.00 cfs @ 23.95 hrs, Volume= 27 cf, Depth=0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 50-YEAR Rainfall=5.22" Area (ac) CN Description 0.178 32 Woods/grass comb., Good, HSG A 0.178 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 17S: POST 1A-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type II 24-hr 50-YEAR Rainfall=5.22" Runoff Area=0.178 ac Runoff Volume=27 cf Runoff Depth=0.04" Tc=6.0 min CN=32 0.00 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 81HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: PRETREATMENT 1 Inflow Area = 796,364 sf, 73.82% Impervious, Inflow Depth = 3.33" for 50-YEAR event Inflow = 101.53 cfs @ 11.97 hrs, Volume= 221,113 cf Outflow = 77.40 cfs @ 12.03 hrs, Volume= 161,669 cf, Atten= 24%, Lag= 3.9 min Primary = 77.40 cfs @ 12.03 hrs, Volume= 161,669 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 362.36' @ 12.03 hrs Surf.Area= 39,194 sf Storage= 82,730 cf Plug-Flow detention time= 158.7 min calculated for 161,669 cf (73% of inflow) Center-of-Mass det. time= 63.0 min ( 869.3 - 806.3 ) Volume Invert Avail.Storage Storage Description #1 360.00' 151,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 31,195 0 0 361.00 34,335 32,765 32,765 361.75 36,810 26,679 59,444 362.00 37,925 9,342 68,786 364.00 44,945 82,870 151,656 Device Routing Invert Outlet Devices #1 Primary 361.75'60.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=75.01 cfs @ 12.03 hrs HW=362.35' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 75.01 cfs @ 2.09 fps) Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 82HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 1P: PRETREATMENT 1 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=796,364 sf Peak Elev=362.36' Storage=82,730 cf 101.53 cfs 77.40 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 83HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 Inflow Area = 901,039 sf, 67.25% Impervious, Inflow Depth = 2.25" for 50-YEAR event Inflow = 79.42 cfs @ 12.03 hrs, Volume= 169,120 cf Outflow = 5.01 cfs @ 13.34 hrs, Volume= 169,120 cf, Atten= 94%, Lag= 78.5 min Discarded = 5.01 cfs @ 13.34 hrs, Volume= 169,120 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 360.99' @ 13.34 hrs Surf.Area= 43,279 sf Storage= 70,738 cf Plug-Flow detention time= 138.3 min calculated for 168,944 cf (100% of inflow) Center-of-Mass det. time= 138.1 min ( 1,006.8 - 868.7 ) Volume Invert Avail.Storage Storage Description #1 359.25' 213,146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 359.25 37,445 0 0 360.00 40,730 29,316 29,316 362.00 45,900 86,630 115,946 364.00 51,300 97,200 213,146 Device Routing Invert Outlet Devices #1 Discarded 359.25'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 362.10'20.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=5.01 cfs @ 13.34 hrs HW=360.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=359.25' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 84HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=901,039 sf Peak Elev=360.99' Storage=70,738 cf 79.42 cfs 5.01 cfs 5.01 cfs 0.00 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 85HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: OVERFLOW BASIN Inflow Area = 918,550 sf, 65.97% Impervious, Inflow Depth = 0.00" for 50-YEAR event Inflow = 0.03 cfs @ 12.06 hrs, Volume= 360 cf Outflow = 0.02 cfs @ 12.36 hrs, Volume= 360 cf, Atten= 27%, Lag= 17.8 min Discarded = 0.02 cfs @ 12.36 hrs, Volume= 360 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 360.00' @ 12.36 hrs Surf.Area= 4,487 sf Storage= 7 cf Plug-Flow detention time= 5.7 min calculated for 360 cf (100% of inflow) Center-of-Mass det. time= 5.7 min ( 1,006.1 - 1,000.4 ) Volume Invert Avail.Storage Storage Description #1 360.00' 26,259 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 4,485 0 0 362.00 6,690 11,175 11,175 364.00 8,394 15,084 26,259 Device Routing Invert Outlet Devices #1 Discarded 360.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 361.00'30.0" x 30.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 12.36 hrs HW=360.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 2=Grate ( Controls 0.00 cfs) Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 86HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 3P: OVERFLOW BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=918,550 sf Peak Elev=360.00' Storage=7 cf 0.03 cfs 0.02 cfs 0.02 cfs 0.00 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 87HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN 2 Inflow Area = 49,266 sf, 60.83% Impervious, Inflow Depth = 2.63" for 50-YEAR event Inflow = 5.12 cfs @ 11.97 hrs, Volume= 10,793 cf Outflow = 0.64 cfs @ 12.32 hrs, Volume= 10,793 cf, Atten= 87%, Lag= 21.0 min Discarded = 0.64 cfs @ 12.32 hrs, Volume= 10,793 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 369.79' @ 12.32 hrs Surf.Area= 5,534 sf Storage= 3,808 cf Plug-Flow detention time= 45.3 min calculated for 10,782 cf (100% of inflow) Center-of-Mass det. time= 45.3 min ( 874.9 - 829.6 ) Volume Invert Avail.Storage Storage Description #1 369.00' 20,675 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 369.00 4,075 0 0 370.00 5,915 4,995 4,995 372.00 9,765 15,680 20,675 Device Routing Invert Outlet Devices #1 Discarded 369.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 371.00'10.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.64 cfs @ 12.32 hrs HW=369.79' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.64 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=369.00' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 88HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 4P: INFILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=49,266 sf Peak Elev=369.79' Storage=3,808 cf 5.12 cfs 0.64 cfs 0.64 cfs 0.00 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 89HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Area = 21,344 sf, 58.78% Impervious, Inflow Depth = 2.54" for 50-YEAR event Inflow = 2.15 cfs @ 11.97 hrs, Volume= 4,520 cf Outflow = 0.23 cfs @ 11.70 hrs, Volume= 4,520 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.23 cfs @ 11.70 hrs, Volume= 4,520 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 380.23' @ 12.42 hrs Surf.Area= 2,010 sf Storage= 1,595 cf Plug-Flow detention time= 48.6 min calculated for 4,515 cf (100% of inflow) Center-of-Mass det. time= 48.5 min ( 880.6 - 832.1 ) Volume Invert Avail.Storage Storage Description #1 378.25' 3,015 cf 3.00'W x 670.00'L x 3.75'H Stone 7,538 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 378.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 11.70 hrs HW=378.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=21,344 sf Peak Elev=380.23' Storage=1,595 cf 2.15 cfs 0.23 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 90HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Area = 38,028 sf, 65.06% Impervious, Inflow Depth = 2.81" for 50-YEAR event Inflow = 4.21 cfs @ 11.97 hrs, Volume= 8,899 cf Outflow = 0.37 cfs @ 11.65 hrs, Volume= 8,899 cf, Atten= 91%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.65 hrs, Volume= 8,899 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 372.91' @ 12.51 hrs Surf.Area= 3,210 sf Storage= 3,410 cf Plug-Flow detention time= 68.7 min calculated for 8,890 cf (100% of inflow) Center-of-Mass det. time= 68.6 min ( 893.2 - 824.6 ) Volume Invert Avail.Storage Storage Description #1 370.25' 4,815 cf 3.00'W x 1,070.00'L x 3.75'H Stone 12,038 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 370.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.37 cfs @ 11.65 hrs HW=370.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.37 cfs) Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=38,028 sf Peak Elev=372.91' Storage=3,410 cf 4.21 cfs 0.37 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 91HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: INLET Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.37" for 50-YEAR event Inflow = 39.56 cfs @ 18.21 hrs, Volume= 1,501,984 cf Outflow = 39.55 cfs @ 18.24 hrs, Volume= 1,501,984 cf, Atten= 0%, Lag= 2.3 min Primary = 39.55 cfs @ 18.24 hrs, Volume= 1,501,984 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 373.23' @ 18.24 hrs Surf.Area= 1,316 sf Storage= 1,728 cf Plug-Flow detention time= 0.5 min calculated for 1,500,421 cf (100% of inflow) Center-of-Mass det. time= 0.5 min ( 1,291.4 - 1,290.9 ) Volume Invert Avail.Storage Storage Description #1 370.00' 50,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 370.00 10 0 0 372.00 560 570 570 374.00 1,785 2,345 2,915 376.00 3,240 5,025 7,940 378.00 5,075 8,315 16,255 380.00 8,570 13,645 29,900 382.00 12,500 21,070 50,970 Device Routing Invert Outlet Devices #1 Primary 370.00'36.0" Round Culvert L= 850.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 370.00' / 353.00' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf #2 Secondary 380.00'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=39.55 cfs @ 18.24 hrs HW=373.23' (Free Discharge) 1=Culvert (Inlet Controls 39.55 cfs @ 5.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=370.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 92HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 7P: INLET Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)40 35 30 25 20 15 10 5 0 Inflow Area=48,525,840 sf Peak Elev=373.23' Storage=1,728 cf 39.56 cfs 39.55 cfs 39.55 cfs 0.00 cfs Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 93HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 8P: STMH Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.37" for 50-YEAR event Inflow = 39.55 cfs @ 18.24 hrs, Volume= 1,501,984 cf Outflow = 39.55 cfs @ 18.25 hrs, Volume= 1,501,905 cf, Atten= 0%, Lag= 0.0 min Primary = 39.55 cfs @ 18.25 hrs, Volume= 1,501,905 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 352.33' @ 18.25 hrs Surf.Area= 79 sf Storage= 262 cf Plug-Flow detention time= 0.3 min calculated for 1,501,905 cf (100% of inflow) Center-of-Mass det. time= 0.1 min ( 1,291.5 - 1,291.4 ) Volume Invert Avail.Storage Storage Description #1 349.00' 942 cf 10.00'D x 12.00'H Structure #2 360.00' 15,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) 16,660 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 3,590 0 0 362.00 5,770 9,360 9,360 363.00 6,945 6,358 15,718 Device Routing Invert Outlet Devices #1 Primary 350.00'48.0" Round Culvert L= 123.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 350.00' / 340.00' S= 0.0813 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf Primary OutFlow Max=39.54 cfs @ 18.25 hrs HW=352.33' (Free Discharge) 1=Culvert (Inlet Controls 39.54 cfs @ 5.20 fps) Type II 24-hr 50-YEAR Rainfall=5.22"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 94HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 8P: STMH Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=48,525,840 sf Peak Elev=352.33' Storage=262 cf 48.0" Round Culvert n=0.013 L=123.0' S=0.0813 '/' 39.55 cfs 39.55 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 95HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1A Runoff = 0.12 cfs @ 14.15 hrs, Volume= 4,125 cf, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 7.750 32 Woods/grass comb., Good, HSG A 7.750 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 18.8 1,010 0.0320 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 43.1 1,110 Total Subcatchment 1S: PRE 1A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=7.750 ac Runoff Volume=4,125 cf Runoff Depth=0.15" Flow Length=1,110' Tc=43.1 min CN=32 0.12 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 96HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 1B Runoff = 0.20 cfs @ 14.40 hrs, Volume= 6,908 cf, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 12.978 32 Woods/grass comb., Good, HSG A 12.978 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 31.1 1,720 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 53.3 1,820 Total Subcatchment 2S: PRE 1B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=12.978 ac Runoff Volume=6,908 cf Runoff Depth=0.15" Flow Length=1,820' Tc=53.3 min CN=32 0.20 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 97HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 2A Runoff = 0.06 cfs @ 12.92 hrs, Volume= 1,506 cf, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description * 0.066 98 Gravel, HSG A 1.774 32 Woods/grass comb., Good, HSG A 1.840 34 Weighted Average 1.774 96.41% Pervious Area 0.066 3.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.3 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.6 65 0.0070 0.42 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.9 165 Total Subcatchment 3S: PRE 2A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=1.840 ac Runoff Volume=1,506 cf Runoff Depth=0.23" Flow Length=165' Tc=29.9 min CN=34 0.06 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 98HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PRE 2B Runoff = 5.28 cfs @ 12.28 hrs, Volume= 25,712 cf, Depth= 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 1.380 98 Paved parking, HSG A * 0.171 98 Gravel, HSG A 3.200 32 Woods/grass comb., Good, HSG A 4.751 54 Weighted Average 3.200 67.35% Pervious Area 1.551 32.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 5.4 175 0.0060 0.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 29.7 275 Total Subcatchment 4S: PRE 2B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=4.751 ac Runoff Volume=25,712 cf Runoff Depth=1.49" Flow Length=275' Tc=29.7 min CN=54 5.28 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 99HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B-1 Runoff = 70.26 cfs @ 11.97 hrs, Volume= 150,109 cf, Depth= 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 3.732 98 Roofs, HSG A 3.495 98 Paved parking, HSG A * 0.271 98 Gravel roads, HSG A 3.805 39 >75% Grass cover, Good, HSG A 11.303 78 Weighted Average 3.805 33.66% Pervious Area 7.498 66.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST 1B-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=11.303 ac Runoff Volume=150,109 cf Runoff Depth=3.66" Tc=6.0 min CN=78 70.26 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 100HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST 1B-2 Runoff = 28.85 cfs @ 11.96 hrs, Volume= 65,333 cf, Depth= 4.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 1.837 98 Roofs, HSG A 1.336 98 Paved parking, HSG A 0.559 39 >75% Grass cover, Good, HSG A 3.732 89 Weighted Average 0.559 14.98% Pervious Area 3.173 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST 1B-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=3.732 ac Runoff Volume=65,333 cf Runoff Depth=4.82" Tc=6.0 min CN=89 28.85 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 101HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST 1B-3 Runoff = 25.47 cfs @ 11.96 hrs, Volume= 58,150 cf, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 1.306 98 Roofs, HSG A 1.519 98 Paved parking, HSG A 0.422 39 >75% Grass cover, Good, HSG A 3.247 90 Weighted Average 0.422 13.00% Pervious Area 2.825 87.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST 1B-3 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=3.247 ac Runoff Volume=58,150 cf Runoff Depth=4.93" Tc=6.0 min CN=90 25.47 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 102HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: POST 1B-4 Runoff = 2.56 cfs @ 12.00 hrs, Volume= 6,734 cf, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 0.230 98 Roofs, HSG A 1.985 39 >75% Grass cover, Good, HSG A 2.215 45 Weighted Average 1.985 89.62% Pervious Area 0.230 10.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST 1B-4 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=2.215 ac Runoff Volume=6,734 cf Runoff Depth=0.84" Tc=6.0 min CN=45 2.56 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 103HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: POST 1B-5 Runoff = 0.15 cfs @ 12.02 hrs, Volume= 688 cf, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 0.402 39 >75% Grass cover, Good, HSG A 0.402 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: POST 1B-5 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=0.402 ac Runoff Volume=688 cf Runoff Depth=0.47" Tc=6.0 min CN=39 0.15 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 104HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: POST 1B-6 Runoff = 2.74 cfs @ 11.97 hrs, Volume= 5,800 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description * 0.288 98 Gravel roads, HSG A 0.202 39 >75% Grass cover, Good, HSG A 0.490 74 Weighted Average 0.202 41.22% Pervious Area 0.288 58.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: POST 1B-6 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=0.490 ac Runoff Volume=5,800 cf Runoff Depth=3.26" Tc=6.0 min CN=74 2.74 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 105HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: POST 1B-7 Runoff = 1.58 cfs @ 11.96 hrs, Volume= 3,913 cf, Depth= 5.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 0.185 98 Paved parking, HSG A 0.003 39 >75% Grass cover, Good, HSG A 0.188 97 Weighted Average 0.003 1.60% Pervious Area 0.185 98.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11S: POST 1B-7 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=0.188 ac Runoff Volume=3,913 cf Runoff Depth=5.73" Tc=6.0 min CN=97 1.58 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 106HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: POST 1B-8 Runoff = 6.51 cfs @ 11.97 hrs, Volume= 13,790 cf, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 0.672 98 Paved parking, HSG A * 0.016 98 Gravel roads, HSG A 0.443 39 >75% Grass cover, Good, HSG A 1.131 75 Weighted Average 0.443 39.17% Pervious Area 0.688 60.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 12S: POST 1B-8 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=1.131 ac Runoff Volume=13,790 cf Runoff Depth=3.36" Tc=6.0 min CN=75 6.51 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 107HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: POST 1B-9 Runoff = 0.03 cfs @ 13.48 hrs, Volume= 920 cf, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 1.728 32 Woods/grass comb., Good, HSG A 1.728 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 90 0.0330 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.8 290 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 380 Total Subcatchment 13S: POST 1B-9 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=1.728 ac Runoff Volume=920 cf Runoff Depth=0.15" Flow Length=380' Tc=10.1 min CN=32 0.03 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 108HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: POST 1A-1 Runoff = 5.29 cfs @ 11.97 hrs, Volume= 11,275 cf, Depth= 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 0.013 98 Paved parking, HSG A * 0.555 98 Gravel roads, HSG A 0.305 39 >75% Grass cover, Good, HSG A 0.873 77 Weighted Average 0.305 34.94% Pervious Area 0.568 65.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 14S: POST 1A-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=0.873 ac Runoff Volume=11,275 cf Runoff Depth=3.56" Tc=6.0 min CN=77 5.29 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 109HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: POST 2 Runoff = 9.71 cfs @ 12.05 hrs, Volume= 25,422 cf, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 1.168 98 Paved parking, HSG A 0.127 98 Paved parking, HSG A * 0.053 98 Gravel, HSG A 0.737 32 Woods/grass comb., Good, HSG A 2.085 75 Weighted Average 0.737 35.35% Pervious Area 1.348 64.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 100 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 55 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.7 155 Total Subcatchment 15S: POST 2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=2.085 ac Runoff Volume=25,422 cf Runoff Depth=3.36" Flow Length=155' Tc=12.7 min CN=75 9.71 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 110HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: UPSTREAM WATERSHED Runoff = 74.87 cfs @ 17.80 hrs, Volume= 2,613,562 cf, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 601.000 30 Woods, Good, HSG A 513.000 57 1/3 acre lots, 30% imp, HSG A 1,114.000 42 Weighted Average 960.100 86.18% Pervious Area 153.900 13.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 355.8 14,942 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment 16S: UPSTREAM WATERSHED Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=1,114.000 ac Runoff Volume=2,613,562 cf Runoff Depth=0.65" Flow Length=14,942' Slope=0.0100 '/' Tc=355.8 min CN=42 74.87 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 111HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: POST 1A-2 Runoff = 0.00 cfs @ 13.42 hrs, Volume= 95 cf, Depth=0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YEAR Rainfall=6.09" Area (ac) CN Description 0.178 32 Woods/grass comb., Good, HSG A 0.178 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 17S: POST 1A-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type II 24-hr 100-YEAR Rainfall=6.09" Runoff Area=0.178 ac Runoff Volume=95 cf Runoff Depth=0.15" Tc=6.0 min CN=32 0.00 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 112HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: PRETREATMENT 1 Inflow Area = 796,364 sf, 73.82% Impervious, Inflow Depth = 4.12" for 100-YEAR event Inflow = 124.54 cfs @ 11.97 hrs, Volume= 273,592 cf Outflow = 106.77 cfs @ 12.01 hrs, Volume= 214,148 cf, Atten= 14%, Lag= 2.9 min Primary = 106.77 cfs @ 12.01 hrs, Volume= 214,148 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 362.51' @ 12.01 hrs Surf.Area= 39,723 sf Storage= 88,672 cf Plug-Flow detention time= 139.1 min calculated for 214,148 cf (78% of inflow) Center-of-Mass det. time= 53.4 min ( 854.1 - 800.7 ) Volume Invert Avail.Storage Storage Description #1 360.00' 151,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 31,195 0 0 361.00 34,335 32,765 32,765 361.75 36,810 26,679 59,444 362.00 37,925 9,342 68,786 364.00 44,945 82,870 151,656 Device Routing Invert Outlet Devices #1 Primary 361.75'60.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=103.70 cfs @ 12.01 hrs HW=362.50' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 103.70 cfs @ 2.31 fps) Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 113HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 1P: PRETREATMENT 1 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=796,364 sf Peak Elev=362.51' Storage=88,672 cf 124.54 cfs 106.77 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 114HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 Inflow Area = 901,039 sf, 67.25% Impervious, Inflow Depth = 2.99" for 100-YEAR event Inflow = 110.62 cfs @ 12.01 hrs, Volume= 224,795 cf Outflow = 5.27 cfs @ 13.61 hrs, Volume= 224,795 cf, Atten= 95%, Lag= 95.6 min Discarded = 5.27 cfs @ 13.61 hrs, Volume= 224,795 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 361.86' @ 13.61 hrs Surf.Area= 45,551 sf Storage= 109,769 cf Plug-Flow detention time= 220.4 min calculated for 224,561 cf (100% of inflow) Center-of-Mass det. time= 220.2 min ( 1,074.3 - 854.1 ) Volume Invert Avail.Storage Storage Description #1 359.25' 213,146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 359.25 37,445 0 0 360.00 40,730 29,316 29,316 362.00 45,900 86,630 115,946 364.00 51,300 97,200 213,146 Device Routing Invert Outlet Devices #1 Discarded 359.25'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 362.10'20.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=5.27 cfs @ 13.61 hrs HW=361.86' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=359.25' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 115HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=901,039 sf Peak Elev=361.86' Storage=109,769 cf 110.62 cfs 5.27 cfs 5.27 cfs 0.00 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 116HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: OVERFLOW BASIN Inflow Area = 918,550 sf, 65.97% Impervious, Inflow Depth = 0.01" for 100-YEAR event Inflow = 0.15 cfs @ 12.02 hrs, Volume= 688 cf Outflow = 0.10 cfs @ 12.10 hrs, Volume= 688 cf, Atten= 37%, Lag= 4.8 min Discarded = 0.10 cfs @ 12.10 hrs, Volume= 688 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 360.01' @ 12.10 hrs Surf.Area= 4,493 sf Storage= 33 cf Plug-Flow detention time= 5.8 min calculated for 688 cf (100% of inflow) Center-of-Mass det. time= 5.7 min ( 963.3 - 957.5 ) Volume Invert Avail.Storage Storage Description #1 360.00' 26,259 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 4,485 0 0 362.00 6,690 11,175 11,175 364.00 8,394 15,084 26,259 Device Routing Invert Outlet Devices #1 Discarded 360.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 361.00'30.0" x 30.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.38 cfs @ 12.10 hrs HW=360.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.38 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 2=Grate ( Controls 0.00 cfs) Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 117HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 3P: OVERFLOW BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=918,550 sf Peak Elev=360.01' Storage=33 cf 0.15 cfs 0.10 cfs 0.10 cfs 0.00 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 118HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN 2 Inflow Area = 49,266 sf, 60.83% Impervious, Inflow Depth = 3.36" for 100-YEAR event Inflow = 6.51 cfs @ 11.97 hrs, Volume= 13,790 cf Outflow = 0.69 cfs @ 12.41 hrs, Volume= 13,790 cf, Atten= 89%, Lag= 26.3 min Discarded = 0.69 cfs @ 12.41 hrs, Volume= 13,790 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 370.04' @ 12.41 hrs Surf.Area= 5,989 sf Storage= 5,222 cf Plug-Flow detention time= 60.7 min calculated for 13,776 cf (100% of inflow) Center-of-Mass det. time= 60.7 min ( 883.3 - 822.6 ) Volume Invert Avail.Storage Storage Description #1 369.00' 20,675 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 369.00 4,075 0 0 370.00 5,915 4,995 4,995 372.00 9,765 15,680 20,675 Device Routing Invert Outlet Devices #1 Discarded 369.00'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 371.00'10.0' long x 6.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.69 cfs @ 12.41 hrs HW=370.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.69 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=369.00' (Free Discharge) 2=Emergency Spillway ( Controls 0.00 cfs) Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 119HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 4P: INFILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=49,266 sf Peak Elev=370.04' Storage=5,222 cf 6.51 cfs 0.69 cfs 0.69 cfs 0.00 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 120HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Area = 21,344 sf, 58.78% Impervious, Inflow Depth = 3.26" for 100-YEAR event Inflow = 2.74 cfs @ 11.97 hrs, Volume= 5,800 cf Outflow = 0.23 cfs @ 11.65 hrs, Volume= 5,800 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.23 cfs @ 11.65 hrs, Volume= 5,800 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 381.05' @ 12.53 hrs Surf.Area= 2,010 sf Storage= 2,253 cf Plug-Flow detention time= 73.5 min calculated for 5,794 cf (100% of inflow) Center-of-Mass det. time= 73.4 min ( 898.4 - 825.0 ) Volume Invert Avail.Storage Storage Description #1 378.25' 3,015 cf 3.00'W x 670.00'L x 3.75'H Stone 7,538 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 378.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 11.65 hrs HW=378.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Pond 5P: INFILTRATION TRENCH 1B-6 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=21,344 sf Peak Elev=381.05' Storage=2,253 cf 2.74 cfs 0.23 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 121HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Area = 38,028 sf, 65.06% Impervious, Inflow Depth = 3.56" for 100-YEAR event Inflow = 5.29 cfs @ 11.97 hrs, Volume= 11,275 cf Outflow = 0.37 cfs @ 11.65 hrs, Volume= 11,275 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.65 hrs, Volume= 11,275 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 373.88' @ 12.65 hrs Surf.Area= 3,210 sf Storage= 4,661 cf Plug-Flow detention time= 99.9 min calculated for 11,263 cf (100% of inflow) Center-of-Mass det. time= 99.8 min ( 917.7 - 817.9 ) Volume Invert Avail.Storage Storage Description #1 370.25' 4,815 cf 3.00'W x 1,070.00'L x 3.75'H Stone 12,038 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 370.25'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.37 cfs @ 11.65 hrs HW=370.32' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.37 cfs) Pond 6P: INFILTRATION TRENCH 1A-1 Inflow Discarded Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=38,028 sf Peak Elev=373.88' Storage=4,661 cf 5.29 cfs 0.37 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 122HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: INLET Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.65" for 100-YEAR event Inflow = 74.87 cfs @ 17.80 hrs, Volume= 2,613,562 cf Outflow = 74.57 cfs @ 18.01 hrs, Volume= 2,613,562 cf, Atten= 0%, Lag= 12.9 min Primary = 74.57 cfs @ 18.01 hrs, Volume= 2,613,562 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 377.67' @ 18.01 hrs Surf.Area= 4,769 sf Storage= 14,613 cf Plug-Flow detention time= 1.6 min calculated for 2,610,842 cf (100% of inflow) Center-of-Mass det. time= 1.6 min ( 1,261.9 - 1,260.3 ) Volume Invert Avail.Storage Storage Description #1 370.00' 50,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 370.00 10 0 0 372.00 560 570 570 374.00 1,785 2,345 2,915 376.00 3,240 5,025 7,940 378.00 5,075 8,315 16,255 380.00 8,570 13,645 29,900 382.00 12,500 21,070 50,970 Device Routing Invert Outlet Devices #1 Primary 370.00'36.0" Round Culvert L= 850.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 370.00' / 353.00' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf #2 Secondary 380.00'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=74.57 cfs @ 18.01 hrs HW=377.67' (Free Discharge) 1=Culvert (Inlet Controls 74.57 cfs @ 10.55 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=370.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 123HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 7P: INLET Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=48,525,840 sf Peak Elev=377.67' Storage=14,613 cf 74.87 cfs 74.57 cfs 74.57 cfs 0.00 cfs Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 124HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 8P: STMH Inflow Area = 48,525,840 sf, 13.82% Impervious, Inflow Depth = 0.65" for 100-YEAR event Inflow = 74.57 cfs @ 18.01 hrs, Volume= 2,613,562 cf Outflow = 74.57 cfs @ 18.02 hrs, Volume= 2,613,484 cf, Atten= 0%, Lag= 0.0 min Primary = 74.57 cfs @ 18.02 hrs, Volume= 2,613,484 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 353.51' @ 18.02 hrs Surf.Area= 79 sf Storage= 354 cf Plug-Flow detention time= 0.2 min calculated for 2,613,484 cf (100% of inflow) Center-of-Mass det. time= 0.1 min ( 1,262.0 - 1,261.9 ) Volume Invert Avail.Storage Storage Description #1 349.00' 942 cf 10.00'D x 12.00'H Structure #2 360.00' 15,718 cf Custom Stage Data (Prismatic) Listed below (Recalc) 16,660 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 360.00 3,590 0 0 362.00 5,770 9,360 9,360 363.00 6,945 6,358 15,718 Device Routing Invert Outlet Devices #1 Primary 350.00'48.0" Round Culvert L= 123.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 350.00' / 340.00' S= 0.0813 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf Primary OutFlow Max=74.59 cfs @ 18.02 hrs HW=353.51' (Free Discharge) 1=Culvert (Inlet Controls 74.59 cfs @ 6.38 fps) Type II 24-hr 100-YEAR Rainfall=6.09"4899-HydroCAD SUB6 Prepared by ABD Engineers, LLP Page 125HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Pond 8P: STMH Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=48,525,840 sf Peak Elev=353.51' Storage=354 cf 48.0" Round Culvert n=0.013 L=123.0' S=0.0813 '/' 74.57 cfs 74.57 cfs 1S TO CB1A 2S TO CB1 3S TO CB1B 4S TO CB2 5S TO CB2A 6S TO CB3 7S TO CB3A 8S TO CB4 9S TO CB4A 1P CB CB1A 2P CB CB1 3P CB CB1B 4P CB CB2 5P CB CB2A 6P CB CB3 7P CB CB3A 8P CB CB4 9P CB CB4A Routing Diagram for 4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 2HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: TO CB1A Runoff = 0.63 cfs @ 11.97 hrs, Volume= 1,346 cf, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 5,686 98 Paved parking, HSG A 1,521 39 >75% Grass cover, Good, HSG A 7,207 86 Weighted Average 1,521 21.10% Pervious Area 5,686 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: TO CB1A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=7,207 sf Runoff Volume=1,346 cf Runoff Depth=2.24" Tc=6.0 min CN=86 0.63 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 3HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: TO CB1 Runoff = 0.47 cfs @ 11.98 hrs, Volume= 989 cf, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 5,546 98 Paved parking, HSG A 4,630 39 >75% Grass cover, Good, HSG A 10,176 71 Weighted Average 4,630 45.50% Pervious Area 5,546 54.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: TO CB1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=10,176 sf Runoff Volume=989 cf Runoff Depth=1.17" Tc=6.0 min CN=71 0.47 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 4HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: TO CB1B Runoff = 0.85 cfs @ 11.96 hrs, Volume= 1,902 cf, Depth= 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 7,323 98 Paved parking, HSG A 858 39 >75% Grass cover, Good, HSG A 8,181 92 Weighted Average 858 10.49% Pervious Area 7,323 89.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: TO CB1B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=8,181 sf Runoff Volume=1,902 cf Runoff Depth=2.79" Tc=6.0 min CN=92 0.85 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 5HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: TO CB2 Runoff = 0.14 cfs @ 11.99 hrs, Volume= 327 cf, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 2,175 98 Paved parking, HSG A 3,129 39 >75% Grass cover, Good, HSG A 5,304 63 Weighted Average 3,129 58.99% Pervious Area 2,175 41.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: TO CB2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=5,304 sf Runoff Volume=327 cf Runoff Depth=0.74" Tc=6.0 min CN=63 0.14 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 6HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: TO CB2A Runoff = 7.30 cfs @ 11.96 hrs, Volume= 17,607 cf, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 56,900 98 Roofs, HSG A 6,197 98 Paved parking, HSG A 670 39 >75% Grass cover, Good, HSG A 63,767 97 Weighted Average 670 1.05% Pervious Area 63,097 98.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: TO CB2A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=63,767 sf Runoff Volume=17,607 cf Runoff Depth=3.31" Tc=6.0 min CN=97 7.30 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 7HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: TO CB3 Runoff = 0.67 cfs @ 11.98 hrs, Volume= 1,400 cf, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 7,103 98 Paved parking, HSG A 4,230 39 >75% Grass cover, Good, HSG A 11,333 76 Weighted Average 4,230 37.32% Pervious Area 7,103 62.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: TO CB3 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=11,333 sf Runoff Volume=1,400 cf Runoff Depth=1.48" Tc=6.0 min CN=76 0.67 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 8HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: TO CB3A Runoff = 0.48 cfs @ 11.96 hrs, Volume= 1,089 cf, Depth= 2.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 4,102 98 Paved parking, HSG A 420 39 >75% Grass cover, Good, HSG A 4,522 93 Weighted Average 420 9.29% Pervious Area 4,102 90.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: TO CB3A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=4,522 sf Runoff Volume=1,089 cf Runoff Depth=2.89" Tc=6.0 min CN=93 0.48 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 9HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: TO CB4 Runoff = 1.40 cfs @ 11.96 hrs, Volume= 3,254 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 11,863 98 Paved parking, HSG A 748 39 >75% Grass cover, Good, HSG A 12,611 95 Weighted Average 748 5.93% Pervious Area 11,863 94.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: TO CB4 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=12,611 sf Runoff Volume=3,254 cf Runoff Depth=3.10" Tc=6.0 min CN=95 1.40 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 10HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: TO CB4A Runoff = 2.09 cfs @ 11.96 hrs, Volume= 5,046 cf, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YEAR Rainfall=3.66" Area (sf) CN Description 17,848 98 Paved parking, HSG A 426 39 >75% Grass cover, Good, HSG A 18,274 97 Weighted Average 426 2.33% Pervious Area 17,848 97.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: TO CB4A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10-YEAR Rainfall=3.66" Runoff Area=18,274 sf Runoff Volume=5,046 cf Runoff Depth=3.31" Tc=6.0 min CN=97 2.09 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 11HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: CB1A Inflow Area = 7,207 sf, 78.90% Impervious, Inflow Depth = 2.24" for 10-YEAR event Inflow = 0.63 cfs @ 11.97 hrs, Volume= 1,346 cf Outflow = 0.63 cfs @ 11.97 hrs, Volume= 1,346 cf, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 11.97 hrs, Volume= 1,346 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 380.13' @ 12.04 hrs Flood Elev= 381.75' Device Routing Invert Outlet Devices #1 Primary 378.75'12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 378.75' / 378.65' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 11.97 hrs HW=379.63' TW=379.88' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond 1P: CB1A Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=7,207 sf Peak Elev=380.13' 12.0" Round Culvert n=0.013 L=20.0' S=0.0050 '/' 0.63 cfs 0.63 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 12HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB1 Inflow Area = 25,564 sf, 72.58% Impervious, Inflow Depth = 1.99" for 10-YEAR event Inflow = 1.94 cfs @ 11.97 hrs, Volume= 4,237 cf Outflow = 1.94 cfs @ 11.97 hrs, Volume= 4,237 cf, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 11.97 hrs, Volume= 4,237 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 380.12' @ 12.00 hrs Flood Elev= 381.75' Device Routing Invert Outlet Devices #1 Primary 378.65'12.0" Round Culvert L= 296.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 378.65' / 377.25' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.77 cfs @ 11.97 hrs HW=379.89' TW=379.13' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.77 cfs @ 2.32 fps) Pond 2P: CB1 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=25,564 sf Peak Elev=380.12' 12.0" Round Culvert n=0.013 L=296.0' S=0.0047 '/' 1.94 cfs 1.94 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 13HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB1B Inflow Area = 8,181 sf, 89.51% Impervious, Inflow Depth = 2.79" for 10-YEAR event Inflow = 0.85 cfs @ 11.96 hrs, Volume= 1,902 cf Outflow = 0.85 cfs @ 11.96 hrs, Volume= 1,902 cf, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 11.96 hrs, Volume= 1,902 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 380.20' @ 12.04 hrs Flood Elev= 382.50' Device Routing Invert Outlet Devices #1 Primary 379.50'12.0" Round Culvert L= 55.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 379.50' / 378.65' S= 0.0155 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.52 cfs @ 11.96 hrs HW=380.03' TW=379.85' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.52 cfs @ 1.77 fps) Pond 3P: CB1B Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=8,181 sf Peak Elev=380.20' 12.0" Round Culvert n=0.013 L=55.0' S=0.0155 '/' 0.85 cfs 0.85 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 14HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: CB2 Inflow Area = 94,635 sf, 88.58% Impervious, Inflow Depth = 2.81" for 10-YEAR event Inflow = 9.37 cfs @ 11.96 hrs, Volume= 22,171 cf Outflow = 9.37 cfs @ 11.96 hrs, Volume= 22,171 cf, Atten= 0%, Lag= 0.0 min Primary = 9.37 cfs @ 11.96 hrs, Volume= 22,171 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 379.21' @ 11.96 hrs Flood Elev= 380.50' Device Routing Invert Outlet Devices #1 Primary 377.25'18.0" Round Culvert L= 69.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 377.25' / 371.50' S= 0.0833 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=9.12 cfs @ 11.96 hrs HW=379.15' TW=372.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.12 cfs @ 5.16 fps) Pond 4P: CB2 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=94,635 sf Peak Elev=379.21' 18.0" Round Culvert n=0.013 L=69.0' S=0.0833 '/' 9.37 cfs 9.37 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 15HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: CB2A Inflow Area = 63,767 sf, 98.95% Impervious, Inflow Depth = 3.31" for 10-YEAR event Inflow = 7.30 cfs @ 11.96 hrs, Volume= 17,607 cf Outflow = 7.30 cfs @ 11.96 hrs, Volume= 17,607 cf, Atten= 0%, Lag= 0.0 min Primary = 7.30 cfs @ 11.96 hrs, Volume= 17,607 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 379.82' @ 11.99 hrs Flood Elev= 381.00' Device Routing Invert Outlet Devices #1 Primary 378.00'18.0" Round Culvert L= 39.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 378.00' / 377.25' S= 0.0192 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.67 cfs @ 11.96 hrs HW=379.60' TW=379.15' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.67 cfs @ 3.74 fps) Pond 5P: CB2A Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=63,767 sf Peak Elev=379.82' 18.0" Round Culvert n=0.013 L=39.0' S=0.0192 '/' 7.30 cfs 7.30 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 16HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: CB3 Inflow Area = 141,375 sf, 88.24% Impervious, Inflow Depth = 2.80" for 10-YEAR event Inflow = 14.00 cfs @ 11.96 hrs, Volume= 32,959 cf Outflow = 14.00 cfs @ 11.96 hrs, Volume= 32,959 cf, Atten= 0%, Lag= 0.0 min Primary = 14.00 cfs @ 11.96 hrs, Volume= 32,959 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 372.34' @ 11.96 hrs Flood Elev= 379.00' Device Routing Invert Outlet Devices #1 Primary 370.50'24.0" Round Culvert L= 372.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 370.50' / 361.00' S= 0.0255 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=13.63 cfs @ 11.96 hrs HW=372.30' (Free Discharge) 1=Culvert (Inlet Controls 13.63 cfs @ 4.57 fps) Pond 6P: CB3 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=141,375 sf Peak Elev=372.34' 24.0" Round Culvert n=0.013 L=372.0' S=0.0255 '/' 14.00 cfs 14.00 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 17HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: CB3A Inflow Area = 4,522 sf, 90.71% Impervious, Inflow Depth = 2.89" for 10-YEAR event Inflow = 0.48 cfs @ 11.96 hrs, Volume= 1,089 cf Outflow = 0.48 cfs @ 11.96 hrs, Volume= 1,089 cf, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 11.96 hrs, Volume= 1,089 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 379.15' @ 11.96 hrs Flood Elev= 382.80' Device Routing Invert Outlet Devices #1 Primary 378.80'12.0" Round Culvert L= 36.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 378.80' / 371.50' S= 0.2028 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.47 cfs @ 11.96 hrs HW=379.14' TW=372.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.47 cfs @ 1.99 fps) Pond 7P: CB3A Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4,522 sf Peak Elev=379.15' 12.0" Round Culvert n=0.013 L=36.0' S=0.2028 '/' 0.48 cfs 0.48 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 18HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 8P: CB4 Inflow Area = 30,885 sf, 96.20% Impervious, Inflow Depth = 3.22" for 10-YEAR event Inflow = 3.49 cfs @ 11.96 hrs, Volume= 8,300 cf Outflow = 3.49 cfs @ 11.96 hrs, Volume= 8,300 cf, Atten= 0%, Lag= 0.0 min Primary = 3.49 cfs @ 11.96 hrs, Volume= 8,300 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 373.04' @ 11.97 hrs Flood Elev= 377.00' Device Routing Invert Outlet Devices #1 Primary 372.00'18.0" Round Culvert L= 105.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 372.00' / 371.50' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.35 cfs @ 11.96 hrs HW=373.02' TW=372.31' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.35 cfs @ 3.69 fps) Pond 8P: CB4 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=30,885 sf Peak Elev=373.04' 18.0" Round Culvert n=0.013 L=105.0' S=0.0048 '/' 3.49 cfs 3.49 cfs Type II 24-hr 10-YEAR Rainfall=3.66"4899-HydroCAD SUB5 CB Prepared by ABD Engineers, LLP Page 19HydroCAD® 10.00-18 s/n 00936 © 2016 HydroCAD Software Solutions LLC Summary for Pond 9P: CB4A Inflow Area = 18,274 sf, 97.67% Impervious, Inflow Depth = 3.31" for 10-YEAR event Inflow = 2.09 cfs @ 11.96 hrs, Volume= 5,046 cf Outflow = 2.09 cfs @ 11.96 hrs, Volume= 5,046 cf, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 11.96 hrs, Volume= 5,046 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 373.53' @ 11.98 hrs Flood Elev= 375.50' Device Routing Invert Outlet Devices #1 Primary 372.50'12.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 372.50' / 372.00' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.87 cfs @ 11.96 hrs HW=373.50' TW=373.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.87 cfs @ 2.97 fps) Pond 9P: CB4A Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=18,274 sf Peak Elev=373.53' 12.0" Round Culvert n=0.013 L=81.0' S=0.0062 '/' 2.09 cfs 2.09 cfs