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HomeMy WebLinkAbout304-647 - Drainage Report Singh Project November 2023 Project: SINGH PROJECT 4281 W. 106th Street Carmel, Indiana 46032 Prepared For: LAKHWANT SINGH & MIKE SINGH 3950 South Keystone Avenue Indianapolis, Indiana 46227 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. 530 E. Ohio Street Indianapolis, Indiana 46204 Civil Engineer: NICHOLAS JUSTICE, PE CEC Project 304-647 NOVEMBER 2023 Drainage Report Singh Project November 2023 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................3 2.0 PROJECT BACKGROUND.............................................................................................3 2.1 Existing conditions.................................................................................................. 3 2.1.1 FEMA Map ..................................................................................................3 2.1.2 State and Federal Permits.............................................................................4 2.1.3 Watershed Description .................................................................................4 2.1.4 Soils Map .....................................................................................................4 2.1.5 Wetlands Study ............................................................................................4 2.2 RIVER analysis ....................................................................................................... 4 3.0 STORMWATER DESIGN ...............................................................................................5 3.1 Proposed Conditions ............................................................................................... 5 3.2 Stormwater Management ........................................................................................ 5 3.2.1 Storm Sewer Piping .....................................................................................5 3.2.2 Runoff Curve Number (CN) Determination ................................................5 3.2.3 Hydraulic Performance ................................................................................5 3.2.4 Outlet Control Structures .............................................................................6 3.2.5 Emergency Overflow ...................................................................................6 3.2.6 Emergency Overflow Routing ................... Error! Bookmark not defined. 3.2.7 Computer Software and Limitations ............................................................7 4.0 CONCLUSION ..................................................................................................................7 5.0 REFERENCES ...................................................................................................................7 Appendices Appendix A – FEMA Firm Appendix B – Soils Map Appendix C – Wetlands Study Appendix D – River Analysis Singh Project November 2023 Appendix D.1 – River Hydraulic Report Appendix E – Existing & Proposed Watershed Maps Appendix F – Storm Sewer Sizing Calculations Appendix G – Existing HydroCAD Output Appendix H – Proposed HydroCAD Outputs Appendix I – Emergency Overflow Calculations Appendix J – Westbridge Drainage Report 1.0 REPORT OVERVIEW This report establishes the stormwater quantity and quality requirements for the proposed residential project located at 4281 W. 106th Street. The existing site consists of 1 property containing a residential home with a garage and a driveway. The proposed improvements to the site include splitting the property, demolishing the existing home, and building 2 new homes on each parcel. Also included is new asphalt driveway and associated drainage & utility infrastructure. Through a system of catch basin inlets and piping, stormwater will be conveyed to onsite detention and discharged to the adjacent legal drain. The proposed improvements will provide better flood protection and reduced runoff rates for the site. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is south of 106th Street and approximately 1,900 feet east of Michigan Road in Carmel, Indiana. The site generally drains south toward the arm of the Park at Weston – Section 1 subdivision regulated drain which runs south to discharge into a 30” RCP of the arm of the Ashbrooke- Section 4 subdivision regulated drain. The entire parcel is within the Crooked Creek shed and contains 14.18 acres. The site contains 3 large gas lines that run southwest-northeast and the easement for the Park at Weston – Section 1 legal drain. Easements encumber 6.30 acres out of the 14.18 acres of project property. The existing drainage basin map Figure C-1 delineates the two areas in Appendix E. The existing discharge rates for the project area are summarized in Table 1. 2.1.1 FEMA Map The project site is located within the FEMA Community Panel Maps #18057C0205G dated November 19, 2014 which indicates the site is located within the Flood Designation ‘Zone X, Area of minimal flood hazard.” The FEMA Map with determined Base Flood Elevations (BFE) is included in Appendix A. Singh Project November 2023 2.1.2 State and Federal Permits An IDEM CSGP permit will be required to discharge the runoff from this site, as the area of interest is greater than or equal to 1 acre. 2.1.3 Watershed Description The project site drains to the Ashbrooke- Section 4 subdivision regulated drain in the Crooked Creek watershed as provided on the IndianaMap GIS system and identified with a 14-digit Hydrologic Unit Code (HUC) of 05120201090070. 2.1.4 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. 2.1.5 Wetlands Study A wetlands study was provided by V3 Companies, Ltd and provided to Terra Site Development which has allowed us to use. The study can be found in Appendix C. 2.2 RIVER ANALYSIS The Ashbrooke Section 4 Subdivision regulated drain runs through the Singh properties from north to south. The channel adequately conveys the 100-year storm with minor overflow into the floodplain. Analysis was performed using HEC-RAS 6.4 software. A discharge rate of 25.13 cfs was provided by the Hamilton County Surveyors office, showing as a 100-yr release rate from The Park at Weston Place outlet.This release rate was added to the stream at the upstream river station 6+52.37 and at the downstream river station 0+05.53 and included in the HydroCad report of the entire existing site including by-pass areas tying into the regulated drain. A flow of 29.57 cfs will be used at the upstream river station 6+52.37 and 76.10 cfs at the downstream river station 0+05.53. The flood plan elevation calculations of the regulated drain can be found in the HEC-RAS study. The study can be found in Appendix D – River Analysis. A 30” RCP conveys flow from the drain and has a capacity of approximately 77 cfs according to previous report hydrology. Therefore the model allows a free outfall. The flow rates used in this study can be found in the HydroCad report. The report can be found in Appendix D.1 – River Hydraulic Report. The drainage calculations described in this report were performed using the following programs: · HydroCAD v10.00 (by HydroCAD Software Solutions, LLC) computer software · Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil3D® Singh Project November 2023 3.0 STORMWATER DESIGN 3.1 PROPOSED CONDITIONS The proposed development is made up of a 14.18 acre parcel that will be divided into two parcels. The east lot (Lot 1) at 7.126 acres and the west lot (Lot 2) at 6.248 acres. The remaining acreage will be dedicated to the City of Carmel as right of way for 106th Street. The development of these two lots will disturb approximately 5.19 acres to construct 2 multi-storied houses, including garages, driveways, deck areas, utilities, and drainage infrastructure with dry detention ponds. In total, the site impervious area would increase to 1.89 acres. See proposed conditions on Figure C-2 in Appendix E. In accordance with the City of Carmel Stormwater Technical Standards Manual, proposed storm sewer inlets and piping will convey stormwater runoff to separate dry detention ponds that will detain the stormwater to the allowable release rates of the proposed site. The detention systems are sized to detain and treat the entirety of the disturbed areas of the proposed sites. The east site has a small bypassing area that will drain to the east detention pond. All other undisturbed areas will directly drain to the existing legal drain. 3.2 STORMWATER MANAGEMENT 3.2.1 Storm Sewer Piping Sized for a 10-year rainfall event, a series of catch basin inlets and piping will convey rainfall runoff to proposed detention basins. In the storm sewer calculations of Appendix F, a Composite “C” value of 0.90 was used for roof area, whereas 0.85 and 0.20 were used for pavement and pervious lawn, respectively. The time of concentration was assumed to be a minimum allowable of 5 minutes for paved inlets, and all pipes were assigned a Manning’s coefficient “n” value of 0.012. 3.2.2 Runoff Curve Number (CN) Determination For impervious areas such as buildings and pavement, a CN value of 98 was used. For pervious areas, a CN value of 74 was used in pre-development calculations, and a CN value of 80 was used in post-development calculations due to the presence of hydrologic soil group “C/D”. The HydroCAD models in Appendix G and Appendix H show the calculated CN values as well as time of concentration for each site basin. Rainfall depths in the City of Carmel Technical Standards Manual were used to develop the basin hydrographs. 3.2.3 Hydraulic Performance We met with the City of Carmel Engineering department and the Hamilton County Surveyors Office to discuss this issue and they were willing to allow us to reduce the proposed site 10-year flowrate to the existing site 2-year flowrate, and the proposed site 100-year flowrate to the 10-year existing site release rates for the disturbed areas. Detention basins were also designed with an additional 10 percent of available capacity to allow for sediment accumulation resulting from development and to permit the pond to function for reasonable periods between clearings. Singh Project November 2023 Northeast Detention Volume Required: 6,380 CF Northeast Detention Volume Provided: 9,956 CF West Detention Volume Required: 15,730 CF West Detention Volume Provided: 38,549 CF East Detention Volume Required: 9,010 CF East Detention Volume Provided: 30,972 CF Using the release rates described, the site runoff rate will decrease significantly in all storm events. Flow will be restricted by the proposed dry detention ponds and outlet control structures. The proposed flowrate improvements will reduce the burden on the existing downstream systems. The results are presented below in Table 1. Existing HydroCAD reports are in Appendix G. Table 1 - Discharge Rates Proposed Peak Runoff Rate (cfs) Proposed Site (6.25 acres) 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 11.79 19.63 43.78 Allowable Discharge Rates* - 11.79 19.63 Proposed Discharge Rates-West 1.78 2.14 3.21 Proposed Discharge Rates-East 1.40 1.67 2.14 Proposed Discharge Rates-Northeast 891.50 891.99 893.40 West Direct Discharge 1.30 2.04 4.25 East Direct Discharge 0.66 1.04 2.16 Total Proposed Discharge Rates 7.31 9.85 15.89 *10 year proposed runoff < 2 year existing runoff; 100 year proposed runoff < 10 year existing runoff 3.2.4 Outlet Control Structures To achieve the allowable rates shown in Table 1, an outlet control structure is required at each detention basin. The outlet control for the west pond was sized with a 9”-diameter orifice at an elevation of 889.78 and a horizontal orifice with invert elevation at 892.09. The structure routes to a 15”-diameter HDPE outlet pipe at an elevation at 889.78. The outlet control for the east pond was sized with an 8”-diameter orifice at an elevation of 890.00 and another horizontal orifice with invert elevation at 891.95. The structure routes to a 12”-diameter HDPE outlet pipe with invert elevation at 890.00. The outlet control structure for the north pond was sized with a 8”-diameter orifice at an elevation of 890.00 and a horizontal orifice at an elevation of 891.85 that conveys the reduced runoff to the legal drain. Calculations can be found in Appendix H. 3.2.5 Emergency Overflow In the event the outlet devices are clogged or inoperable, emergency overflow weirs are designed with trapezoidal weirs to act as emergency overflow system. When the stored runoff stages up, the weirs allow Singh Project November 2023 water to escape and flow to the existing ditch. The weir does not require mechanical activation. The weirs’ bottom length for the west and east ponds are sized 10 feet, and the north pond is sized 5 feet. The emergency overflow weirs calculations can be found in Appendix I. 3.2.6 Water Quality Treatment The water quality treatment is being provided by native vegetation planted in the dry detention basins. 3.2.7 Computer Software and Limitations The drainage calculations described in this report were performed using the following programs: · HydroCAD v10.00 (by HydroCAD Software Solutions, LLC) computer software · Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil3D® 4.0 CONCLUSION The Singh Subdivision site will be served with adequate detention and water quality facilities in accordance with the City of Carmel Stormwater Technical Standards Manual. Due to the proposed drainage system and water quality unit, no adverse impacts are expected for upstream or downstream property owners. 5.0 REFERENCES 1. USDA NRCS Web Soil Survey 2. U.S. Geological Survey, IndianaMap website 3. FEMA Flood Insurance Rate Maps, FEMA website 4. City of Carmel Construction Standards and Specifications. 5. Westbridge Drainage Report by Terra Site Development (March 5, 2019) APPENDIX A FEMA FIRM National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 3/11/2021 at 11:33 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°14'4"W 39°56'38"N 86°13'27"W 39°56'11"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 9 APPENDIX B SOILS MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service April 28, 202111 9 Custom Soil Resource Report Soil Map 44 2 1 2 1 0 44 2 1 2 6 0 44 2 1 3 1 0 44 2 1 3 6 0 44 2 1 4 1 0 44 2 1 4 6 0 44 2 1 5 1 0 44 2 1 2 1 0 44 2 1 2 6 0 44 2 1 3 1 0 44 2 1 3 6 0 44 2 1 4 1 0 44 2 1 4 6 0 44 2 1 5 1 0 565580 565630 565680 565730 565780 565830 565880 565930 565980 566030 566080 565580 565630 565680 565730 565780 565830 565880 565930 565980 566030 566080 39° 56' 28'' N 86 ° 1 3 ' 5 7 ' ' W 39° 56' 28'' N 86 ° 1 3 ' 3 5 ' ' W 39° 56' 17'' N 86 ° 1 3 ' 5 7 ' ' W 39° 56' 17'' N 86 ° 1 3 ' 3 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,390 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 12 Hamilton County, Indiana YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Brookston and similar soils:65 percent Urban land:30 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform:Depressions, till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Concave Parent material:Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Custom Soil Resource Report 13 13 Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111AY008IN - Wet Till Ridge Hydric soil rating: No YclA—Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57p Elevation: 600 to 1,040 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Crosby and similar soils:60 percent Urban land:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional):Footslope, summit, backslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Custom Soil Resource Report 14 14 Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit:5 percent Landform:Recessionial moraines, water-lain moraines, ground moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Crest, nose slope, head slope, side slope, rise Down-slope shape:Linear, convex Across-slope shape:Convex, linear Ecological site:F111AY009IN - Till Ridge Hydric soil rating: No Treaty, drained Percent of map unit:5 percent Landform:Swales, depressions, water-lain moraines Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Custom Soil Resource Report 15 15 APPENDIX C WETLANDS STUDY APPENDIX D RIVER ANALYSIS Station 6+52.37 Station 5+29.04 Station 2+62.72 Station 0+05.53 Station 4+31.23 APPENDIX D.1 RIVER HYDRAULIC REPORT DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PRE-DEVELOPMENT DRAINAGE MAP 304-6471"=100'3/3/2021 AML DRAFT DRAFT C-1 SINGH FAMILY HOUSE, LLC SINGH FAMILY HOME PROJECT CARMEL, IN REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH Existing Conditions map information for entire River Hydraulic Report Overall-Legal Drain 40S Existing W-1 41S Exisitng E-1 42S Existing W-2 43S Exisitng E-2 45S Existing W-3 46S Exisitng E-3 48S Existing W-4 49S Exisitng E-4 51S Existing W-5 52S Exisitng E-5 32R Legal Drain-1 44R Legal Drain-2 47R Legal Drain-3 50R Legal Drain-4 53R Legal Drain-5 Routing Diagram for 304-647 E-HydroCAD2 Prepared by CEC Inc, Printed 6/12/2023 HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 YR Type II 24-hr Default 24.00 1 2.90 2 2 10 YR Type II 24-hr Default 24.00 1 3.83 2 3 100 YR Type II 24-hr Default 24.00 1 6.46 2 304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.980 61 >75% Grass cover, Good, HSG B (40S, 41S, 42S, 43S, 45S, 46S, 48S, 49S, 51S, 52S) 9.720 74 >75% Grass cover, Good, HSG C (40S, 41S, 42S, 43S, 45S, 46S, 48S, 49S, 51S, 52S) 0.930 98 Paved parking, HSG B (40S, 41S, 43S, 46S, 49S, 51S, 52S) 14.630 72 TOTAL AREA 304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 4.910 HSG B 40S, 41S, 42S, 43S, 45S, 46S, 48S, 49S, 51S, 52S 9.720 HSG C 40S, 41S, 42S, 43S, 45S, 46S, 48S, 49S, 51S, 52S 0.000 HSG D 0.000 Other 14.630 TOTAL AREA 304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 3.980 9.720 0.000 0.000 13.700 >75% Grass cover, Good 40S, 41S, 42S, 43S, 45S, 46S, 48S, 49S, 51S, 52S 0.000 0.930 0.000 0.000 0.000 0.930 Paved parking 40S, 41S, 43S, 46S, 49S, 51S, 52S 0.000 4.910 9.720 0.000 0.000 14.630 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.600 ac 26.67% Impervious Runoff Depth=1.06"Subcatchment 40S: Existing W-1 Flow Length=500' Slope=0.0120 '/' Tc=21.9 min CN=78 Runoff=0.64 cfs 0.053 af Runoff Area=0.420 ac 26.19% Impervious Runoff Depth=1.12"Subcatchment 41S: Exisitng E-1 Flow Length=380' Slope=0.0134 '/' Tc=18.5 min CN=79 Runoff=0.53 cfs 0.039 af Runoff Area=1.320 ac 0.00% Impervious Runoff Depth=0.66"Subcatchment 42S: Existing W-2 Flow Length=510' Slope=0.0133 '/' Tc=21.2 min CN=70 Runoff=0.80 cfs 0.073 af Runoff Area=1.370 ac 3.65% Impervious Runoff Depth=0.80"Subcatchment 43S: Exisitng E-2 Flow Length=500' Slope=0.0220 '/' Tc=16.8 min CN=73 Runoff=1.23 cfs 0.091 af Runoff Area=1.170 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 45S: Existing W-3 Flow Length=500' Slope=0.0093 '/' Tc=24.6 min CN=71 Runoff=0.70 cfs 0.069 af Runoff Area=0.960 ac 12.50% Impervious Runoff Depth=0.75"Subcatchment 46S: Exisitng E-3 Flow Length=390' Slope=0.0260 '/' Tc=14.0 min CN=72 Runoff=0.87 cfs 0.060 af Runoff Area=1.790 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 48S: Existing W-4 Flow Length=500' Slope=0.0055 '/' Tc=30.9 min CN=71 Runoff=0.91 cfs 0.105 af Runoff Area=1.740 ac 22.99% Impervious Runoff Depth=0.85"Subcatchment 49S: Exisitng E-4 Flow Length=400' Slope=0.0250 '/' Tc=14.4 min CN=74 Runoff=1.81 cfs 0.123 af Runoff Area=2.710 ac 0.74% Impervious Runoff Depth=0.70"Subcatchment 51S: Existing W-5 Flow Length=480' Slope=0.0100 '/' Tc=23.2 min CN=71 Runoff=1.68 cfs 0.159 af Runoff Area=2.550 ac 2.75% Impervious Runoff Depth=0.70"Subcatchment 52S: Exisitng E-5 Flow Length=540' Slope=0.0170 '/' Tc=19.5 min CN=71 Runoff=1.77 cfs 0.150 af Inflow=1.16 cfs 0.092 afReach 32R: Legal Drain-1 Outflow=1.16 cfs 0.092 af Inflow=3.12 cfs 0.255 afReach 44R: Legal Drain-2 Outflow=3.12 cfs 0.255 af Inflow=4.52 cfs 0.384 afReach 47R: Legal Drain-3 Outflow=4.52 cfs 0.384 af Inflow=6.82 cfs 0.612 afReach 50R: Legal Drain-4 Outflow=6.82 cfs 0.612 af Inflow=10.08 cfs 0.920 afReach 53R: Legal Drain-5 Outflow=10.08 cfs 0.920 af Total Runoff Area = 14.630 ac Runoff Volume = 0.920 af Average Runoff Depth = 0.75" 93.64% Pervious = 13.700 ac 6.36% Impervious = 0.930 ac Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: Existing W-1 Runoff = 0.64 cfs @ 12.16 hrs, Volume= 0.053 af, Depth= 1.06" Routed to Reach 32R : Legal Drain-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.090 61 >75% Grass cover, Good, HSG B 0.350 74 >75% Grass cover, Good, HSG C 0.160 98 Paved parking, HSG B 0.600 78 Weighted Average 0.440 73.33% Pervious Area 0.160 26.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0120 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.7 400 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.9 500 Total Subcatchment 40S: Existing W-1 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.600 ac Runoff Volume=0.053 af Runoff Depth=1.06" Flow Length=500' Slope=0.0120 '/' Tc=21.9 min CN=78 0.64 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: Exisitng E-1 Runoff = 0.53 cfs @ 12.12 hrs, Volume= 0.039 af, Depth= 1.12" Routed to Reach 32R : Legal Drain-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.050 61 >75% Grass cover, Good, HSG B 0.260 74 >75% Grass cover, Good, HSG C 0.110 98 Paved parking, HSG B 0.420 79 Weighted Average 0.310 73.81% Pervious Area 0.110 26.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 100 0.0134 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 5.8 280 0.0134 0.81 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.5 380 Total Subcatchment 41S: Exisitng E-1 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.420 ac Runoff Volume=0.039 af Runoff Depth=1.12" Flow Length=380' Slope=0.0134 '/' Tc=18.5 min CN=79 0.53 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: Existing W-2 Runoff = 0.80 cfs @ 12.17 hrs, Volume= 0.073 af, Depth= 0.66" Routed to Reach 44R : Legal Drain-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.360 61 >75% Grass cover, Good, HSG B 0.960 74 >75% Grass cover, Good, HSG C 1.320 70 Weighted Average 1.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 100 0.0133 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.5 410 0.0133 0.81 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.2 510 Total Subcatchment 42S: Existing W-2 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.320 ac Runoff Volume=0.073 af Runoff Depth=0.66" Flow Length=510' Slope=0.0133 '/' Tc=21.2 min CN=70 0.80 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: Exisitng E-2 Runoff = 1.23 cfs @ 12.11 hrs, Volume= 0.091 af, Depth= 0.80" Routed to Reach 44R : Legal Drain-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.170 61 >75% Grass cover, Good, HSG B 1.150 74 >75% Grass cover, Good, HSG C 0.050 98 Paved parking, HSG B 1.370 73 Weighted Average 1.320 96.35% Pervious Area 0.050 3.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0220 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 6.4 400 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.8 500 Total Subcatchment 43S: Exisitng E-2 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.370 ac Runoff Volume=0.091 af Runoff Depth=0.80" Flow Length=500' Slope=0.0220 '/' Tc=16.8 min CN=73 1.23 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: Existing W-3 Runoff = 0.70 cfs @ 12.21 hrs, Volume= 0.069 af, Depth= 0.70" Routed to Reach 47R : Legal Drain-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.900 74 >75% Grass cover, Good, HSG C 1.170 71 Weighted Average 1.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 100 0.0093 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 9.9 400 0.0093 0.68 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.6 500 Total Subcatchment 45S: Existing W-3 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.170 ac Runoff Volume=0.069 af Runoff Depth=0.70" Flow Length=500' Slope=0.0093 '/' Tc=24.6 min CN=71 0.70 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: Exisitng E-3 Runoff = 0.87 cfs @ 12.08 hrs, Volume= 0.060 af, Depth= 0.75" Routed to Reach 47R : Legal Drain-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 0.440 74 >75% Grass cover, Good, HSG C 0.120 98 Paved parking, HSG B 0.960 72 Weighted Average 0.840 87.50% Pervious Area 0.120 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0260 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 4.3 290 0.0260 1.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.0 390 Total Subcatchment 46S: Exisitng E-3 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.960 ac Runoff Volume=0.060 af Runoff Depth=0.75" Flow Length=390' Slope=0.0260 '/' Tc=14.0 min CN=72 0.87 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: Existing W-4 Runoff = 0.91 cfs @ 12.29 hrs, Volume= 0.105 af, Depth= 0.70" Routed to Reach 50R : Legal Drain-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.450 61 >75% Grass cover, Good, HSG B 1.340 74 >75% Grass cover, Good, HSG C 1.790 71 Weighted Average 1.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.1 100 0.0055 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 12.8 400 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 30.9 500 Total Subcatchment 48S: Existing W-4 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.790 ac Runoff Volume=0.105 af Runoff Depth=0.70" Flow Length=500' Slope=0.0055 '/' Tc=30.9 min CN=71 0.91 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: Exisitng E-4 Runoff = 1.81 cfs @ 12.08 hrs, Volume= 0.123 af, Depth= 0.85" Routed to Reach 50R : Legal Drain-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.720 61 >75% Grass cover, Good, HSG B 0.620 74 >75% Grass cover, Good, HSG C 0.400 98 Paved parking, HSG B 1.740 74 Weighted Average 1.340 77.01% Pervious Area 0.400 22.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 100 0.0250 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 4.5 300 0.0250 1.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.4 400 Total Subcatchment 49S: Exisitng E-4 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.740 ac Runoff Volume=0.123 af Runoff Depth=0.85" Flow Length=400' Slope=0.0250 '/' Tc=14.4 min CN=74 1.81 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 15HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 51S: Existing W-5 Runoff = 1.68 cfs @ 12.19 hrs, Volume= 0.159 af, Depth= 0.70" Routed to Reach 53R : Legal Drain-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.700 61 >75% Grass cover, Good, HSG B 1.990 74 >75% Grass cover, Good, HSG C 0.020 98 Paved parking, HSG B 2.710 71 Weighted Average 2.690 99.26% Pervious Area 0.020 0.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 9.0 380 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.2 480 Total Subcatchment 51S: Existing W-5 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.710 ac Runoff Volume=0.159 af Runoff Depth=0.70" Flow Length=480' Slope=0.0100 '/' Tc=23.2 min CN=71 1.68 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 52S: Exisitng E-5 Runoff = 1.77 cfs @ 12.15 hrs, Volume= 0.150 af, Depth= 0.70" Routed to Reach 53R : Legal Drain-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.770 61 >75% Grass cover, Good, HSG B 1.710 74 >75% Grass cover, Good, HSG C 0.070 98 Paved parking, HSG B 2.550 71 Weighted Average 2.480 97.25% Pervious Area 0.070 2.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.0170 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.0 440 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.5 540 Total Subcatchment 52S: Exisitng E-5 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.550 ac Runoff Volume=0.150 af Runoff Depth=0.70" Flow Length=540' Slope=0.0170 '/' Tc=19.5 min CN=71 1.77 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 17HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 32R: Legal Drain-1 Inflow Area = 1.020 ac, 26.47% Impervious, Inflow Depth = 1.08" for 2 YR event Inflow = 1.16 cfs @ 12.14 hrs, Volume= 0.092 af Outflow = 1.16 cfs @ 12.14 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Legal Drain-2 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 32R: Legal Drain-1 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Inflow Area=1.020 ac 1.16 cfs1.16 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 18HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 44R: Legal Drain-2 Inflow Area = 3.710 ac, 8.63% Impervious, Inflow Depth = 0.83" for 2 YR event Inflow = 3.12 cfs @ 12.13 hrs, Volume= 0.255 af Outflow = 3.12 cfs @ 12.13 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Routed to Reach 47R : Legal Drain-3 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 44R: Legal Drain-2 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Inflow Area=3.710 ac 3.12 cfs3.12 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 19HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 47R: Legal Drain-3 Inflow Area = 5.840 ac, 7.53% Impervious, Inflow Depth = 0.79" for 2 YR event Inflow = 4.52 cfs @ 12.13 hrs, Volume= 0.384 af Outflow = 4.52 cfs @ 12.13 hrs, Volume= 0.384 af, Atten= 0%, Lag= 0.0 min Routed to Reach 50R : Legal Drain-4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 47R: Legal Drain-3 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=5.840 ac 4.52 cfs4.52 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 20HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 50R: Legal Drain-4 Inflow Area = 9.370 ac, 8.96% Impervious, Inflow Depth = 0.78" for 2 YR event Inflow = 6.82 cfs @ 12.12 hrs, Volume= 0.612 af Outflow = 6.82 cfs @ 12.12 hrs, Volume= 0.612 af, Atten= 0%, Lag= 0.0 min Routed to Reach 53R : Legal Drain-5 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 50R: Legal Drain-4 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=9.370 ac 6.82 cfs6.82 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 21HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 53R: Legal Drain-5 Inflow Area = 14.630 ac, 6.36% Impervious, Inflow Depth = 0.75" for 2 YR event Inflow = 10.08 cfs @ 12.14 hrs, Volume= 0.920 af Outflow = 10.08 cfs @ 12.14 hrs, Volume= 0.920 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 53R: Legal Drain-5 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=14.630 ac 10.08 cfs10.08 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 22HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.600 ac 26.67% Impervious Runoff Depth=1.75"Subcatchment 40S: Existing W-1 Flow Length=500' Slope=0.0120 '/' Tc=21.9 min CN=78 Runoff=1.10 cfs 0.088 af Runoff Area=0.420 ac 26.19% Impervious Runoff Depth=1.83"Subcatchment 41S: Exisitng E-1 Flow Length=380' Slope=0.0134 '/' Tc=18.5 min CN=79 Runoff=0.88 cfs 0.064 af Runoff Area=1.320 ac 0.00% Impervious Runoff Depth=1.22"Subcatchment 42S: Existing W-2 Flow Length=510' Slope=0.0133 '/' Tc=21.2 min CN=70 Runoff=1.62 cfs 0.134 af Runoff Area=1.370 ac 3.65% Impervious Runoff Depth=1.41"Subcatchment 43S: Exisitng E-2 Flow Length=500' Slope=0.0220 '/' Tc=16.8 min CN=73 Runoff=2.29 cfs 0.161 af Runoff Area=1.170 ac 0.00% Impervious Runoff Depth=1.28"Subcatchment 45S: Existing W-3 Flow Length=500' Slope=0.0093 '/' Tc=24.6 min CN=71 Runoff=1.39 cfs 0.125 af Runoff Area=0.960 ac 12.50% Impervious Runoff Depth=1.34"Subcatchment 46S: Exisitng E-3 Flow Length=390' Slope=0.0260 '/' Tc=14.0 min CN=72 Runoff=1.67 cfs 0.107 af Runoff Area=1.790 ac 0.00% Impervious Runoff Depth=1.28"Subcatchment 48S: Existing W-4 Flow Length=500' Slope=0.0055 '/' Tc=30.9 min CN=71 Runoff=1.82 cfs 0.191 af Runoff Area=1.740 ac 22.99% Impervious Runoff Depth=1.47"Subcatchment 49S: Exisitng E-4 Flow Length=400' Slope=0.0250 '/' Tc=14.4 min CN=74 Runoff=3.30 cfs 0.214 af Runoff Area=2.710 ac 0.74% Impervious Runoff Depth=1.28"Subcatchment 51S: Existing W-5 Flow Length=480' Slope=0.0100 '/' Tc=23.2 min CN=71 Runoff=3.33 cfs 0.289 af Runoff Area=2.550 ac 2.75% Impervious Runoff Depth=1.28"Subcatchment 52S: Exisitng E-5 Flow Length=540' Slope=0.0170 '/' Tc=19.5 min CN=71 Runoff=3.49 cfs 0.272 af Inflow=1.96 cfs 0.152 afReach 32R: Legal Drain-1 Outflow=1.96 cfs 0.152 af Inflow=5.78 cfs 0.446 afReach 44R: Legal Drain-2 Outflow=5.78 cfs 0.446 af Inflow=8.54 cfs 0.678 afReach 47R: Legal Drain-3 Outflow=8.54 cfs 0.678 af Inflow=12.90 cfs 1.083 afReach 50R: Legal Drain-4 Outflow=12.90 cfs 1.083 af Inflow=19.40 cfs 1.643 afReach 53R: Legal Drain-5 Outflow=19.40 cfs 1.643 af Total Runoff Area = 14.630 ac Runoff Volume = 1.643 af Average Runoff Depth = 1.35" 93.64% Pervious = 13.700 ac 6.36% Impervious = 0.930 ac Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 23HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: Existing W-1 Runoff = 1.10 cfs @ 12.15 hrs, Volume= 0.088 af, Depth= 1.75" Routed to Reach 32R : Legal Drain-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.090 61 >75% Grass cover, Good, HSG B 0.350 74 >75% Grass cover, Good, HSG C 0.160 98 Paved parking, HSG B 0.600 78 Weighted Average 0.440 73.33% Pervious Area 0.160 26.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0120 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.7 400 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.9 500 Total Subcatchment 40S: Existing W-1 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.600 ac Runoff Volume=0.088 af Runoff Depth=1.75" Flow Length=500' Slope=0.0120 '/' Tc=21.9 min CN=78 1.10 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 24HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: Exisitng E-1 Runoff = 0.88 cfs @ 12.11 hrs, Volume= 0.064 af, Depth= 1.83" Routed to Reach 32R : Legal Drain-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.050 61 >75% Grass cover, Good, HSG B 0.260 74 >75% Grass cover, Good, HSG C 0.110 98 Paved parking, HSG B 0.420 79 Weighted Average 0.310 73.81% Pervious Area 0.110 26.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 100 0.0134 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 5.8 280 0.0134 0.81 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.5 380 Total Subcatchment 41S: Exisitng E-1 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.420 ac Runoff Volume=0.064 af Runoff Depth=1.83" Flow Length=380' Slope=0.0134 '/' Tc=18.5 min CN=79 0.88 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 25HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: Existing W-2 Runoff = 1.62 cfs @ 12.16 hrs, Volume= 0.134 af, Depth= 1.22" Routed to Reach 44R : Legal Drain-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.360 61 >75% Grass cover, Good, HSG B 0.960 74 >75% Grass cover, Good, HSG C 1.320 70 Weighted Average 1.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 100 0.0133 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.5 410 0.0133 0.81 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.2 510 Total Subcatchment 42S: Existing W-2 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.320 ac Runoff Volume=0.134 af Runoff Depth=1.22" Flow Length=510' Slope=0.0133 '/' Tc=21.2 min CN=70 1.62 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 26HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: Exisitng E-2 Runoff = 2.29 cfs @ 12.10 hrs, Volume= 0.161 af, Depth= 1.41" Routed to Reach 44R : Legal Drain-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.170 61 >75% Grass cover, Good, HSG B 1.150 74 >75% Grass cover, Good, HSG C 0.050 98 Paved parking, HSG B 1.370 73 Weighted Average 1.320 96.35% Pervious Area 0.050 3.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0220 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 6.4 400 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.8 500 Total Subcatchment 43S: Exisitng E-2 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.370 ac Runoff Volume=0.161 af Runoff Depth=1.41" Flow Length=500' Slope=0.0220 '/' Tc=16.8 min CN=73 2.29 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 27HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: Existing W-3 Runoff = 1.39 cfs @ 12.20 hrs, Volume= 0.125 af, Depth= 1.28" Routed to Reach 47R : Legal Drain-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.900 74 >75% Grass cover, Good, HSG C 1.170 71 Weighted Average 1.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 100 0.0093 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 9.9 400 0.0093 0.68 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.6 500 Total Subcatchment 45S: Existing W-3 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.170 ac Runoff Volume=0.125 af Runoff Depth=1.28" Flow Length=500' Slope=0.0093 '/' Tc=24.6 min CN=71 1.39 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 28HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: Exisitng E-3 Runoff = 1.67 cfs @ 12.07 hrs, Volume= 0.107 af, Depth= 1.34" Routed to Reach 47R : Legal Drain-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 0.440 74 >75% Grass cover, Good, HSG C 0.120 98 Paved parking, HSG B 0.960 72 Weighted Average 0.840 87.50% Pervious Area 0.120 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0260 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 4.3 290 0.0260 1.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.0 390 Total Subcatchment 46S: Exisitng E-3 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.960 ac Runoff Volume=0.107 af Runoff Depth=1.34" Flow Length=390' Slope=0.0260 '/' Tc=14.0 min CN=72 1.67 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 29HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: Existing W-4 Runoff = 1.82 cfs @ 12.27 hrs, Volume= 0.191 af, Depth= 1.28" Routed to Reach 50R : Legal Drain-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.450 61 >75% Grass cover, Good, HSG B 1.340 74 >75% Grass cover, Good, HSG C 1.790 71 Weighted Average 1.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.1 100 0.0055 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 12.8 400 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 30.9 500 Total Subcatchment 48S: Existing W-4 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.790 ac Runoff Volume=0.191 af Runoff Depth=1.28" Flow Length=500' Slope=0.0055 '/' Tc=30.9 min CN=71 1.82 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 30HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: Exisitng E-4 Runoff = 3.30 cfs @ 12.07 hrs, Volume= 0.214 af, Depth= 1.47" Routed to Reach 50R : Legal Drain-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.720 61 >75% Grass cover, Good, HSG B 0.620 74 >75% Grass cover, Good, HSG C 0.400 98 Paved parking, HSG B 1.740 74 Weighted Average 1.340 77.01% Pervious Area 0.400 22.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 100 0.0250 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 4.5 300 0.0250 1.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.4 400 Total Subcatchment 49S: Exisitng E-4 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.740 ac Runoff Volume=0.214 af Runoff Depth=1.47" Flow Length=400' Slope=0.0250 '/' Tc=14.4 min CN=74 3.30 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 31HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 51S: Existing W-5 Runoff = 3.33 cfs @ 12.18 hrs, Volume= 0.289 af, Depth= 1.28" Routed to Reach 53R : Legal Drain-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.700 61 >75% Grass cover, Good, HSG B 1.990 74 >75% Grass cover, Good, HSG C 0.020 98 Paved parking, HSG B 2.710 71 Weighted Average 2.690 99.26% Pervious Area 0.020 0.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 9.0 380 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.2 480 Total Subcatchment 51S: Existing W-5 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.710 ac Runoff Volume=0.289 af Runoff Depth=1.28" Flow Length=480' Slope=0.0100 '/' Tc=23.2 min CN=71 3.33 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 32HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 52S: Exisitng E-5 Runoff = 3.49 cfs @ 12.14 hrs, Volume= 0.272 af, Depth= 1.28" Routed to Reach 53R : Legal Drain-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.770 61 >75% Grass cover, Good, HSG B 1.710 74 >75% Grass cover, Good, HSG C 0.070 98 Paved parking, HSG B 2.550 71 Weighted Average 2.480 97.25% Pervious Area 0.070 2.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.0170 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.0 440 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.5 540 Total Subcatchment 52S: Exisitng E-5 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.550 ac Runoff Volume=0.272 af Runoff Depth=1.28" Flow Length=540' Slope=0.0170 '/' Tc=19.5 min CN=71 3.49 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 33HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 32R: Legal Drain-1 Inflow Area = 1.020 ac, 26.47% Impervious, Inflow Depth = 1.78" for 10 YR event Inflow = 1.96 cfs @ 12.14 hrs, Volume= 0.152 af Outflow = 1.96 cfs @ 12.14 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Legal Drain-2 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 32R: Legal Drain-1 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Inflow Area=1.020 ac 1.96 cfs1.96 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 34HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 44R: Legal Drain-2 Inflow Area = 3.710 ac, 8.63% Impervious, Inflow Depth = 1.44" for 10 YR event Inflow = 5.78 cfs @ 12.12 hrs, Volume= 0.446 af Outflow = 5.78 cfs @ 12.12 hrs, Volume= 0.446 af, Atten= 0%, Lag= 0.0 min Routed to Reach 47R : Legal Drain-3 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 44R: Legal Drain-2 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=3.710 ac 5.78 cfs5.78 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 35HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 47R: Legal Drain-3 Inflow Area = 5.840 ac, 7.53% Impervious, Inflow Depth = 1.39" for 10 YR event Inflow = 8.54 cfs @ 12.12 hrs, Volume= 0.678 af Outflow = 8.54 cfs @ 12.12 hrs, Volume= 0.678 af, Atten= 0%, Lag= 0.0 min Routed to Reach 50R : Legal Drain-4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 47R: Legal Drain-3 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.840 ac 8.54 cfs8.54 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 36HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 50R: Legal Drain-4 Inflow Area = 9.370 ac, 8.96% Impervious, Inflow Depth = 1.39" for 10 YR event Inflow = 12.90 cfs @ 12.11 hrs, Volume= 1.083 af Outflow = 12.90 cfs @ 12.11 hrs, Volume= 1.083 af, Atten= 0%, Lag= 0.0 min Routed to Reach 53R : Legal Drain-5 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 50R: Legal Drain-4 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=9.370 ac 12.90 cfs12.90 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 37HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 53R: Legal Drain-5 Inflow Area = 14.630 ac, 6.36% Impervious, Inflow Depth = 1.35" for 10 YR event Inflow = 19.40 cfs @ 12.13 hrs, Volume= 1.643 af Outflow = 19.40 cfs @ 12.13 hrs, Volume= 1.643 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 53R: Legal Drain-5 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=14.630 ac 19.40 cfs19.40 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 38HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.600 ac 26.67% Impervious Runoff Depth=3.99"Subcatchment 40S: Existing W-1 Flow Length=500' Slope=0.0120 '/' Tc=21.9 min CN=78 Runoff=2.51 cfs 0.199 af Runoff Area=0.420 ac 26.19% Impervious Runoff Depth=4.09"Subcatchment 41S: Exisitng E-1 Flow Length=380' Slope=0.0134 '/' Tc=18.5 min CN=79 Runoff=1.98 cfs 0.143 af Runoff Area=1.320 ac 0.00% Impervious Runoff Depth=3.17"Subcatchment 42S: Existing W-2 Flow Length=510' Slope=0.0133 '/' Tc=21.2 min CN=70 Runoff=4.47 cfs 0.349 af Runoff Area=1.370 ac 3.65% Impervious Runoff Depth=3.47"Subcatchment 43S: Exisitng E-2 Flow Length=500' Slope=0.0220 '/' Tc=16.8 min CN=73 Runoff=5.79 cfs 0.397 af Runoff Area=1.170 ac 0.00% Impervious Runoff Depth=3.27"Subcatchment 45S: Existing W-3 Flow Length=500' Slope=0.0093 '/' Tc=24.6 min CN=71 Runoff=3.74 cfs 0.319 af Runoff Area=0.960 ac 12.50% Impervious Runoff Depth=3.37"Subcatchment 46S: Exisitng E-3 Flow Length=390' Slope=0.0260 '/' Tc=14.0 min CN=72 Runoff=4.30 cfs 0.270 af Runoff Area=1.790 ac 0.00% Impervious Runoff Depth=3.27"Subcatchment 48S: Existing W-4 Flow Length=500' Slope=0.0055 '/' Tc=30.9 min CN=71 Runoff=4.95 cfs 0.488 af Runoff Area=1.740 ac 22.99% Impervious Runoff Depth=3.58"Subcatchment 49S: Exisitng E-4 Flow Length=400' Slope=0.0250 '/' Tc=14.4 min CN=74 Runoff=8.15 cfs 0.518 af Runoff Area=2.710 ac 0.74% Impervious Runoff Depth=3.27"Subcatchment 51S: Existing W-5 Flow Length=480' Slope=0.0100 '/' Tc=23.2 min CN=71 Runoff=8.99 cfs 0.739 af Runoff Area=2.550 ac 2.75% Impervious Runoff Depth=3.27"Subcatchment 52S: Exisitng E-5 Flow Length=540' Slope=0.0170 '/' Tc=19.5 min CN=71 Runoff=9.36 cfs 0.696 af Inflow=4.44 cfs 0.343 afReach 32R: Legal Drain-1 Outflow=4.44 cfs 0.343 af Inflow=14.53 cfs 1.088 afReach 44R: Legal Drain-2 Outflow=14.53 cfs 1.088 af Inflow=21.87 cfs 1.678 afReach 47R: Legal Drain-3 Outflow=21.87 cfs 1.678 af Inflow=33.17 cfs 2.684 afReach 50R: Legal Drain-4 Outflow=33.17 cfs 2.684 af Inflow=50.97 cfs 4.119 afReach 53R: Legal Drain-5 Outflow=50.97 cfs 4.119 af Total Runoff Area = 14.630 ac Runoff Volume = 4.119 af Average Runoff Depth = 3.38" 93.64% Pervious = 13.700 ac 6.36% Impervious = 0.930 ac Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 39HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: Existing W-1 Runoff = 2.51 cfs @ 12.15 hrs, Volume= 0.199 af, Depth= 3.99" Routed to Reach 32R : Legal Drain-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.090 61 >75% Grass cover, Good, HSG B 0.350 74 >75% Grass cover, Good, HSG C 0.160 98 Paved parking, HSG B 0.600 78 Weighted Average 0.440 73.33% Pervious Area 0.160 26.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0120 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.7 400 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.9 500 Total Subcatchment 40S: Existing W-1 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.600 ac Runoff Volume=0.199 af Runoff Depth=3.99" Flow Length=500' Slope=0.0120 '/' Tc=21.9 min CN=78 2.51 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 40HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: Exisitng E-1 Runoff = 1.98 cfs @ 12.11 hrs, Volume= 0.143 af, Depth= 4.09" Routed to Reach 32R : Legal Drain-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.050 61 >75% Grass cover, Good, HSG B 0.260 74 >75% Grass cover, Good, HSG C 0.110 98 Paved parking, HSG B 0.420 79 Weighted Average 0.310 73.81% Pervious Area 0.110 26.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 100 0.0134 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 5.8 280 0.0134 0.81 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.5 380 Total Subcatchment 41S: Exisitng E-1 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.420 ac Runoff Volume=0.143 af Runoff Depth=4.09" Flow Length=380' Slope=0.0134 '/' Tc=18.5 min CN=79 1.98 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 41HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: Existing W-2 Runoff = 4.47 cfs @ 12.15 hrs, Volume= 0.349 af, Depth= 3.17" Routed to Reach 44R : Legal Drain-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.360 61 >75% Grass cover, Good, HSG B 0.960 74 >75% Grass cover, Good, HSG C 1.320 70 Weighted Average 1.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 100 0.0133 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.5 410 0.0133 0.81 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.2 510 Total Subcatchment 42S: Existing W-2 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.320 ac Runoff Volume=0.349 af Runoff Depth=3.17" Flow Length=510' Slope=0.0133 '/' Tc=21.2 min CN=70 4.47 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 42HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: Exisitng E-2 Runoff = 5.79 cfs @ 12.09 hrs, Volume= 0.397 af, Depth= 3.47" Routed to Reach 44R : Legal Drain-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.170 61 >75% Grass cover, Good, HSG B 1.150 74 >75% Grass cover, Good, HSG C 0.050 98 Paved parking, HSG B 1.370 73 Weighted Average 1.320 96.35% Pervious Area 0.050 3.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0220 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 6.4 400 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.8 500 Total Subcatchment 43S: Exisitng E-2 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.370 ac Runoff Volume=0.397 af Runoff Depth=3.47" Flow Length=500' Slope=0.0220 '/' Tc=16.8 min CN=73 5.79 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 43HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: Existing W-3 Runoff = 3.74 cfs @ 12.18 hrs, Volume= 0.319 af, Depth= 3.27" Routed to Reach 47R : Legal Drain-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.900 74 >75% Grass cover, Good, HSG C 1.170 71 Weighted Average 1.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 100 0.0093 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 9.9 400 0.0093 0.68 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.6 500 Total Subcatchment 45S: Existing W-3 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.170 ac Runoff Volume=0.319 af Runoff Depth=3.27" Flow Length=500' Slope=0.0093 '/' Tc=24.6 min CN=71 3.74 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 44HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: Exisitng E-3 Runoff = 4.30 cfs @ 12.06 hrs, Volume= 0.270 af, Depth= 3.37" Routed to Reach 47R : Legal Drain-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 0.440 74 >75% Grass cover, Good, HSG C 0.120 98 Paved parking, HSG B 0.960 72 Weighted Average 0.840 87.50% Pervious Area 0.120 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0260 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 4.3 290 0.0260 1.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.0 390 Total Subcatchment 46S: Exisitng E-3 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.960 ac Runoff Volume=0.270 af Runoff Depth=3.37" Flow Length=390' Slope=0.0260 '/' Tc=14.0 min CN=72 4.30 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 45HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: Existing W-4 Runoff = 4.95 cfs @ 12.26 hrs, Volume= 0.488 af, Depth= 3.27" Routed to Reach 50R : Legal Drain-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.450 61 >75% Grass cover, Good, HSG B 1.340 74 >75% Grass cover, Good, HSG C 1.790 71 Weighted Average 1.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.1 100 0.0055 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 12.8 400 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 30.9 500 Total Subcatchment 48S: Existing W-4 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.790 ac Runoff Volume=0.488 af Runoff Depth=3.27" Flow Length=500' Slope=0.0055 '/' Tc=30.9 min CN=71 4.95 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 46HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: Exisitng E-4 Runoff = 8.15 cfs @ 12.06 hrs, Volume= 0.518 af, Depth= 3.58" Routed to Reach 50R : Legal Drain-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.720 61 >75% Grass cover, Good, HSG B 0.620 74 >75% Grass cover, Good, HSG C 0.400 98 Paved parking, HSG B 1.740 74 Weighted Average 1.340 77.01% Pervious Area 0.400 22.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 100 0.0250 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 4.5 300 0.0250 1.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.4 400 Total Subcatchment 49S: Exisitng E-4 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.740 ac Runoff Volume=0.518 af Runoff Depth=3.58" Flow Length=400' Slope=0.0250 '/' Tc=14.4 min CN=74 8.15 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 47HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 51S: Existing W-5 Runoff = 8.99 cfs @ 12.17 hrs, Volume= 0.739 af, Depth= 3.27" Routed to Reach 53R : Legal Drain-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.700 61 >75% Grass cover, Good, HSG B 1.990 74 >75% Grass cover, Good, HSG C 0.020 98 Paved parking, HSG B 2.710 71 Weighted Average 2.690 99.26% Pervious Area 0.020 0.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 9.0 380 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.2 480 Total Subcatchment 51S: Existing W-5 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.710 ac Runoff Volume=0.739 af Runoff Depth=3.27" Flow Length=480' Slope=0.0100 '/' Tc=23.2 min CN=71 8.99 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 48HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 52S: Exisitng E-5 Runoff = 9.36 cfs @ 12.12 hrs, Volume= 0.696 af, Depth= 3.27" Routed to Reach 53R : Legal Drain-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.770 61 >75% Grass cover, Good, HSG B 1.710 74 >75% Grass cover, Good, HSG C 0.070 98 Paved parking, HSG B 2.550 71 Weighted Average 2.480 97.25% Pervious Area 0.070 2.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.0170 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 8.0 440 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.5 540 Total Subcatchment 52S: Exisitng E-5 Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.550 ac Runoff Volume=0.696 af Runoff Depth=3.27" Flow Length=540' Slope=0.0170 '/' Tc=19.5 min CN=71 9.36 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 49HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 32R: Legal Drain-1 Inflow Area = 1.020 ac, 26.47% Impervious, Inflow Depth = 4.03" for 100 YR event Inflow = 4.44 cfs @ 12.13 hrs, Volume= 0.343 af Outflow = 4.44 cfs @ 12.13 hrs, Volume= 0.343 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Legal Drain-2 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 32R: Legal Drain-1 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.020 ac 4.44 cfs4.44 cfs Adding off-site flow of 25.130 cfs to this discharge in HEC-RAS. Total flow = 29.57 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 50HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 44R: Legal Drain-2 Inflow Area = 3.710 ac, 8.63% Impervious, Inflow Depth = 3.52" for 100 YR event Inflow = 14.53 cfs @ 12.12 hrs, Volume= 1.088 af Outflow = 14.53 cfs @ 12.12 hrs, Volume= 1.088 af, Atten= 0%, Lag= 0.0 min Routed to Reach 47R : Legal Drain-3 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 44R: Legal Drain-2 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.710 ac 14.53 cfs14.53 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 51HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 47R: Legal Drain-3 Inflow Area = 5.840 ac, 7.53% Impervious, Inflow Depth = 3.45" for 100 YR event Inflow = 21.87 cfs @ 12.11 hrs, Volume= 1.678 af Outflow = 21.87 cfs @ 12.11 hrs, Volume= 1.678 af, Atten= 0%, Lag= 0.0 min Routed to Reach 50R : Legal Drain-4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 47R: Legal Drain-3 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.840 ac 21.87 cfs21.87 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 52HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 50R: Legal Drain-4 Inflow Area = 9.370 ac, 8.96% Impervious, Inflow Depth = 3.44" for 100 YR event Inflow = 33.17 cfs @ 12.11 hrs, Volume= 2.684 af Outflow = 33.17 cfs @ 12.11 hrs, Volume= 2.684 af, Atten= 0%, Lag= 0.0 min Routed to Reach 53R : Legal Drain-5 Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 50R: Legal Drain-4 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.370 ac 33.17 cfs33.17 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 53HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach 53R: Legal Drain-5 Inflow Area = 14.630 ac, 6.36% Impervious, Inflow Depth = 3.38" for 100 YR event Inflow = 50.97 cfs @ 12.12 hrs, Volume= 4.119 af Outflow = 50.97 cfs @ 12.12 hrs, Volume= 4.119 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 53R: Legal Drain-5 Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.630 ac 50.97 cfs50.97 cfs Adding off-site flow of 25.130 cfs to this discharge in HEC-RAS. Total flow = 76.10 cfs Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 54HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 40S: Existing W-1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.64 0.053 1.06 10 YR 3.83 1.10 0.088 1.75 100 YR 6.46 2.51 0.199 3.99 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 55HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 41S: Exisitng E-1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.53 0.039 1.12 10 YR 3.83 0.88 0.064 1.83 100 YR 6.46 1.98 0.143 4.09 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 56HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 42S: Existing W-2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.80 0.073 0.66 10 YR 3.83 1.62 0.134 1.22 100 YR 6.46 4.47 0.349 3.17 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 57HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 43S: Exisitng E-2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.23 0.091 0.80 10 YR 3.83 2.29 0.161 1.41 100 YR 6.46 5.79 0.397 3.47 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 58HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 45S: Existing W-3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.70 0.069 0.70 10 YR 3.83 1.39 0.125 1.28 100 YR 6.46 3.74 0.319 3.27 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 59HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 46S: Exisitng E-3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.87 0.060 0.75 10 YR 3.83 1.67 0.107 1.34 100 YR 6.46 4.30 0.270 3.37 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 60HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 48S: Existing W-4 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.91 0.105 0.70 10 YR 3.83 1.82 0.191 1.28 100 YR 6.46 4.95 0.488 3.27 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 61HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 49S: Exisitng E-4 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.81 0.123 0.85 10 YR 3.83 3.30 0.214 1.47 100 YR 6.46 8.15 0.518 3.58 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 62HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 51S: Existing W-5 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.68 0.159 0.70 10 YR 3.83 3.33 0.289 1.28 100 YR 6.46 8.99 0.739 3.27 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 63HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 52S: Exisitng E-5 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.77 0.150 0.70 10 YR 3.83 3.49 0.272 1.28 100 YR 6.46 9.36 0.696 3.27 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 64HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Reach 32R: Legal Drain-1 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 1.16 1.16 0.00 0 10 YR 1.96 1.96 0.00 0 100 YR 4.44 4.44 0.00 0 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 65HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Reach 44R: Legal Drain-2 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 3.12 3.12 0.00 0 10 YR 5.78 5.78 0.00 0 100 YR 14.53 14.53 0.00 0 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 66HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Reach 47R: Legal Drain-3 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 4.52 4.52 0.00 0 10 YR 8.54 8.54 0.00 0 100 YR 21.87 21.87 0.00 0 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 67HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Reach 50R: Legal Drain-4 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 6.82 6.82 0.00 0 10 YR 12.90 12.90 0.00 0 100 YR 33.17 33.17 0.00 0 Multi-Event Tables304-647 E-HydroCAD2 Printed 6/12/2023Prepared by CEC Inc Page 68HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Events for Reach 53R: Legal Drain-5 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 10.08 10.08 0.00 0 10 YR 19.40 19.40 0.00 0 100 YR 50.97 50.97 0.00 0 APPENDIX E EXISTING & PROPOSED WATERSHED MAPS DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PRE-DEVELOPMENT DRAINAGE MAP 304-6471"=100'5/24/2021 AML DRAFT DRAFT C-1 SINGH FAMILY HOUSE, LLC SINGH FAMILY HOME PROJECT CARMEL, IN REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH BUILDING #2 F.F.E. = 901.25 BUILDING #1 F.F.E = 897.25 F.F.E =894.50 F.F.E. = 898.75 DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PROPOSED CONDITIONS MAP 304-6471"=100'6/24/2021 AML AES DRAFT C-2 LAKHWANT SINGH & MIKE SINGH SINGH SUBDIVISION CARMEL, IN REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH BUILDING #2 F.F.E. = 901.25 BUILDING #1 F.F.E = 897.25 F.F.E =894.50 F.F.E. = 898.75 DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: INLET BASIN MAP 304-6471"=100'06/24/2021 AML AES DRAFT C-3 SINGH FAMILY HOUSE, LLC SINGH SUBDIVISION CARMEL, IN REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH APPENDIX F STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:RT Project:Singh Subdivision Date:11/2023 CEC No.:304-647 Checked By: Date: 404 Depth Weir Orifice Casting Neenah 4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3.0 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir)0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice)0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 6.99 0.50 3.18 3.46 C=0.35 A=0.27 0.66 STR #Q (cfs)Depth(ft) 404 0.66 0.20 405 1.37 0.30 424 0.69 0.15 425 0.27 0.10 426 0.98 0.25 428 0.69 0.20 436 2.59 0.45 Q= C x I x A = Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60 Di s c h a r g e , c f s Depth Over Grate, ft Grate Discharge Weir Orifice APPENDIX G EXISTING HYDROCAD OUTPUT Overall Existing E-E EAST E-W WEST E-T TOTAL DRAIN Routing Diagram for 304-647-X-HydroCAD Prepared by CEC Inc, Printed 11/9/2023 HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 YR Type II 24-hr Default 24.00 1 2.90 2 2 10 YR Type II 24-hr Default 24.00 1 3.83 2 3 100 YR Type II 24-hr Default 24.00 1 6.46 2 304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 5.511 77 2 acre lots, 12% imp, HSG C (E-E, E-W) 0.207 98 Impervious (E-E, E-W) 0.495 80 Pervious, HSG D (E-E, E-W) 6.213 78 TOTAL AREA Type II 24-hr 100 YR Rainfall=6.46"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Reach E-T: TOTAL DRAIN Event Inflow (cfs) Outflow (cfs) Depth (inches) 2 YR 11.79 11.79 1.06 10 YR 19.63 19.63 1.75 100 YR 43.78 43.78 3.99 Type II 24-hr 2 YR Rainfall=2.90"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-E: EAST Runoff = 5.98 cfs @ 11.96 hrs, Volume= 0.278 af, Depth= 1.06" Routed to Reach E-T : TOTAL DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.241 80 Pervious, HSG D * 0.101 98 Impervious 2.811 77 2 acre lots, 12% imp, HSG C 3.153 78 Weighted Average 2.715 86.10% Pervious Area 0.438 13.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-E: EAST Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.153 ac Runoff Volume=0.278 af Runoff Depth=1.06" Tc=5.0 min CN=78 5.98 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-W: WEST Runoff = 5.81 cfs @ 11.96 hrs, Volume= 0.270 af, Depth= 1.06" Routed to Reach E-T : TOTAL DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.254 80 Pervious, HSG D * 0.106 98 Impervious 2.700 77 2 acre lots, 12% imp, HSG C 3.060 78 Weighted Average 2.630 85.95% Pervious Area 0.430 14.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-W: WEST Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.060 ac Runoff Volume=0.270 af Runoff Depth=1.06" Tc=5.0 min CN=78 5.81 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach E-T: TOTAL DRAIN Inflow Area = 6.213 ac, 13.98% Impervious, Inflow Depth = 1.06" for 2 YR event Inflow = 11.79 cfs @ 11.96 hrs, Volume= 0.548 af Outflow = 11.79 cfs @ 11.96 hrs, Volume= 0.548 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach E-T: TOTAL DRAIN Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.213 ac 11.79 cfs11.79 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-E: EAST Runoff = 9.96 cfs @ 11.96 hrs, Volume= 0.460 af, Depth= 1.75" Routed to Reach E-T : TOTAL DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.241 80 Pervious, HSG D * 0.101 98 Impervious 2.811 77 2 acre lots, 12% imp, HSG C 3.153 78 Weighted Average 2.715 86.10% Pervious Area 0.438 13.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-E: EAST Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.153 ac Runoff Volume=0.460 af Runoff Depth=1.75" Tc=5.0 min CN=78 9.96 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-W: WEST Runoff = 9.67 cfs @ 11.96 hrs, Volume= 0.447 af, Depth= 1.75" Routed to Reach E-T : TOTAL DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.254 80 Pervious, HSG D * 0.106 98 Impervious 2.700 77 2 acre lots, 12% imp, HSG C 3.060 78 Weighted Average 2.630 85.95% Pervious Area 0.430 14.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-W: WEST Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.060 ac Runoff Volume=0.447 af Runoff Depth=1.75" Tc=5.0 min CN=78 9.67 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 18HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach E-T: TOTAL DRAIN Inflow Area = 6.213 ac, 13.98% Impervious, Inflow Depth = 1.75" for 10 YR event Inflow = 19.63 cfs @ 11.96 hrs, Volume= 0.907 af Outflow = 19.63 cfs @ 11.96 hrs, Volume= 0.907 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach E-T: TOTAL DRAIN Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.213 ac 19.63 cfs19.63 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 21HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-E: EAST Runoff = 22.22 cfs @ 11.96 hrs, Volume= 1.048 af, Depth= 3.99" Routed to Reach E-T : TOTAL DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.241 80 Pervious, HSG D * 0.101 98 Impervious 2.811 77 2 acre lots, 12% imp, HSG C 3.153 78 Weighted Average 2.715 86.10% Pervious Area 0.438 13.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-E: EAST Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.153 ac Runoff Volume=1.048 af Runoff Depth=3.99" Tc=5.0 min CN=78 22.22 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 23HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-W: WEST Runoff = 21.56 cfs @ 11.96 hrs, Volume= 1.017 af, Depth= 3.99" Routed to Reach E-T : TOTAL DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.254 80 Pervious, HSG D * 0.106 98 Impervious 2.700 77 2 acre lots, 12% imp, HSG C 3.060 78 Weighted Average 2.630 85.95% Pervious Area 0.430 14.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-W: WEST Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.060 ac Runoff Volume=1.017 af Runoff Depth=3.99" Tc=5.0 min CN=78 21.56 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-X-HydroCAD Printed 11/9/2023Prepared by CEC Inc Page 25HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach E-T: TOTAL DRAIN Inflow Area = 6.213 ac, 13.98% Impervious, Inflow Depth = 3.99" for 100 YR event Inflow = 43.78 cfs @ 11.96 hrs, Volume= 2.065 af Outflow = 43.78 cfs @ 11.96 hrs, Volume= 2.065 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach E-T: TOTAL DRAIN Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.213 ac 43.78 cfs43.78 cfs APPENDIX H PROPOSED HYDROCAD OUTPUTS Proposed E To East Pond E-DD East Direct Discharge EB East Bypass (Offsite) NE To Northeast Pond W To West Pond W-DD West Direct Discharge CC Crooked Creek Legal Drain EP East Pond NEP Northeast Pond WP West Pond Routing Diagram for 304-647-P-HydroCAD Prepared by CEC Inc, Printed 11/8/2023 HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 YR Type II 24-hr Default 24.00 1 2.90 2 2 10 YR Type II 24-hr Default 24.00 1 3.83 2 3 100 YR Type II 24-hr Default 24.00 1 6.46 2 304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 5.951 82 2 acre lots, 12% imp, HSG D (E, E-DD, EB, NE, W, W-DD) 0.378 98 Impervious (NE, W) 0.326 80 Pervious, HSG D (NE, W) 6.655 83 TOTAL AREA Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/9/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Reach CC: Crooked Creek Legal Drain Event Inflow (cfs) Outflow (cfs) Depth (inches) 2 YR 7.31 7.31 1.30 10 YR 9.85 9.85 2.07 100 YR 15.89 15.89 4.45 Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/9/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond NEP: Northeast Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 3.94 2.62 891.50 2,037 10 YR 6.06 3.60 891.99 2,952 100 YR 12.28 5.53 893.40 6,380 Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/9/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond EP: East Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 3.84 1.40 891.02 1,878 10 YR 6.04 1.67 891.32 3,462 100 YR 12.56 2.14 891.95 9,010 Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/9/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond WP: West Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 6.46 1.78 890.86 3,560 10 YR 10.03 2.14 891.17 6,394 100 YR 20.51 3.21 892.09 15,730 Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E: To East Pond Runoff = 3.84 cfs @ 11.96 hrs, Volume= 0.178 af, Depth= 1.30" Routed to Pond EP : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 1.639 82 2 acre lots, 12% imp, HSG D 1.442 88.00% Pervious Area 0.197 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: To East Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.639 ac Runoff Volume=0.178 af Runoff Depth=1.30" Tc=5.0 min CN=82 3.84 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-DD: East Direct Discharge Runoff = 0.66 cfs @ 11.96 hrs, Volume= 0.031 af, Depth= 1.30" Routed to Reach CC : Crooked Creek Legal Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.282 82 2 acre lots, 12% imp, HSG D 0.248 88.00% Pervious Area 0.034 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-DD: East Direct Discharge Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.282 ac Runoff Volume=0.031 af Runoff Depth=1.30" Tc=5.0 min CN=82 0.66 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment EB: East Bypass (Offsite) Runoff = 0.76 cfs @ 11.96 hrs, Volume= 0.035 af, Depth= 1.30" Routed to Pond NEP : Northeast Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.322 82 2 acre lots, 12% imp, HSG D 0.283 88.00% Pervious Area 0.039 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment EB: East Bypass (Offsite) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.322 ac Runoff Volume=0.035 af Runoff Depth=1.30" Tc=5.0 min CN=82 0.76 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment NE: To Northeast Pond Runoff = 3.18 cfs @ 11.96 hrs, Volume= 0.147 af, Depth= 1.43" Routed to Pond NEP : Northeast Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.161 80 Pervious, HSG D * 0.184 98 Impervious 0.888 82 2 acre lots, 12% imp, HSG D 1.233 84 Weighted Average 0.942 76.43% Pervious Area 0.291 23.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment NE: To Northeast Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.233 ac Runoff Volume=0.147 af Runoff Depth=1.43" Tc=5.0 min CN=84 3.18 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment W: To West Pond Runoff = 6.46 cfs @ 11.96 hrs, Volume= 0.299 af, Depth= 1.37" Routed to Pond WP : West Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.165 80 Pervious, HSG D * 0.194 98 Impervious 2.266 82 2 acre lots, 12% imp, HSG D 2.625 83 Weighted Average 2.159 82.25% Pervious Area 0.466 17.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment W: To West Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.625 ac Runoff Volume=0.299 af Runoff Depth=1.37" Tc=5.0 min CN=83 6.46 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 18HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment W-DD: West Direct Discharge Runoff = 1.30 cfs @ 11.96 hrs, Volume= 0.060 af, Depth= 1.30" Routed to Reach CC : Crooked Creek Legal Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.554 82 2 acre lots, 12% imp, HSG D 0.488 88.00% Pervious Area 0.066 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment W-DD: West Direct Discharge Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.554 ac Runoff Volume=0.060 af Runoff Depth=1.30" Tc=5.0 min CN=82 1.30 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 20HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach CC: Crooked Creek Legal Drain Inflow Area = 6.655 ac, 16.41% Impervious, Inflow Depth = 1.34" for 2 YR event Inflow = 6.69 cfs @ 12.00 hrs, Volume= 0.742 af Outflow = 6.69 cfs @ 12.00 hrs, Volume= 0.742 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach CC: Crooked Creek Legal Drain Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=6.655 ac 6.69 cfs6.69 cfs Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 22HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond EP: East Pond Inflow Area = 1.639 ac, 12.00% Impervious, Inflow Depth = 1.30" for 2 YR event Inflow = 3.84 cfs @ 11.96 hrs, Volume= 0.178 af Outflow = 2.23 cfs @ 12.04 hrs, Volume= 0.176 af, Atten= 42%, Lag= 5.1 min Primary = 2.23 cfs @ 12.04 hrs, Volume= 0.176 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 890.95' @ 12.04 hrs Surf.Area= 3,387 sf Storage= 1,605 cf Plug-Flow detention time= 18.8 min calculated for 0.176 af (99% of inflow) Center-of-Mass det. time= 13.3 min ( 850.3 - 836.9 ) Volume Invert Avail.Storage Storage Description #1 890.00' 30,972 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 0 0 0 891.00 3,573 1,787 1,787 891.50 8,783 3,089 4,876 892.00 9,779 4,641 9,516 893.00 10,614 10,197 19,713 894.00 11,905 11,260 30,972 Device Routing Invert Outlet Devices #1 Primary 890.00'12.0" Round 12"HDPE L= 92.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.00' S= 0.0109 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 890.02'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 892.15'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.22 cfs @ 12.04 hrs HW=890.94' TW=890.20' (Fixed TW Elev= 890.20') 1=12"HDPE (Outlet Controls 2.22 cfs @ 3.73 fps) 2=Orifice/Grate (Passes 2.22 cfs of 2.48 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 23HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond EP: East Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.639 ac Peak Elev=890.95' Storage=1,605 cf 3.84 cfs 2.23 cfs Pond EP: East Pond Primary Stage-Discharge Discharge (cfs) 6543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Fixed Tailwater 12"HDPE Orifice/Grate Orifice/Grate Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 25HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond NEP: Northeast Pond Inflow Area = 1.555 ac, 21.17% Impervious, Inflow Depth = 1.41" for 2 YR event Inflow = 3.94 cfs @ 11.96 hrs, Volume= 0.182 af Outflow = 0.85 cfs @ 12.11 hrs, Volume= 0.182 af, Atten= 78%, Lag= 9.1 min Primary = 0.85 cfs @ 12.11 hrs, Volume= 0.182 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 891.86' @ 12.12 hrs Surf.Area= 1,925 sf Storage= 2,698 cf Plug-Flow detention time= 41.0 min calculated for 0.182 af (100% of inflow) Center-of-Mass det. time= 41.5 min ( 872.9 - 831.4 ) Volume Invert Avail.Storage Storage Description #1 890.00' 9,956 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 1,013 0 0 891.00 1,465 1,239 1,239 892.00 2,000 1,733 2,972 893.00 2,619 2,310 5,281 894.00 3,320 2,970 8,251 894.50 3,500 1,705 9,956 Device Routing Invert Outlet Devices #1 Primary 890.00'12.0" Round Culvert L= 75.0' Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.00' S= 0.0133 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 890.00'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 891.85'30.0" W x 30.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.84 cfs @ 12.11 hrs HW=891.85' (Free Discharge) 1=Culvert (Passes 0.84 cfs of 4.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.84 cfs @ 6.18 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.21 fps) Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 26HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond NEP: Northeast Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.555 ac Peak Elev=891.86' Storage=2,698 cf 3.94 cfs 0.85 cfs Pond NEP: Northeast Pond Primary Stage-Discharge Discharge (cfs) 76543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 28HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond WP: West Pond Inflow Area = 2.625 ac, 17.75% Impervious, Inflow Depth = 1.37" for 2 YR event Inflow = 6.46 cfs @ 11.96 hrs, Volume= 0.299 af Outflow = 2.15 cfs @ 12.08 hrs, Volume= 0.293 af, Atten= 67%, Lag= 7.5 min Primary = 2.15 cfs @ 12.08 hrs, Volume= 0.293 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 890.87' @ 12.08 hrs Surf.Area= 8,188 sf Storage= 3,670 cf Plug-Flow detention time= 29.9 min calculated for 0.293 af (98% of inflow) Center-of-Mass det. time= 18.7 min ( 852.2 - 833.5 ) Volume Invert Avail.Storage Storage Description #1 889.78' 38,549 cf Dry Detention Pond (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 889.78 0 0 0 890.00 206 23 23 891.00 9,392 4,799 4,822 892.00 10,594 9,993 14,815 893.00 11,853 11,224 26,038 894.00 13,168 12,511 38,549 Device Routing Invert Outlet Devices #1 Primary 889.78'15.0" Round 15" HDPE L= 114.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 889.78' / 889.00' S= 0.0068 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 889.78'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 892.05'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.14 cfs @ 12.08 hrs HW=890.87' TW=890.20' (Fixed TW Elev= 890.20') 1=15" HDPE (Passes 2.14 cfs of 3.02 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.14 cfs @ 3.93 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 29HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond WP: West Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=2.625 ac Peak Elev=890.87' Storage=3,670 cf 6.46 cfs 2.15 cfs Pond WP: West Pond Primary Stage-Discharge Discharge (cfs) 9876543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Fixed Tailwater 15" HDPE + Orifice/Grate Orifice/Grate Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 32HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E: To East Pond Runoff = 6.04 cfs @ 11.96 hrs, Volume= 0.281 af, Depth= 2.06" Routed to Pond EP : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 1.639 82 2 acre lots, 12% imp, HSG D 1.442 88.00% Pervious Area 0.197 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: To East Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.639 ac Runoff Volume=0.281 af Runoff Depth=2.06" Tc=5.0 min CN=82 6.04 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 34HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-DD: East Direct Discharge Runoff = 1.04 cfs @ 11.96 hrs, Volume= 0.048 af, Depth= 2.06" Routed to Reach CC : Crooked Creek Legal Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.282 82 2 acre lots, 12% imp, HSG D 0.248 88.00% Pervious Area 0.034 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-DD: East Direct Discharge Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.282 ac Runoff Volume=0.048 af Runoff Depth=2.06" Tc=5.0 min CN=82 1.04 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 36HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment EB: East Bypass (Offsite) Runoff = 1.19 cfs @ 11.96 hrs, Volume= 0.055 af, Depth= 2.06" Routed to Pond NEP : Northeast Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.322 82 2 acre lots, 12% imp, HSG D 0.283 88.00% Pervious Area 0.039 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment EB: East Bypass (Offsite) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.322 ac Runoff Volume=0.055 af Runoff Depth=2.06" Tc=5.0 min CN=82 1.19 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 38HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment NE: To Northeast Pond Runoff = 4.88 cfs @ 11.96 hrs, Volume= 0.228 af, Depth= 2.22" Routed to Pond NEP : Northeast Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.161 80 Pervious, HSG D * 0.184 98 Impervious 0.888 82 2 acre lots, 12% imp, HSG D 1.233 84 Weighted Average 0.942 76.43% Pervious Area 0.291 23.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment NE: To Northeast Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.233 ac Runoff Volume=0.228 af Runoff Depth=2.22" Tc=5.0 min CN=84 4.88 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 40HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment W: To West Pond Runoff = 10.03 cfs @ 11.96 hrs, Volume= 0.468 af, Depth= 2.14" Routed to Pond WP : West Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.165 80 Pervious, HSG D * 0.194 98 Impervious 2.266 82 2 acre lots, 12% imp, HSG D 2.625 83 Weighted Average 2.159 82.25% Pervious Area 0.466 17.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment W: To West Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.625 ac Runoff Volume=0.468 af Runoff Depth=2.14" Tc=5.0 min CN=83 10.03 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 42HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment W-DD: West Direct Discharge Runoff = 2.04 cfs @ 11.96 hrs, Volume= 0.095 af, Depth= 2.06" Routed to Reach CC : Crooked Creek Legal Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.554 82 2 acre lots, 12% imp, HSG D 0.488 88.00% Pervious Area 0.066 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment W-DD: West Direct Discharge Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.554 ac Runoff Volume=0.095 af Runoff Depth=2.06" Tc=5.0 min CN=82 2.04 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 44HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach CC: Crooked Creek Legal Drain Inflow Area = 6.655 ac, 16.41% Impervious, Inflow Depth = 2.11" for 10 YR event Inflow = 11.29 cfs @ 12.02 hrs, Volume= 1.169 af Outflow = 11.29 cfs @ 12.02 hrs, Volume= 1.169 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach CC: Crooked Creek Legal Drain Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.655 ac 11.29 cfs11.29 cfs Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 46HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond EP: East Pond Inflow Area = 1.639 ac, 12.00% Impervious, Inflow Depth = 2.06" for 10 YR event Inflow = 6.04 cfs @ 11.96 hrs, Volume= 0.281 af Outflow = 3.10 cfs @ 12.05 hrs, Volume= 0.280 af, Atten= 49%, Lag= 5.7 min Primary = 3.10 cfs @ 12.05 hrs, Volume= 0.280 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 891.19' @ 12.05 hrs Surf.Area= 5,563 sf Storage= 2,659 cf Plug-Flow detention time= 17.2 min calculated for 0.280 af (99% of inflow) Center-of-Mass det. time= 13.5 min ( 837.2 - 823.8 ) Volume Invert Avail.Storage Storage Description #1 890.00' 30,972 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 0 0 0 891.00 3,573 1,787 1,787 891.50 8,783 3,089 4,876 892.00 9,779 4,641 9,516 893.00 10,614 10,197 19,713 894.00 11,905 11,260 30,972 Device Routing Invert Outlet Devices #1 Primary 890.00'12.0" Round 12"HDPE L= 92.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.00' S= 0.0109 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 890.02'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 892.15'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.10 cfs @ 12.05 hrs HW=891.19' TW=890.20' (Fixed TW Elev= 890.20') 1=12"HDPE (Passes 3.10 cfs of 3.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.10 cfs @ 3.94 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 47HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond EP: East Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.639 ac Peak Elev=891.19' Storage=2,659 cf 6.04 cfs 3.10 cfs Pond EP: East Pond Primary Stage-Discharge Discharge (cfs) 6543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Fixed Tailwater 12"HDPE Orifice/Grate Orifice/Grate Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 49HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond NEP: Northeast Pond Inflow Area = 1.555 ac, 21.17% Impervious, Inflow Depth = 2.19" for 10 YR event Inflow = 6.06 cfs @ 11.96 hrs, Volume= 0.284 af Outflow = 3.55 cfs @ 12.05 hrs, Volume= 0.284 af, Atten= 41%, Lag= 5.4 min Primary = 3.55 cfs @ 12.05 hrs, Volume= 0.284 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 892.32' @ 12.05 hrs Surf.Area= 2,199 sf Storage= 3,646 cf Plug-Flow detention time= 35.5 min calculated for 0.283 af (100% of inflow) Center-of-Mass det. time= 35.9 min ( 854.7 - 818.8 ) Volume Invert Avail.Storage Storage Description #1 890.00' 9,956 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 1,013 0 0 891.00 1,465 1,239 1,239 892.00 2,000 1,733 2,972 893.00 2,619 2,310 5,281 894.00 3,320 2,970 8,251 894.50 3,500 1,705 9,956 Device Routing Invert Outlet Devices #1 Primary 890.00'12.0" Round Culvert L= 75.0' Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.00' S= 0.0133 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 890.00'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 891.85'30.0" W x 30.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.51 cfs @ 12.05 hrs HW=892.32' (Free Discharge) 1=Culvert (Passes 3.51 cfs of 5.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.95 cfs @ 6.99 fps) 3=Orifice/Grate (Orifice Controls 2.55 cfs @ 2.19 fps) Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 50HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond NEP: Northeast Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.555 ac Peak Elev=892.32' Storage=3,646 cf 6.06 cfs 3.55 cfs Pond NEP: Northeast Pond Primary Stage-Discharge Discharge (cfs) 76543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 52HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond WP: West Pond Inflow Area = 2.625 ac, 17.75% Impervious, Inflow Depth = 2.14" for 10 YR event Inflow = 10.03 cfs @ 11.96 hrs, Volume= 0.468 af Outflow = 2.58 cfs @ 12.11 hrs, Volume= 0.462 af, Atten= 74%, Lag= 9.0 min Primary = 2.58 cfs @ 12.11 hrs, Volume= 0.462 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 891.16' @ 12.11 hrs Surf.Area= 9,586 sf Storage= 6,356 cf Plug-Flow detention time= 30.7 min calculated for 0.462 af (99% of inflow) Center-of-Mass det. time= 23.3 min ( 844.0 - 820.7 ) Volume Invert Avail.Storage Storage Description #1 889.78' 38,549 cf Dry Detention Pond (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 889.78 0 0 0 890.00 206 23 23 891.00 9,392 4,799 4,822 892.00 10,594 9,993 14,815 893.00 11,853 11,224 26,038 894.00 13,168 12,511 38,549 Device Routing Invert Outlet Devices #1 Primary 889.78'15.0" Round 15" HDPE L= 114.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 889.78' / 889.00' S= 0.0068 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 889.78'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 892.05'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.57 cfs @ 12.11 hrs HW=891.16' TW=890.20' (Fixed TW Elev= 890.20') 1=15" HDPE (Passes 2.57 cfs of 4.74 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.57 cfs @ 4.72 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 53HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond WP: West Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.625 ac Peak Elev=891.16' Storage=6,356 cf 10.03 cfs 2.58 cfs Pond WP: West Pond Primary Stage-Discharge Discharge (cfs) 9876543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Fixed Tailwater 15" HDPE + Orifice/Grate Orifice/Grate Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 56HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E: To East Pond Runoff = 12.56 cfs @ 11.95 hrs, Volume= 0.603 af, Depth= 4.41" Routed to Pond EP : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 1.639 82 2 acre lots, 12% imp, HSG D 1.442 88.00% Pervious Area 0.197 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: To East Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.639 ac Runoff Volume=0.603 af Runoff Depth=4.41" Tc=5.0 min CN=82 12.56 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 58HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment E-DD: East Direct Discharge Runoff = 2.16 cfs @ 11.95 hrs, Volume= 0.104 af, Depth= 4.41" Routed to Reach CC : Crooked Creek Legal Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.282 82 2 acre lots, 12% imp, HSG D 0.248 88.00% Pervious Area 0.034 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-DD: East Direct Discharge Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.282 ac Runoff Volume=0.104 af Runoff Depth=4.41" Tc=5.0 min CN=82 2.16 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 60HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment EB: East Bypass (Offsite) Runoff = 2.47 cfs @ 11.95 hrs, Volume= 0.118 af, Depth= 4.41" Routed to Pond NEP : Northeast Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.322 82 2 acre lots, 12% imp, HSG D 0.283 88.00% Pervious Area 0.039 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment EB: East Bypass (Offsite) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.322 ac Runoff Volume=0.118 af Runoff Depth=4.41" Tc=5.0 min CN=82 2.47 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 62HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment NE: To Northeast Pond Runoff = 9.81 cfs @ 11.95 hrs, Volume= 0.476 af, Depth= 4.63" Routed to Pond NEP : Northeast Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.161 80 Pervious, HSG D * 0.184 98 Impervious 0.888 82 2 acre lots, 12% imp, HSG D 1.233 84 Weighted Average 0.942 76.43% Pervious Area 0.291 23.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment NE: To Northeast Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.233 ac Runoff Volume=0.476 af Runoff Depth=4.63" Tc=5.0 min CN=84 9.81 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 64HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment W: To West Pond Runoff = 20.51 cfs @ 11.95 hrs, Volume= 0.989 af, Depth= 4.52" Routed to Pond WP : West Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.165 80 Pervious, HSG D * 0.194 98 Impervious 2.266 82 2 acre lots, 12% imp, HSG D 2.625 83 Weighted Average 2.159 82.25% Pervious Area 0.466 17.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment W: To West Pond Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 100 YR Rainfall=6.46" Runoff Area=2.625 ac Runoff Volume=0.989 af Runoff Depth=4.52" Tc=5.0 min CN=83 20.51 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 66HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment W-DD: West Direct Discharge Runoff = 4.25 cfs @ 11.95 hrs, Volume= 0.204 af, Depth= 4.41" Routed to Reach CC : Crooked Creek Legal Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.554 82 2 acre lots, 12% imp, HSG D 0.488 88.00% Pervious Area 0.066 12.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment W-DD: West Direct Discharge Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.554 ac Runoff Volume=0.204 af Runoff Depth=4.41" Tc=5.0 min CN=82 4.25 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 68HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Reach CC: Crooked Creek Legal Drain Inflow Area = 6.655 ac, 16.41% Impervious, Inflow Depth = 4.48" for 100 YR event Inflow = 19.26 cfs @ 11.97 hrs, Volume= 2.485 af Outflow = 19.26 cfs @ 11.97 hrs, Volume= 2.485 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach CC: Crooked Creek Legal Drain Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.655 ac 19.26 cfs19.26 cfs Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 70HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond EP: East Pond Inflow Area = 1.639 ac, 12.00% Impervious, Inflow Depth = 4.41" for 100 YR event Inflow = 12.56 cfs @ 11.95 hrs, Volume= 0.603 af Outflow = 3.93 cfs @ 12.08 hrs, Volume= 0.601 af, Atten= 69%, Lag= 7.8 min Primary = 3.93 cfs @ 12.08 hrs, Volume= 0.601 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 891.74' @ 12.08 hrs Surf.Area= 9,266 sf Storage= 7,064 cf Plug-Flow detention time= 19.1 min calculated for 0.601 af (100% of inflow) Center-of-Mass det. time= 17.3 min ( 819.3 - 802.1 ) Volume Invert Avail.Storage Storage Description #1 890.00' 30,972 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 0 0 0 891.00 3,573 1,787 1,787 891.50 8,783 3,089 4,876 892.00 9,779 4,641 9,516 893.00 10,614 10,197 19,713 894.00 11,905 11,260 30,972 Device Routing Invert Outlet Devices #1 Primary 890.00'12.0" Round 12"HDPE L= 92.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.00' S= 0.0109 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 890.02'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 892.15'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.93 cfs @ 12.08 hrs HW=891.74' TW=890.20' (Fixed TW Elev= 890.20') 1=12"HDPE (Outlet Controls 3.93 cfs @ 5.00 fps) 2=Orifice/Grate (Passes 3.93 cfs of 4.17 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 71HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond EP: East Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.639 ac Peak Elev=891.74' Storage=7,064 cf 12.56 cfs 3.93 cfs Pond EP: East Pond Primary Stage-Discharge Discharge (cfs) 6543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Fixed Tailwater 12"HDPE Orifice/Grate Orifice/Grate Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 72HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond EP: East Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 890.00 0.00 1.00 0.00 0 890.00 0.00 2.00 0.00 0 890.00 0.00 3.00 0.00 0 890.00 0.00 4.00 0.00 0 890.00 0.00 5.00 0.00 0 890.00 0.00 6.00 0.01 13 890.08 0.00 7.00 0.03 84 890.22 0.02 8.00 0.06 103 890.24 0.05 9.00 0.11 139 890.28 0.10 10.00 0.18 184 890.32 0.16 11.00 0.40 314 890.42 0.34 12.00 10.73 6,191 891.65 3.81 13.00 0.62 863 890.69 1.19 14.00 0.37 358 890.45 0.41 15.00 0.30 291 890.40 0.31 16.00 0.23 245 890.37 0.24 17.00 0.20 220 890.35 0.21 18.00 0.18 203 890.34 0.18 19.00 0.15 186 890.32 0.16 20.00 0.13 168 890.31 0.14 21.00 0.12 160 890.30 0.12 22.00 0.12 156 890.30 0.12 23.00 0.11 153 890.29 0.12 24.00 0.11 149 890.29 0.11 25.00 0.00 72 890.20 0.00 26.00 0.00 71 890.20 0.00 27.00 0.00 71 890.20 0.00 28.00 0.00 71 890.20 0.00 29.00 0.00 71 890.20 0.00 30.00 0.00 71 890.20 0.00 31.00 0.00 71 890.20 0.00 32.00 0.00 71 890.20 0.00 33.00 0.00 71 890.20 0.00 34.00 0.00 71 890.20 0.00 35.00 0.00 71 890.20 0.00 36.00 0.00 71 890.20 0.00 Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 73HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond NEP: Northeast Pond Inflow Area = 1.555 ac, 21.17% Impervious, Inflow Depth = 4.58" for 100 YR event Inflow = 12.28 cfs @ 11.95 hrs, Volume= 0.594 af Outflow = 6.46 cfs @ 12.05 hrs, Volume= 0.594 af, Atten= 47%, Lag= 5.6 min Primary = 6.46 cfs @ 12.05 hrs, Volume= 0.594 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 893.42' @ 12.05 hrs Surf.Area= 2,913 sf Storage= 6,443 cf Plug-Flow detention time= 28.7 min calculated for 0.594 af (100% of inflow) Center-of-Mass det. time= 28.5 min ( 826.2 - 797.7 ) Volume Invert Avail.Storage Storage Description #1 890.00' 9,956 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 1,013 0 0 891.00 1,465 1,239 1,239 892.00 2,000 1,733 2,972 893.00 2,619 2,310 5,281 894.00 3,320 2,970 8,251 894.50 3,500 1,705 9,956 Device Routing Invert Outlet Devices #1 Primary 890.00'12.0" Round Culvert L= 75.0' Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.00' S= 0.0133 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 890.00'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 891.85'30.0" W x 30.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.45 cfs @ 12.05 hrs HW=893.41' (Free Discharge) 1=Culvert (Inlet Controls 6.45 cfs @ 8.22 fps) 2=Orifice/Grate (Passes < 1.18 cfs potential flow) 3=Orifice/Grate (Passes < 15.66 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 74HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond NEP: Northeast Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.555 ac Peak Elev=893.42' Storage=6,443 cf 12.28 cfs 6.46 cfs Pond NEP: Northeast Pond Primary Stage-Discharge Discharge (cfs) 76543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 75HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond NEP: Northeast Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 890.00 0.00 1.00 0.00 0 890.00 0.00 2.00 0.00 0 890.00 0.00 3.00 0.00 0 890.00 0.00 4.00 0.00 0 890.00 0.00 5.00 0.00 1 890.00 0.00 6.00 0.02 32 890.03 0.00 7.00 0.04 96 890.09 0.02 8.00 0.06 148 890.14 0.05 9.00 0.12 212 890.20 0.10 10.00 0.19 283 890.26 0.16 11.00 0.41 480 890.43 0.31 12.00 10.45 6,147 893.32 6.35 13.00 0.60 2,561 891.79 0.83 14.00 0.36 1,535 891.20 0.65 15.00 0.29 739 890.64 0.43 16.00 0.22 414 890.38 0.27 17.00 0.19 334 890.31 0.20 18.00 0.17 305 890.28 0.18 19.00 0.15 279 890.26 0.16 20.00 0.12 252 890.24 0.13 21.00 0.12 239 890.22 0.12 22.00 0.11 233 890.22 0.12 23.00 0.11 227 890.21 0.11 24.00 0.10 221 890.21 0.11 25.00 0.00 78 890.08 0.02 26.00 0.00 43 890.04 0.01 27.00 0.00 28 890.03 0.00 28.00 0.00 18 890.02 0.00 29.00 0.00 11 890.01 0.00 30.00 0.00 7 890.01 0.00 31.00 0.00 5 890.00 0.00 32.00 0.00 3 890.00 0.00 33.00 0.00 2 890.00 0.00 34.00 0.00 1 890.00 0.00 35.00 0.00 1 890.00 0.00 36.00 0.00 0 890.00 0.00 Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 76HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Summary for Pond WP: West Pond Inflow Area = 2.625 ac, 17.75% Impervious, Inflow Depth = 4.52" for 100 YR event Inflow = 20.51 cfs @ 11.95 hrs, Volume= 0.989 af Outflow = 3.57 cfs @ 12.14 hrs, Volume= 0.983 af, Atten= 83%, Lag= 11.2 min Primary = 3.57 cfs @ 12.14 hrs, Volume= 0.983 af Routed to Reach CC : Crooked Creek Legal Drain Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 892.05' @ 12.14 hrs Surf.Area= 10,656 sf Storage= 15,339 cf Plug-Flow detention time= 41.2 min calculated for 0.983 af (99% of inflow) Center-of-Mass det. time= 37.6 min ( 837.0 - 799.4 ) Volume Invert Avail.Storage Storage Description #1 889.78' 38,549 cf Dry Detention Pond (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 889.78 0 0 0 890.00 206 23 23 891.00 9,392 4,799 4,822 892.00 10,594 9,993 14,815 893.00 11,853 11,224 26,038 894.00 13,168 12,511 38,549 Device Routing Invert Outlet Devices #1 Primary 889.78'15.0" Round 15" HDPE L= 114.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 889.78' / 889.00' S= 0.0068 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 889.78'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 892.05'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.57 cfs @ 12.14 hrs HW=892.05' TW=890.20' (Fixed TW Elev= 890.20') 1=15" HDPE (Passes 3.57 cfs of 6.81 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.57 cfs @ 6.55 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 77HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Pond WP: West Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.625 ac Peak Elev=892.05' Storage=15,339 cf 20.51 cfs 3.57 cfs Pond WP: West Pond Primary Stage-Discharge Discharge (cfs) 9876543210 El e v a t i o n ( f e e t ) 894 893 892 891 890 Fixed Tailwater 15" HDPE + Orifice/Grate Orifice/Grate Type II 24-hr 100 YR Rainfall=6.46"304-647-P-HydroCAD Printed 11/8/2023Prepared by CEC Inc Page 78HydroCAD® 10.20-2d s/n 01006 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond WP: West Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 889.78 0.00 1.00 0.00 0 889.78 0.00 2.00 0.00 0 889.78 0.00 3.00 0.00 0 889.78 0.00 4.00 0.00 0 889.78 0.00 5.00 0.00 0 889.78 0.00 6.00 0.03 43 890.05 0.00 7.00 0.06 203 890.18 0.00 8.00 0.10 286 890.22 0.10 9.00 0.20 334 890.24 0.18 10.00 0.31 406 890.27 0.27 11.00 0.67 676 890.35 0.55 12.00 17.48 12,863 891.81 3.34 13.00 1.00 10,098 891.54 3.04 14.00 0.60 3,534 890.85 2.12 15.00 0.48 764 890.38 0.63 16.00 0.37 534 890.31 0.40 17.00 0.33 470 890.29 0.34 18.00 0.29 434 890.28 0.30 19.00 0.25 399 890.26 0.26 20.00 0.21 365 890.25 0.22 21.00 0.20 349 890.25 0.20 22.00 0.19 343 890.24 0.19 23.00 0.18 339 890.24 0.19 24.00 0.18 334 890.24 0.18 25.00 0.00 248 890.20 0.00 26.00 0.00 248 890.20 0.00 27.00 0.00 248 890.20 0.00 28.00 0.00 248 890.20 0.00 29.00 0.00 248 890.20 0.00 30.00 0.00 248 890.20 0.00 31.00 0.00 248 890.20 0.00 32.00 0.00 248 890.20 0.00 33.00 0.00 248 890.20 0.00 34.00 0.00 248 890.20 0.00 35.00 0.00 248 890.20 0.00 36.00 0.00 248 890.20 0.00 APPENDIX I EMERGENCY OVERFLOW CALCULATIONS Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, May 8 2023 East Pond EO Weir Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 10.00 Total Depth (ft) = 2.00 Side Slope (z:1) = 3.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 26.92 Highlighted Depth (ft) = 0.81 Q (cfs) = 26.92 Area (sqft) = 10.07 Velocity (ft/s) = 2.67 Top Width (ft) = 14.86 0 5 10 15 20 25 30 35 40 Depth (ft)Depth (ft)East Pond EO Weir -1.00 -1.00 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Length (ft)Weir W.S. Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, May 8 2023 West Pond EO Weir Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 10.00 Total Depth (ft) = 2.00 Side Slope (z:1) = 3.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 33.34 Highlighted Depth (ft) = 0.92 Q (cfs) = 33.34 Area (sqft) = 11.74 Velocity (ft/s) = 2.84 Top Width (ft) = 15.52 0 5 10 15 20 25 30 35 40 Depth (ft)Depth (ft)West Pond EO Weir -1.00 -1.00 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Length (ft)Weir W.S. Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Nov 10 2023 Northeast Pond EO Weir Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 10.00 Total Depth (ft) = 1.10 Side Slope (z:1) = 3.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 4.90 Highlighted Depth (ft) = 0.28 Q (cfs) = 4.900 Area (sqft) = 3.04 Velocity (ft/s) = 1.61 Top Width (ft) = 11.68 0 2 4 6 8 10 12 14 16 18 20 22 24 Depth (ft) Depth (ft)Northeast Pond EO Weir -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. APPENDIX J WESTBRIDGE DRAINAGE REPORT WESTBRIDGE 4281 WEST 106TH STREET, CARMEL, IN DRAINAGE REPORT April 20, 2018 Revised: August 24, 2018 Revised: November 2, 2018 Revised: March 5, 2019 WESTBRIDGE 4281 WEST 106TH STREET, CARMEL, IN DRAINAGE REPORT Contents: I. INTRODUCTION 1 II. EXISTING DRAINAGE CONDITIONS 1 III. PROPOSED CONDITIONS 1 IV. SUMMARY & RESULTS 1 V. APPENDIX 1 I. INTRODUCTION The proposed project is the development of 8.62 acres out of a parcel that is 14.08 acres tract of land located at 4281 West 106th Street, Carmel, Hamilton County, Indiana. The property is a residential site. The site has a current home on it with several outbuildings, paved driveways, and swimming pool. The site has several easements crossing for different gas lines. II. EXISTING DRAINAGE CONDITIONS The existing site does not have any form of detention. The site has a current open drain bisecting the property from north to south. This is a branch of the Crooked Creek legal drain. The site currently drains towards this open ditch. An existing analysis of the legal drain was performed with HEC-RAS 5.0.6 software. Existing drainage calculations for Parks at Weston Place was obtained from the County Surveyor’s Office to determine the upstream flows through the existing 2’x4’ Culvert. The existing (100-yr) flow of 25.13 cfs was added to a static state analysis at station 0+88.56. For our existing site the (100-yr) flows for the East side of the ditch were determined from a PondPack analysis (13.7cfs). For the West side of the site, we input the allowable 100-yr release rate (7.795 ac. x 0.27 cfs/ac. = 2.10). These flows were combined (15.8 cfs) and were input into the model at Station 5+47.44. The downstream constraint placed on the existing ditch was the existing storm sewer in which it was collected. An analysis of it was performed in Hydraflow Storm Sewers and is based on field collected data. The minimum full-flow capacity for any one of the lines in the existing storm sewer was 77.00 cfs. Therefore, the Hec-Ras model was allowed as a “free-outfall”. All of the above calculations are attached under the Appendix A. The maximum 100-year flood elevation from the ditch was determined to be 890.2-feet. This flood elevation line has been delineated on the site development plan and Proposed Conditions Exhibit. III. PROPOSED CONDITIONS The objective is to construct 7 lots for multi-unit townhomes/condominium and 2 new and 1 existing executive lots. The drainage and utility improvements for the lots located east of the ditch will be provided as they are developed. The west side of the site will include storm water design, sanitary sewer design, street layout and grading, and other necessary utilities for site development. IV. SUMMARY & RESULTS The analysis for the detention facility was done by using PondPack. The computer models generate hydrographs based on the NRCS TR-55 time of concentration and curve number calculation methodologies and the 24-hour NRCS Type 2 Rainfall Distribution. The results for the 2, 10, and 100-year storm events are listed in the Appendix B. The allowable release rate for the site was determined by the County Survey’s Office for this project. The allowable release rates are follows:  2 and 10-yr = 0.10 cfs/acre;  100-yr = 0.27 cfs/acre and are shown below in Table 1. The proposed drainage basins for the site were split between the two ponds. There are also areas that will be undisturbed during the construction process. These areas (gas main easement areas) have been delineated on the Proposed Conditions Drainage Basins Exhibit. Two ponds will be interconnection with a 30” diameter equivalent elliptical pipe (24” x 38”). This pipe has been sized to convey the direct and reverse 100-year flows between the two ponds. This pipe may be increased or decrease in size during the completion of the final construction plans to accommodate storm drainage located in the street. The NW Pond is intended to be a constructed wetland. The bottom of the pond below the normal pool will vary from 6 to 18-inches in depth. The outlet control structure will utilize an orifice of 24-inch diameter to maximize the amount of detention available in this pond, while also discharging as quickly as possible storm runoff to the downstream pond, SW Pond. The SW Pond will also have an outlet control structure. This structure will utilize 2 different staged discharge openings. The first opening will be a 4-inch diameter opening set of the normal pool of the pond, 886.70. The second opening will be rectangular opening, 8” wide x 4” tall at elevation 889.05. These orifices will give the discharge rates and pond elevations as given in Table 1. Release Rates. Table 1. Release Rates The minimum allowable diameter for an orifice per the City of Carmel Standards is 6-inches. The pond was appropriately sized by maintaining flows below the allowable release rates. The release rates for the minimum orifice of 6-inches are also shown above. Pond NW Pond SW Pond (4” Orifice) SW Pond (6” Orifice) Allowable Site Release (SW Pond) Event Release Rate (cfs) Pond Elev (ft) Total Site Release Rate (cfs) Pond Elev (ft) Total Site Release Rate (cfs) Pond Elev (ft) Release Rate (cfs) 2 – yr 1.99 890.58 0.50 888.59 1.11 888.90 0.78 10 yr 3.91 890.95 0.72 889.16 1.33 889.28 0.78 100 yr 8.58 891.62 1.73 890.15 2.55 890.21 2.10 The ponds will control the minimum flood protection grades for the lots. See appendix for Emergency Spillway calculations. The flood routing through the site has also been delineated and is shown in the plans and the attached Flood Route Map. No flood routing is intending to flow between lots. We do propose the flood routing from the Northwest pond to the Southwest pond to be encapsulated within the proposed interconnecting pipe between the ponds. Water quality for the site will involve a treatment train prior to discharging to the Southwest Pond. Runoff collected in the streets will utilize sumped inlets prior to discharging to engineered wetland. The engineering wetland will then provide the second form of treatment for the northern proposed basin. Runoff for the for the southern basin lots will be routed through a series of sumped structures located in the proposed utility easements. Prior to discharging to the interconnection line between the ponds a hydrodynamic separator or equivalent will be utilized and located near the southwest end of the road. All stormwater facilities will be placed in road rights-of-way, shown easements or in common areas. All necessary bmp easements will be added to the final plats. V. APPENDIX A. EXISTING CONDITIONS G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G 40' LANDSCAPE, D.U. & S.E. 40' LANDSCAPE, D.U. & S.E. 15 ' R . D . U . & S . E . 15 ' R . D . U . & S . E . 10' D . & U . E . 20' D . U . & S . E . 10 ' D . U . & S . E . PANHANDLE & EASTERN PIPELINE EASEMENT M.R. 32, PG. 221, 278 AND M.R. 51, PG. 595 10 ' L A N D S C A P E E A S E M E N T 50 ' B . S . L . 30 ' D R A I N A G E E A S E M E N T 30 ' D R A I N A G E E A S E M E N T S 89°42'17" W 883.03' S 0 0 ° 2 0 ' 1 1 " W 6 8 9 . 6 0 ' N 89°42'15" E 948.55' N 0 0 ° 1 0 ' 4 9 " E 1 2 2 . 6 3 ' N 00°05'49" E 566.94' S 89°42'15" W 62.82' G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G 50' S H E L L O I L C O R P . PIPE L I N E E A S E M E N T M . R . 53, P G 3 6 4 , 3 6 6 , 3 6 7 , 4 0 4 & M.R. 5 1 , P G 4 3 3 BASIN 1 7.795 AC > > > > > > > > > > > > > > > > > > > > > >>>>> BASIN 2 7.763 AC > > > > > > > > > > > >>>>> > Tuesday, March 5, 2019 12:29:36 PM SHEET NO. PROJECT NO. 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D e v _ C a r m e l _ 4 S i t e P r o p e r t i e s \ 0 5 C i v i l \ P l a n s \ C A D d w g s \ S H E E T S \ D R A I N A G E B A S I N S . d w g RLD 1711002 2 OF 5 C1.0 42 8 1 W E S T 1 0 6 T H S T R E E T , C A R M E L , I N D I A N A EX I S T I N G C O N D I T I O N D R A I N A G E B A S I N LLB WE S T B R I D G E IS B G C A P I T A L 52 5 5 S U S 4 2 1 , Z I O N S V I L L E , I N D I A N A 4 6 0 7 7 2018 NOV 02 So i l M a p — H a m i l t o n C o u n t y , I n d i a n a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 11 / 2 1 / 2 0 1 7 Pa g e 1 o f 3 4421260442130044213404421380442142044214604421500 4421260442130044213404421380442142044214604421500 56 5 5 7 0 56 5 6 1 0 56 5 6 5 0 56 5 6 9 0 56 5 7 3 0 56 5 7 7 0 56 5 8 1 0 56 5 8 5 0 56 5 8 9 0 56 5 9 3 0 56 5 5 7 0 56 5 6 1 0 56 5 6 5 0 56 5 6 9 0 56 5 7 3 0 56 5 7 7 0 56 5 8 1 0 56 5 8 5 0 56 5 8 9 0 56 5 9 3 0 56 5 9 7 0 39 ° 5 6 ' 2 8 ' ' N 86° 13' 57'' W 39 ° 5 6 ' 2 8 ' ' N 86° 13' 40'' W 39 ° 5 6 ' 1 9 ' ' N 86° 13' 57'' W 39 ° 5 6 ' 1 9 ' ' N 86° 13' 40'' W N Ma p p r o j e c t i o n : W e b M e r c a t o r C o r n e r c o o r d i n a t e s : W G S 8 4 E d g e t i c s : U T M Z o n e 1 6 N W G S 8 4 0 5 0 1 0 0 2 0 0 3 0 0 Fe e t 0 2 5 5 0 1 0 0 1 5 0 Me t e r s Ma p S c a l e : 1 : 1 , 8 7 0 i f p r i n t e d o n A l a n d s c a p e ( 1 1 " x 8 . 5 " ) s h e e t . So i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . MA P L E G E N D MA P I N F O R M A T I O N Ar e a o f I n t e r e s t ( A O I ) Ar e a o f I n t e r e s t ( A O I ) So i l s So i l M a p U n i t P o l y g o n s So i l M a p U n i t L i n e s So i l M a p U n i t P o i n t s Sp e c i a l P o i n t F e a t u r e s Bl o w o u t Bo r r o w P i t Cl a y S p o t Cl o s e d D e p r e s s i o n Gr a v e l P i t Gr a v e l l y S p o t La n d f i l l La v a F l o w Ma r s h o r s w a m p Mi n e o r Q u a r r y Mi s c e l l a n e o u s W a t e r Pe r e n n i a l W a t e r Ro c k O u t c r o p Sa l i n e S p o t Sa n d y S p o t Se v e r e l y E r o d e d S p o t Si n k h o l e Sl i d e o r S l i p So d i c S p o t Sp o i l A r e a St o n y S p o t Ve r y S t o n y S p o t We t S p o t Ot h e r Sp e c i a l L i n e F e a t u r e s Wa t e r F e a t u r e s St r e a m s a n d C a n a l s Tr a n s p o r t a t i o n Ra i l s In t e r s t a t e H i g h w a y s US R o u t e s Ma j o r R o a d s Lo c a l R o a d s Ba c k g r o u n d Ae r i a l P h o t o g r a p h y Th e s o i l s u r v e y s t h a t c o m p r i s e y o u r A O I w e r e m a p p e d a t 1: 1 5 , 8 0 0 . Wa r n i n g : S o i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . En l a r g e m e n t o f m a p s b e y o n d t h e s c a l e o f m a p p i n g c a n c a u s e mi s u n d e r s t a n d i n g o f t h e d e t a i l o f m a p p i n g a n d a c c u r a c y o f s o i l li n e p l a c e m e n t . T h e m a p s d o n o t s h o w t h e s m a l l a r e a s o f co n t r a s t i n g s o i l s t h a t c o u l d h a v e b e e n s h o w n a t a m o r e d e t a i l e d sc a l e . Pl e a s e r e l y o n t h e b a r s c a l e o n e a c h m a p s h e e t f o r m a p me a s u r e m e n t s . So u r c e o f M a p : Na t u r a l R e s o u r c e s C o n s e r v a t i o n S e r v i c e We b S o i l S u r v e y U R L : Co o r d i n a t e S y s t e m : We b M e r c a t o r ( E P S G : 3 8 5 7 ) Ma p s f r o m t h e W e b S o i l S u r v e y a r e b a s e d o n t h e W e b M e r c a t o r pr o j e c t i o n , w h i c h p r e s e r v e s d i r e c t i o n a n d s h a p e b u t d i s t o r t s di s t a n c e a n d a r e a . A p r o j e c t i o n t h a t p r e s e r v e s a r e a , s u c h a s t h e Al b e r s e q u a l - a r e a c o n i c p r o j e c t i o n , s h o u l d b e u s e d i f m o r e ac c u r a t e c a l c u l a t i o n s o f d i s t a n c e o r a r e a a r e r e q u i r e d . Th i s p r o d u c t i s g e n e r a t e d f r o m t h e U S D A - N R C S c e r t i f i e d d a t a a s of t h e v e r s i o n d a t e ( s ) l i s t e d b e l o w . So i l S u r v e y A r e a : Ha m i l t o n C o u n t y , I n d i a n a Su r v e y A r e a D a t a : Ve r s i o n 1 8 , O c t 2 , 2 0 1 7 So i l m a p u n i t s a r e l a b e l e d ( a s s p a c e a l l o w s ) f o r m a p s c a l e s 1: 5 0 , 0 0 0 o r l a r g e r . Da t e ( s ) a e r i a l i m a g e s w e r e p h o t o g r a p h e d : Ju n 2 7 , 2 0 1 4 — A u g 28 , 2 0 1 4 Th e o r t h o p h o t o o r o t h e r b a s e m a p o n w h i c h t h e s o i l l i n e s w e r e co m p i l e d a n d d i g i t i z e d p r o b a b l y d i f f e r s f r o m t h e b a c k g r o u n d im a g e r y d i s p l a y e d o n t h e s e m a p s . A s a r e s u l t , s o m e m i n o r sh i f t i n g o f m a p u n i t b o u n d a r i e s m a y b e e v i d e n t . So i l M a p — H a m i l t o n C o u n t y , I n d i a n a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 11 / 2 1 / 2 0 1 7 Pa g e 2 o f 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 7.4 51.0% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 7.1 49.0% Totals for Area of Interest 14.6 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/21/2017 Page 3 of 3 Scenario: Pre-Development Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Project Summary Westbridge-PUDTitle DNAEngineer Terra Site DevelopmentCompany 3/3/2019Date Notes Page 1 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Table of Contents 19Addition Summary, 100 years (Pre-Development 100 Year)O-1 17Unit Hydrograph (Hydrograph Table), 100 years (Pre- Development 100 Year) 15Unit Hydrograph Summary, 100 years (Pre-Development 100 Year) BASIN 2 13Unit Hydrograph (Hydrograph Table), 100 years (Pre- Development 100 Year) 11Unit Hydrograph Summary, 100 years (Pre-Development 100 Year) BASIN 1 10Runoff CN-Area, 100 years (Pre-Development 100 Year)BASIN 2 8Time of Concentration Calculations, 100 years (Pre- Development 100 Year) BASIN 2 6Time of Concentration Calculations, 100 years (Pre- Development 100 Year) BASIN 1 4Time-Depth Curve, 100 years (Pre-Development 100 Year)City of Carmel 3Master Network Summary 2User Notifications Existing Conditions Subsection: User Notifications No user notifications generated. User Notifications? Page 2 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 11.4612.4501.639100Pre-Development 100 Year BASIN 1 13.7012.3001.661100Pre-Development 100 Year BASIN 2 Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 24.7712.3503.300100Pre-Development 100 Year O-1 Page 3 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: City of Carmel Return Event: 100 yearsSubsection: Time-Depth Curve Time-Depth Curve: 100 year 100 yearLabel hours0.000Start Time hours0.100Increment hours24.000End Time years100Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.00.00.00.00.00.000 0.10.10.00.00.00.500 0.10.10.10.10.11.000 0.10.10.10.10.11.500 0.20.20.20.10.12.000 0.20.20.20.20.22.500 0.30.20.20.20.23.000 0.30.30.30.30.33.500 0.30.30.30.30.34.000 0.40.40.40.40.44.500 0.40.40.40.40.45.000 0.50.50.50.50.55.500 0.60.60.50.50.56.000 0.60.60.60.60.66.500 0.70.70.70.70.67.000 0.80.70.70.70.77.500 0.80.80.80.80.88.000 0.90.90.90.90.98.500 1.01.01.01.00.99.000 1.11.11.11.11.19.500 1.31.31.21.21.210.000 1.51.41.41.41.310.500 1.81.71.61.61.511.000 3.72.82.32.01.811.500 4.74.64.54.44.312.000 4.94.94.94.84.712.500 5.15.15.15.05.013.000 5.35.25.25.25.213.500 5.45.45.35.35.314.000 5.55.55.55.45.414.500 5.65.65.65.55.515.000 5.75.75.65.65.615.500 5.75.75.75.75.716.000 5.85.85.85.85.816.500 Page 4 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: City of Carmel Return Event: 100 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 5.95.95.95.85.817.000 5.95.95.95.95.917.500 6.06.06.06.05.918.000 6.06.06.06.06.018.500 6.16.16.16.16.119.000 6.16.16.16.16.119.500 6.26.26.26.26.120.000 6.26.26.26.26.220.500 6.36.36.26.26.221.000 6.36.36.36.36.321.500 6.36.36.36.36.322.000 6.46.46.46.46.322.500 6.46.46.46.46.423.000 6.56.46.46.46.423.500 (N/A)(N/A)(N/A)(N/A)6.524.000 Page 5 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 1 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft200.00Hydraulic Length 0.240Manning's n ft/ft0.010Slope in2.72 Year 24 Hour Depth ft/s0.09Average Velocity hours0.599Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft250.00Hydraulic Length FalseIs Paved? ft/ft0.010Slope ft/s1.61Average Velocity hours0.043Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²3.8Flow Area ft390.00Hydraulic Length 0.150Manning's n ft/ft0.005Slope ft5.50Wetted Perimeter ft/s0.54Average Velocity hours0.199Segment Time of Concentration Time of Concentration (Composite) hours0.841Time of Concentration (Composite) Page 6 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 1 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 7 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft200.00Hydraulic Length 0.240Manning's n ft/ft0.010Slope in2.72 Year 24 Hour Depth ft/s0.09Average Velocity hours0.599Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft377.00Hydraulic Length FalseIs Paved? ft/ft0.010Slope ft/s1.61Average Velocity hours0.065Segment Time of Concentration Time of Concentration (Composite) hours0.664Time of Concentration (Composite) Page 8 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 9 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description (N/A)(N/A)(N/A)(N/A)(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 10 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 1 Return Event: 100 yearsSubsection: Unit Hydrograph Summary 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.841Time of Concentration (Composite) acres7.790Area (User Defined) hours0.112Computational Time Increment hours12.453Time to Peak (Computed) ft³/s11.46Flow (Peak, Computed) hours0.050Output Increment hours12.450Time to Flow (Peak Interpolated Output) ft³/s11.46Flow (Peak Interpolated Output) Drainage Area 63.612SCS CN (Composite) acres7.790Area (User Defined) in5.7Maximum Retention (Pervious) in1.1Maximum Retention (Pervious, 20 percent) Cumulative Runoff in2.6Cumulative Runoff Depth (Pervious) ac-ft1.662Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft1.639Volume SCS Unit Hydrograph Parameters hours0.841Time of Concentration (Composite) hours0.112Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 11 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 1 Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s10.49Unit peak, qp hours0.561Unit peak time, Tp hours2.244Unit receding limb, Tr hours2.805Total unit time, Tb Page 12 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 1 Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table) 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.841Time of Concentration (Composite) acres7.790Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.010.000.000.000.0010.100 0.030.020.020.010.0110.350 0.070.060.050.040.0410.600 0.150.130.110.100.0910.850 0.260.230.210.190.1611.100 0.450.400.360.320.2911.350 1.260.960.760.610.5311.600 5.354.123.202.291.7411.850 10.7610.089.087.866.6212.100 10.7211.1011.4611.4011.3412.350 7.398.088.799.4810.1412.600 5.005.375.816.256.8212.850 3.573.794.064.344.6613.100 2.722.863.003.183.3613.350 2.182.282.372.482.5913.600 1.831.891.962.032.1113.850 1.581.631.671.721.7814.100 1.391.421.461.501.5414.350 1.271.291.311.331.3614.600 1.191.201.221.241.2514.850 1.121.141.151.161.1815.100 1.061.071.091.101.1115.350 1.001.021.031.041.0515.600 0.950.960.970.980.9915.850 0.890.900.910.920.9416.100 0.840.850.860.870.8816.350 0.810.820.820.830.8416.600 0.780.790.790.800.8016.850 0.760.760.770.770.7817.100 0.740.740.740.750.7517.350 0.720.720.720.730.7317.600 0.690.700.700.710.7117.850 0.670.680.680.690.6918.100 Page 13 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 1 Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.650.660.660.670.6718.350 0.630.640.640.640.6518.600 0.610.620.620.620.6318.850 0.590.590.600.600.6119.100 0.570.570.580.580.5919.350 0.550.550.560.560.5619.600 0.530.530.530.540.5419.850 0.510.510.510.520.5220.100 0.490.490.490.500.5020.350 0.480.480.480.480.4920.600 0.470.470.470.470.4820.850 0.460.460.470.470.4721.100 0.460.460.460.460.4621.350 0.450.460.460.460.4621.600 0.450.450.450.450.4521.850 0.450.450.450.450.4522.100 0.440.440.440.450.4522.350 0.440.440.440.440.4422.600 0.430.440.440.440.4422.850 0.430.430.430.430.4323.100 0.430.430.430.430.4323.350 0.420.420.420.420.4323.600 (N/A)0.420.420.420.4223.850 Page 14 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Unit Hydrograph Summary 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.664Time of Concentration (Composite) acres7.759Area (User Defined) hours0.089Computational Time Increment hours12.310Time to Peak (Computed) ft³/s13.77Flow (Peak, Computed) hours0.050Output Increment hours12.300Time to Flow (Peak Interpolated Output) ft³/s13.70Flow (Peak Interpolated Output) Drainage Area 64.000SCS CN (Composite) acres7.759Area (User Defined) in5.6Maximum Retention (Pervious) in1.1Maximum Retention (Pervious, 20 percent) Cumulative Runoff in2.6Cumulative Runoff Depth (Pervious) ac-ft1.679Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft1.661Volume SCS Unit Hydrograph Parameters hours0.664Time of Concentration (Composite) hours0.089Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 15 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s13.24Unit peak, qp hours0.443Unit peak time, Tp hours1.771Unit receding limb, Tr hours2.214Total unit time, Tb Page 16 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table) 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.664Time of Concentration (Composite) acres7.759Area (User Defined) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.010.010.000.000.0010.000 0.040.030.020.020.0110.250 0.090.070.060.050.0410.500 0.170.150.130.110.1010.750 0.280.260.230.210.1911.000 0.470.430.380.350.3111.250 0.980.800.670.590.5211.500 4.693.472.431.751.2911.750 12.6711.469.878.096.3612.000 12.1012.9913.4313.7013.3812.250 7.388.179.1210.1211.1712.500 4.625.055.516.066.6512.750 3.203.423.663.944.2613.000 2.452.572.702.853.0213.250 2.012.082.162.252.3513.500 1.711.761.821.881.9413.750 1.491.521.561.611.6514.000 1.341.371.391.421.4514.250 1.241.261.281.301.3214.500 1.171.191.201.211.2314.750 1.111.121.141.151.1615.000 1.061.071.081.091.1015.250 1.001.011.021.031.0415.500 0.940.950.960.980.9915.750 0.880.900.910.920.9316.000 0.840.850.850.860.8716.250 0.800.810.820.820.8316.500 0.780.780.790.790.8016.750 0.760.760.760.770.7717.000 0.740.740.740.750.7517.250 0.710.720.720.730.7317.500 0.690.700.700.710.7117.750 0.670.680.680.690.6918.000 Page 17 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: BASIN 2 Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table) HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.650.660.660.660.6718.250 0.630.640.640.640.6518.500 0.610.610.620.620.6318.750 0.590.590.600.600.6119.000 0.570.570.580.580.5819.250 0.550.550.550.560.5619.500 0.520.530.530.540.5419.750 0.500.510.510.520.5220.000 0.490.490.490.500.5020.250 0.480.480.480.480.4820.500 0.470.470.470.470.4720.750 0.460.460.470.470.4721.000 0.460.460.460.460.4621.250 0.460.460.460.460.4621.500 0.450.450.450.450.4521.750 0.450.450.450.450.4522.000 0.440.440.450.450.4522.250 0.440.440.440.440.4422.500 0.440.440.440.440.4422.750 0.430.430.430.430.4323.000 0.430.430.430.430.4323.250 0.420.420.420.430.4323.500 0.420.420.420.420.4223.750 (N/A)(N/A)(N/A)(N/A)0.4224.000 Page 18 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Existing Conditions Scenario: Pre-Development 100 Year Storm Event: 100 yearLabel: O-1 Return Event: 100 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'O-1' Upstream NodeUpstream Link BASIN 1<Catchment to Outflow Node> BASIN 2<Catchment to Outflow Node> Node Inflows Flow (Peak) (ft³/s) Time to Peak (hours) Volume (ac-ft) ElementInflow Type 11.4612.4501.639BASIN 1Flow (From) 13.7012.3001.661BASIN 2Flow (From) 24.7712.3503.300O-1Flow (In) Page 19 of 2027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/4/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge.ppc Site 1 547.44 r=1.00 291.37 r=1.00 88.56 r=1.00 C r o oked - C r e e k1 1 in Horiz. = 120 ft 1 in Vert. = 100 ft Plan: Plan 01 Crooked-Creek1 Site 1 RS: 547.44 Profile: PF 1 E.G. Elev (ft)890.18 Element Left OB Channel Right OB Vel Head (ft)0.00 Wt. n-Val. 0.070 0.030 0.070 W.S. Elev (ft)890.18 Reach Len. (ft)256.31 256.07 255.88 Crit W.S. (ft)888.39 Flow Area (sq ft)6.04 62.03 85.56 E.G. Slope (ft/ft) 0.000009 Area (sq ft)6.04 62.03 85.56 Q Total (cfs)15.80 Flow (cfs)0.19 11.14 4.47 Top Width (ft)187.89 Top Width (ft)17.60 46.18 124.11 Vel Total (ft/s)0.10 Avg. Vel. (ft/s)0.03 0.18 0.05 Max Chl Dpth (ft)2.82 Hydr. Depth (ft)0.34 1.34 0.69 Conv. Total (cfs) 5267.0 Conv. (cfs)62.6 3714.7 1489.8 Length Wtd. (ft)256.04 Wetted Per. (ft)17.69 46.66 124.14 Min Ch El (ft)887.46 Shear (lb/sq ft)0.00 0.00 0.00 Alpha 2.23 Stream Power (lb/ft s)0.00 0.00 0.00 Frctn Loss (ft)0.01 Cum Volume (acre-ft)0.02 0.30 0.25 C & E Loss (ft)0.00 Cum SA (acres)0.05 0.25 0.36 Plan: Plan 01 Crooked-Creek1 Site 1 RS: 291.37 Profile: PF 1 E.G. Elev (ft)890.17 Element Left OB Channel Right OB Vel Head (ft)0.01 Wt. n-Val. 0.030 W.S. Elev (ft)890.16 Reach Len. (ft)204.39 202.81 201.35 Crit W.S. (ft) Flow Area (sq ft)19.52 E.G. Slope (ft/ft) 0.000245 Area (sq ft)19.52 Q Total (cfs)15.80 Flow (cfs)15.80 Top Width (ft)17.72 Top Width (ft)17.72 Vel Total (ft/s)0.81 Avg. Vel. (ft/s)0.81 Max Chl Dpth (ft)2.11 Hydr. Depth (ft)1.10 Conv. Total (cfs) 1010.3 Conv. (cfs)1010.3 Length Wtd. (ft)202.81 Wetted Per. (ft)18.28 Min Ch El (ft)888.15 Shear (lb/sq ft)0.02 Alpha 1.00 Stream Power (lb/ft s)0.01 Frctn Loss (ft)0.20 Cum Volume (acre-ft)0.06 C & E Loss (ft)0.02 Cum SA (acres)0.06 Plan: Plan 01 Crooked-Creek1 Site 1 RS: 88.56 Profile: PF 1 E.G. Elev (ft)890.05 Element Left OB Channel Right OB Vel Head (ft)0.20 Wt. n-Val. 0.030 W.S. Elev (ft)889.85 Reach Len. (ft) Crit W.S. (ft)889.59 Flow Area (sq ft)7.03 Plan: Plan 01 Crooked-Creek1 Site 1 RS: 88.56 Profile: PF 1 (Continued) E.G. Slope (ft/ft) 0.007501 Area (sq ft) 7.03 Q Total (cfs) 25.13 Flow (cfs) 25.13 Top Width (ft) 8.41 Top Width (ft) 8.41 Vel Total (ft/s) 3.58 Avg. Vel. (ft/s) 3.58 Max Chl Dpth (ft) 1.67 Hydr. Depth (ft) 0.84 Conv. Total (cfs) 290.2 Conv. (cfs) 290.2 Length Wtd. (ft) Wetted Per. (ft) 9.23 Min Ch El (ft) 888.18 Shear (lb/sq ft) 0.36 Alpha 1.00 Stream Power (lb/ft s) 1.27 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) 0 100 200 300 400 500 600 888 890 892 894 Westbridge2 Plan: Plan 01 3/4/2019 Flow: Flow 01 River = Crooked-Creek1 Reach = Site 1 RS = 88.56 100-yr Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Bank Sta .07 .03 .07 1 in Horiz. = 80 ft 1 in Vert. = 1.5 ft 0 100 200 300 400 500 600 888 890 892 894 Westbridge2 Plan: Plan 01 3/4/2019 Flow: Flow 01 River = Crooked-Creek1 Reach = Site 1 RS = 291.37 100-yr Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Ground Bank Sta .07 .03 .07 1 in Horiz. = 80 ft 1 in Vert. = 1.5 ft 0 100 200 300 400 500 600 888 890 892 894 Westbridge2 Plan: Plan 01 3/4/2019 Flow: Flow 01 River = Crooked-Creek1 Reach = Site 1 RS = 547.44 100-yr Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Bank Sta .07 .03 .07 1 in Horiz. = 80 ft 1 in Vert. = 1.5 ft Hydraflow DOT Report 1 Line To Line Line Length Incr. Area Total Area Runoff Coeff. Incr C x A Total C x A Inlet Time Time Conc Rnfal Int Total Runoff Adnl Flow Total Flow Capac Full Veloc Pipe Size Pipe Slope Inv Elev Dn Inv Elev Up HGL Dn (ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft) 1 Outfall 178.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 90.72 90.72 8.74 48 0.40 879.50 880.21 882.39 2 1 99.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 77.00 77.00 9.12 42 0.59 882.39 882.97 885.26 3 2 138.000 15.60 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 35.50 88.18 88.18 9.17 42 0.77 882.97 884.03 886.61 Hydraflow DOT Report 2 Line HGL Up Grnd/Rim Dn Grnd/Rim Up Line ID (ft)(ft)(ft) 1 883.53 884.00 887.00 2 885.84 887.00 888.00 3 887.68 888.00 887.00 B. DEVELOPED CONDITIONS G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G 40' LANDSCAPE, D.U. & S.E. 40' LANDSCAPE, D.U. & S.E. 15 ' R . D . U . & S . E . 15 ' R . D . U . & S . E . 10' D . & U . E . 20' D . U . & S . E . PANHANDLE & EASTERN PIPELINE EASEMENT M.R. 32, PG. 221, 278 AND M.R. 51, PG. 595 10 ' L A N D S C A P E E A S E M E N T 50 ' B . S . L . 30 ' D R A I N A G E E A S E M E N T 30 ' D R A I N A G E E A S E M E N T S 89°42'17" W 883.03' S 0 0 ° 2 0 ' 1 1 " W 6 8 9 . 6 0 ' N 89°42'15" E 948.55' G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G ST S T G G G G 106TH STREET POND 2 T.O.B. ELEV.=890.5 N.P. ELEV.=886.70 100 YR. ELEV.=890.15 BOT. OF POND ELEV.=875.00± POND 1 (DRY) T.O.B. ELEV.=892.00 NORMAL POOL 889.70 100 YR. ELEV.=891.62 BOT. OF POND ELEV.=888.2± 42' WIDE SPILLWAY ELEV=890.20 MIN FPG = 892.50 43' WIDE SPILLWAY ELEV=891.70 MIN FPG = 893.00 BASIN 1a 4.367 Ac. BASIN 1b 3.428 Ac. > > > > > > > > > > > > > > > > > > > > > 1aUND 0.569 Ac. CN = 61 Tc = 0.476 hrs 1bDEV 3.798 Ac. CN = 90 Tc = 0.492 hrs 1bUND 1.255 Ac. CN = 61 Tc = 0.411 hrs > > > > > > > 1bDEV 2.173 Ac. CN = 88 Tc = 0.510 hrs Tuesday, March 5, 2019 12:31:14 PM SHEET NO. PROJECT NO. DATE:CHECK: DRAWN: CI V I L E N G I N E E R S LA N D S U R V E Y O R S DE V E L O P M E N T C O N S U L T A N T S GE O T E C H N I C A L EN V I R O N M E N T A L CO N S T R U C T I O N S T A K I N G CO N S T R U C T I O N M A T . T E S T I N G 20 9 E . 1 7 5 t h S t r e e t , S u i t e A W e s t f i e l d , I n d i a n a 4 6 0 7 4 P: 3 1 7 . 3 9 9 . 1 2 1 6 F : 3 1 7 . 6 6 3 . 3 0 4 9 ww w . T E R R A s i t e d e v . c o m P: \ 2 0 1 7 \ 1 7 1 1 0 0 2 _ W e s t b r i d g e _ 1 0 6 t h S t . R e s i d . D e v _ C a r m e l _ 4 S i t e P r o p e r t i e s \ 0 5 C i v i l \ P l a n s \ C A D d w g s \ S H E E T S \ D R A I N A G E B A S I N S . d w g RLD 1711002 2 OF 5 C1.0 42 8 1 W E S T 1 0 6 T H S T R E E T , C A R M E L , I N D I A N A PR O P O S E D C O N D I T I O N S D R A I N A G E B A S I N S LLB WE S T B R I D G E IS B G C A P I T A L 52 5 5 S U S 4 2 1 , Z I O N S V I L L E , I N D I A N A 4 6 0 7 7 2018 NOV 02 G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G 40' LANDSCAPE, D.U. & S.E. 40' LANDSCAPE, D.U. & S.E. 15 ' R . D . U . & S . E . 15 ' R . D . U . & S . E . 10' D . & U . E . 20' D . U . & S . E . PANHANDLE & EASTERN PIPELINE EASEMENT M.R. 32, PG. 221, 278 AND M.R. 51, PG. 595 10 ' L A N D S C A P E E A S E M E N T 50 ' B . S . L . 30 ' D R A I N A G E E A S E M E N T 30 ' D R A I N A G E E A S E M E N T S 89°42'17" W 883.03' S 0 0 ° 2 0 ' 1 1 " W 6 8 9 . 6 0 ' N 89°42'15" E 948.55' G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G ST S T G G G G 106TH STREET POND 2 T.O.B. ELEV.=890.5 N.P. ELEV.=886.70 100 YR. ELEV.=890.15 BOT. OF POND ELEV.=875.00± POND 1 (DRY) T.O.B. ELEV.=892.00 NORMAL POOL 889.70 100 YR. ELEV.=891.62 BOT. OF POND ELEV.=888.2± 42' WIDE SPILLWAY ELEV=890.20 MIN FPG = 892.50 43' WIDE SPILLWAY ELEV=891.70 MIN FPG = 893.00 Tuesday, March 5, 2019 2:41:47 PM SHEET NO. PROJECT NO. DATE:CHECK: DRAWN: CI V I L E N G I N E E R S LA N D S U R V E Y O R S DE V E L O P M E N T C O N S U L T A N T S GE O T E C H N I C A L EN V I R O N M E N T A L CO N S T R U C T I O N S T A K I N G CO N S T R U C T I O N M A T . T E S T I N G 20 9 E . 1 7 5 t h S t r e e t , S u i t e A W e s t f i e l d , I n d i a n a 4 6 0 7 4 P: 3 1 7 . 3 9 9 . 1 2 1 6 F : 3 1 7 . 6 6 3 . 3 0 4 9 ww w . T E R R A s i t e d e v . c o m P: \ 2 0 1 7 \ 1 7 1 1 0 0 2 _ W e s t b r i d g e _ 1 0 6 t h S t . R e s i d . D e v _ C a r m e l _ 4 S i t e P r o p e r t i e s \ 0 5 C i v i l \ P l a n s \ C A D d w g s \ S H E E T S \ D R A I N A G E B A S I N S . d w g RLD 1711002 2 OF 5 C1.0 42 8 1 W E S T 1 0 6 T H S T R E E T , C A R M E L , I N D I A N A FL O O D R O U T E M A P LLB WE S T B R I D G E IS B G C A P I T A L 52 5 5 S U S 4 2 1 , Z I O N S V I L L E , I N D I A N A 4 6 0 7 7 2018 NOV 02 LEGEND FLOOD ROUTE DIRECTION PROPOSED Conditions Project Summary Westbridge-PUDTitle DNAEngineer Terra Site DevelopmentCompany 3/3/2019Date Notes Page 1 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc THE FOLLOWING IS FOR THE DETENTION STORAGE FOR THE TOWNHOMES, WEST OF EXISTING DITCH. THIS MODEL ALSO INCLUDES A 4-IN DIAMETER ORRIFICE TO CONTROL THE 10-YEAR PEAK DISCHARGE RATE FOR THE SITE. THE 4-IN ORRIFICE IS LOCATED IN THE CONTROL STRUCTURE FOR THE SOUTHWEST POND. SEE PROPOSED SUMMARY #2 FOR DISCHARGES WHEN ORRIFICE IS FORCED TO MINIMUM OF 6-INCHES. 93Outlet Input Data, 2 years (Post-Development 2 year) Composite OutletSW 90Outlet Input Data, 2 years (Post-Development 2 year) Composite OutletNW 89Elevation-Area Volume Curve, 2 years (Post-Development 2 year) SWPond 88Elevation-Area Volume Curve, 2 years (Post-Development 2 year) NWPond 85Time vs. Volume, 100 years (Post-Development 100 year) 82Time vs. Volume, 10 years (Post-Development 10 year) 79Time vs. Volume, 2 years (Post-Development 2 year) SWPond 76Time vs. Volume, 100 years (Post-Development 100 year) 73Time vs. Volume, 10 years (Post-Development 10 year) 70Time vs. Volume, 2 years (Post-Development 2 year) NWPond 67Hydrograph, 100 years (Post-Development 100 year) 64Hydrograph, 10 years (Post-Development 10 year) 61Hydrograph, 2 years (Post-Development 2 year) Outlet-SW 58Hydrograph, 100 years (Post-Development 100 year) 55Hydrograph, 10 years (Post-Development 10 year) 52Hydrograph, 2 years (Post-Development 2 year) Outlet-NW 49Hydrograph, 100 years (Post-Development 100 year) 46Hydrograph, 10 years (Post-Development 10 year) 43Hydrograph, 2 years (Post-Development 2 year) OUT-CC 41Unit Hydrograph Summary, 100 years (Post-Development 100 year) 39Unit Hydrograph Summary, 10 years (Post-Development 10 year) 37Unit Hydrograph Summary, 2 years (Post-Development 2 year) 1bUND 35Unit Hydrograph Summary, 100 years (Post-Development 100 year) 33Unit Hydrograph Summary, 10 years (Post-Development 10 year) 31Unit Hydrograph Summary, 2 years (Post-Development 2 year) 1bDEV 29Unit Hydrograph Summary, 100 years (Post-Development 100 year) 27Unit Hydrograph Summary, 10 years (Post-Development 10 year) 25Unit Hydrograph Summary, 2 years (Post-Development 2 year) 1aUND 23Unit Hydrograph Summary, 100 years (Post-Development 100 year) 21Unit Hydrograph Summary, 10 years (Post-Development 10 year) 19Unit Hydrograph Summary, 2 years (Post-Development 2 year) 1aDev 18Runoff CN-Area, 2 years (Post-Development 2 year) 1bUND 17Runoff CN-Area, 2 years (Post-Development 2 year) 1bDEV 16Runoff CN-Area, 2 years (Post-Development 2 year) 1aUND 15Runoff CN-Area, 2 years (Post-Development 2 year) 1aDev 13Time of Concentration Calculations, 2 years (Post-Development 2 year) 1bUND 11Time of Concentration Calculations, 2 years (Post-Development 2 year) 1bDEV 9Time of Concentration Calculations, 2 years (Post-Development 2 year) 1aUND 7Time of Concentration Calculations, 2 years (Post-Development 2 year) 1aDev 5Master Network Summary 2User Notifications Table of Contents Table of Contents 93Outlet Input Data, 2 years (Post-Development 2 year) Composite OutletSW 90Outlet Input Data, 2 years (Post-Development 2 year) Composite OutletNW 89Elevation-Area Volume Curve, 2 years (Post-Development 2 year) SWPond 88Elevation-Area Volume Curve, 2 years (Post-Development 2 year) NWPond 85Time vs. Volume, 100 years (Post-Development 100 year) 82Time vs. Volume, 10 years (Post-Development 10 year) 79Time vs. Volume, 2 years (Post-Development 2 year) SWPond 76Time vs. Volume, 100 years (Post-Development 100 year) 73Time vs. Volume, 10 years (Post-Development 10 year) 70Time vs. Volume, 2 years (Post-Development 2 year) NWPond 67Hydrograph, 100 years (Post-Development 100 year) 64Hydrograph, 10 years (Post-Development 10 year) 61Hydrograph, 2 years (Post-Development 2 year) Outlet-SW 58Hydrograph, 100 years (Post-Development 100 year) 55Hydrograph, 10 years (Post-Development 10 year) 52Hydrograph, 2 years (Post-Development 2 year) Outlet-NW 49Hydrograph, 100 years (Post-Development 100 year) 46Hydrograph, 10 years (Post-Development 10 year) 43Hydrograph, 2 years (Post-Development 2 year) OUT-CC 41Unit Hydrograph Summary, 100 years (Post-Development 100 year) 39Unit Hydrograph Summary, 10 years (Post-Development 10 year) 37Unit Hydrograph Summary, 2 years (Post-Development 2 year) 1bUND 35Unit Hydrograph Summary, 100 years (Post-Development 100 year) 33Unit Hydrograph Summary, 10 years (Post-Development 10 year) 31Unit Hydrograph Summary, 2 years (Post-Development 2 year)1bDEV 29Unit Hydrograph Summary, 100 years (Post-Development 100year)27Unit Hydrograph Summary, 10 years (Post-Development 10year)25Unit Hydrograph Summary, 2 years (Post-Development 2 year)1aUND 23Unit Hydrograph Summary, 100 years (Post-Development 100year)21Unit Hydrograph Summary, 10 years (Post-Development 10year)19Unit Hydrograph Summary, 2 years (Post-Development 2 year)1aDev 18Runoff CN-Area, 2 years (Post-Development 2 year)1bUND 17Runoff CN-Area, 2 years (Post-Development 2 year)1bDEV 16Runoff CN-Area, 2 years (Post-Development 2 year)1aUND 15Runoff CN-Area, 2 years (Post-Development 2 year)1aDev 13Time of Concentration Calculations, 2 years (Post-Development2 year)1bUND 11Time of Concentration Calculations, 2 years (Post-Development2 year)1bDEV 9Time of Concentration Calculations, 2 years (Post-Development2 year)1aUND 7Time of Concentration Calculations, 2 years (Post-Development2 year)1aDev 5Master Network Summary 2User Notifications Existing Conditions Subsection: User Notifications User Notifications WarningSource Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke= 0.500 . Message (N/A)Time Composite OutletNWLabel 49Element Id Composite Outlet StructureElement Type Post-Development 2 yearScenario 15Message Id WarningSource Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke= 0.500 . Message (N/A)Time Composite OutletNWLabel 49Element Id Composite Outlet StructureElement Type Post-Development 10 yearScenario 15Message Id WarningSource Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke= 0.500 . Message (N/A)Time Composite OutletNWLabel 49Element Id Composite Outlet StructureElement Type Post-Development 100 yearScenario 15Message Id WarningSource Reverse flow conditions encountered for one or more headwater elevations. Calculated reverse flows may be approximate. Message (N/A)Time Composite OutletNWLabel 49Element Id Composite Outlet StructureElement Type Post-Development 2 yearScenario 39Message Id WarningSource Reverse flow conditions encountered for one or more headwater elevations. Calculated reverse flows may be approximate. Message (N/A)Time Composite OutletNWLabel 49Element Id Composite Outlet StructureElement Type Post-Development 10 yearScenario 39Message Id Page 2 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Subsection: User Notifications User Notifications WarningSource Reverse flow conditions encountered for one or more headwater elevations. Calculated reverse flows may be approximate. Message (N/A)Time Composite OutletNWLabel 49Element Id Composite Outlet StructureElement Type Post-Development 100 yearScenario 39Message Id WarningSource Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke= 0.500 . Message (N/A)Time Composite OutletSWLabel 50Element Id Composite Outlet StructureElement Type Post-Development 2 yearScenario 15Message Id WarningSource Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke= 0.500 . Message (N/A)Time Composite OutletSWLabel 50Element Id Composite Outlet StructureElement Type Post-Development 10 yearScenario 15Message Id WarningSource Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke= 0.500 . Message (N/A)Time Composite OutletSWLabel 50Element Id Composite Outlet StructureElement Type Post-Development 100 yearScenario 15Message Id WarningSource Reverse flow conditions encountered for one or more headwater elevations. Calculated reverse flows may be approximate. Message (N/A)Time Composite OutletSWLabel 50Element Id Composite Outlet StructureElement Type Post-Development 2 yearScenario 39Message Id Page 3 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Subsection: User Notifications User Notifications WarningSource Reverse flow conditions encountered for one or more headwater elevations. Calculated reverse flows may be approximate. Message (N/A)Time Composite OutletSWLabel 50Element Id Composite Outlet StructureElement Type Post-Development 10 yearScenario 39Message Id WarningSource Reverse flow conditions encountered for one or more headwater elevations. Calculated reverse flows may be approximate. Message (N/A)Time Composite OutletSWLabel 50Element Id Composite Outlet StructureElement Type Post-Development 100 yearScenario 39Message Id WarningSource The difference between calculated peak flow and interpolated peak flow 1.7 % is greater than 1.5 %. Computed peak flow= 0.69 ft³/s Interp. peak flow= 0.68 ft³/s. Output increment for this catchment may be too large. Message (N/A)Time 1bUNDLabel 42Element Id CatchmentElement Type Post-Development 10 yearScenario 7Message Id Page 4 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Page 5 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 5.4212.1500.5272Post-Development 2 year 1aDev 8.8612.1500.86810Post-Development 10 year 1aDev 16.5812.1501.667100Post-Development 100 year 1aDev 0.0612.3000.0112Post-Development 2 year 1aUND 0.2812.2500.03410Post-Development 10 year 1aUND 1.1012.2000.109100Post-Development 100 year 1aUND 0.1412.2500.0252Post-Development 2 year 1bUND 0.6812.2000.07510Post-Development 10 year 1bUND 2.6412.1500.241100Post-Development 100 year 1bUND 2.4812.2000.2472Post-Development 2 year 1bDEV 4.3212.2000.43110Post-Development 10 year 1bDEV 8.5812.2000.873100Post-Development 100 year 1bDEV Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 0.5021.3500.2972Post-Development 2 year OUT-CC -0.7812.650-0.3862Post-Development 2 year OUT-CC 0.7218.9500.48710Post-Development 10 year OUT-CC -0.6912.650-0.33910Post-Development 10 year OUT-CC 1.7317.8001.473100Post-Development 100 year OUT-CC -0.4710.900-0.275100Post-Development 100 year OUT-CC Pond Summary Existing Conditions Subsection: Master Network Summary Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)5.4612.1500.5382Post- Development 2 year NWPond (IN) 0.192890.581.9912.6000.5222Post- Development 2 year NWPond (OUT) (N/A)(N/A)9.1212.1500.90210Post- Development 10 year NWPond (IN) 0.302890.953.9112.5500.88210Post- Development 10 year NWPond (OUT) (N/A)(N/A)17.6712.1501.776100Post- Development 100 year NWPond (IN) 0.547891.628.5812.5001.741100Post- Development 100 year NWPond (OUT) (N/A)(N/A)3.9212.2500.7952Post- Development 2 year SWPond (IN) 1.005888.590.5021.3500.2972Post- Development 2 year SWPond (OUT) (N/A)(N/A)-0.7812.650-0.3862Post- Development 2 year SWPond (Reverse) (N/A)(N/A)7.6112.2501.38810Post- Development 10 year SWPond (IN) 1.371889.160.7218.9500.48710Post- Development 10 year SWPond (OUT) (N/A)(N/A)-0.6912.650-0.33910Post- Development 10 year SWPond (Reverse) (N/A)(N/A)17.4012.2502.855100Post- Development 100 year SWPond (IN) 2.157890.151.7317.8001.473100Post- Development 100 year SWPond (OUT) (N/A)(N/A)-0.4710.900-0.275100Post- Development 100 year SWPond (Reverse) Page 6 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aDev Return Event: 2 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft150.00Hydraulic Length 0.240Manning's n ft/ft0.010Slope in2.72 Year 24 Hour Depth ft/s0.09Average Velocity hours0.476Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft95.00Hydraulic Length FalseIs Paved? ft/ft0.010Slope ft/s1.61Average Velocity hours0.016Segment Time of Concentration Time of Concentration (Composite) hours0.492Time of Concentration (Composite) Page 7 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aDev Return Event: 2 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 8 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aUND Return Event: 2 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft150.00Hydraulic Length 0.240Manning's n ft/ft0.010Slope in2.72 Year 24 Hour Depth ft/s0.09Average Velocity hours0.476Segment Time of Concentration Time of Concentration (Composite) hours0.476Time of Concentration (Composite) Page 9 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aUND Return Event: 2 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 10 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bDEV Return Event: 2 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft150.00Hydraulic Length 0.240Manning's n ft/ft0.010Slope in2.72 Year 24 Hour Depth ft/s0.09Average Velocity hours0.476Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft95.00Hydraulic Length FalseIs Paved? ft/ft0.010Slope ft/s1.61Average Velocity hours0.016Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²7.9Flow Area ft438.00Hydraulic Length 0.013Manning's n ft/ft0.002Slope ft4.17Wetted Perimeter ft/s6.79Average Velocity hours0.018Segment Time of Concentration Time of Concentration (Composite) hours0.510Time of Concentration (Composite) Page 11 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bDEV Return Event: 2 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 12 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bUND Return Event: 2 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft125.00Hydraulic Length 0.240Manning's n ft/ft0.010Slope in2.72 Year 24 Hour Depth ft/s0.08Average Velocity hours0.411Segment Time of Concentration Time of Concentration (Composite) hours0.411Time of Concentration (Composite) Page 13 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bUND Return Event: 2 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 14 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aDev Return Event: 2 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 89.6000.065.01.20174.000Townhouses-65% imp, USG C 74.0000.00.00.79174.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil C 98.0000.00.01.80698.000Impervious Areas - Paved parking lots, roofs, driveways, Streets and roads - Soil C 90.345(N/A)(N/A)3.798(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 15 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aUND Return Event: 2 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 61.0000.00.00.56961.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 61.000(N/A)(N/A)0.569(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 16 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bDEV Return Event: 2 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 89.6000.065.00.68774.0001/8 ac Townhouses, 65% imp, USG C 98.0000.00.00.61798.000Impervious Areas - Paved parking lots, roofs, driveways, pond, Streets and roads - USG C 74.0000.00.00.86974.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil C 85.747(N/A)(N/A)2.173(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 17 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bUND Return Event: 2 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 61.0000.00.01.25561.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 61.000(N/A)(N/A)1.255(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 18 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aDev Return Event: 2 yearsSubsection: Unit Hydrograph Summary 2 yearStorm Event years2Return Event hours24.000Duration in2.7Depth hours0.492Time of Concentration (Composite) acres3.798Area (User Defined) hours0.066Computational Time Increment hours12.147Time to Peak (Computed) ft³/s5.42Flow (Peak, Computed) hours0.050Output Increment hours12.150Time to Flow (Peak Interpolated Output) ft³/s5.42Flow (Peak Interpolated Output) Drainage Area 90.000SCS CN (Composite) acres3.798Area (User Defined) in1.1Maximum Retention (Pervious) in0.2Maximum Retention (Pervious, 20 percent) Cumulative Runoff in1.7Cumulative Runoff Depth (Pervious) ac-ft0.530Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.527Volume SCS Unit Hydrograph Parameters hours0.492Time of Concentration (Composite) hours0.066Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 19 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aDev Return Event: 2 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s8.74Unit peak, qp hours0.328Unit peak time, Tp hours1.313Unit receding limb, Tr hours1.642Total unit time, Tb Page 20 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1aDev Return Event: 10 yearsSubsection: Unit Hydrograph Summary 10 yearStorm Event years10Return Event hours24.000Duration in3.8Depth hours0.492Time of Concentration (Composite) acres3.798Area (User Defined) hours0.066Computational Time Increment hours12.147Time to Peak (Computed) ft³/s8.86Flow (Peak, Computed) hours0.050Output Increment hours12.150Time to Flow (Peak Interpolated Output) ft³/s8.86Flow (Peak Interpolated Output) Drainage Area 90.000SCS CN (Composite) acres3.798Area (User Defined) in1.1Maximum Retention (Pervious) in0.2Maximum Retention (Pervious, 20 percent) Cumulative Runoff in2.8Cumulative Runoff Depth (Pervious) ac-ft0.873Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.868Volume SCS Unit Hydrograph Parameters hours0.492Time of Concentration (Composite) hours0.066Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 21 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1aDev Return Event: 10 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s8.74Unit peak, qp hours0.328Unit peak time, Tp hours1.313Unit receding limb, Tr hours1.642Total unit time, Tb Page 22 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1aDev Return Event: 100 yearsSubsection: Unit Hydrograph Summary 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.492Time of Concentration (Composite) acres3.798Area (User Defined) hours0.066Computational Time Increment hours12.147Time to Peak (Computed) ft³/s16.60Flow (Peak, Computed) hours0.050Output Increment hours12.150Time to Flow (Peak Interpolated Output) ft³/s16.58Flow (Peak Interpolated Output) Drainage Area 90.000SCS CN (Composite) acres3.798Area (User Defined) in1.1Maximum Retention (Pervious) in0.2Maximum Retention (Pervious, 20 percent) Cumulative Runoff in5.3Cumulative Runoff Depth (Pervious) ac-ft1.676Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft1.667Volume SCS Unit Hydrograph Parameters hours0.492Time of Concentration (Composite) hours0.066Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 23 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1aDev Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s8.74Unit peak, qp hours0.328Unit peak time, Tp hours1.313Unit receding limb, Tr hours1.642Total unit time, Tb Page 24 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aUND Return Event: 2 yearsSubsection: Unit Hydrograph Summary 2 yearStorm Event years2Return Event hours24.000Duration in2.7Depth hours0.476Time of Concentration (Composite) acres0.569Area (User Defined) hours0.063Computational Time Increment hours12.315Time to Peak (Computed) ft³/s0.06Flow (Peak, Computed) hours0.050Output Increment hours12.300Time to Flow (Peak Interpolated Output) ft³/s0.06Flow (Peak Interpolated Output) Drainage Area 61.000SCS CN (Composite) acres0.569Area (User Defined) in6.4Maximum Retention (Pervious) in1.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in0.2Cumulative Runoff Depth (Pervious) ac-ft0.012Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.011Volume SCS Unit Hydrograph Parameters hours0.476Time of Concentration (Composite) hours0.063Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 25 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1aUND Return Event: 2 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s1.35Unit peak, qp hours0.317Unit peak time, Tp hours1.270Unit receding limb, Tr hours1.587Total unit time, Tb Page 26 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1aUND Return Event: 10 yearsSubsection: Unit Hydrograph Summary 10 yearStorm Event years10Return Event hours24.000Duration in3.8Depth hours0.476Time of Concentration (Composite) acres0.569Area (User Defined) hours0.063Computational Time Increment hours12.252Time to Peak (Computed) ft³/s0.28Flow (Peak, Computed) hours0.050Output Increment hours12.250Time to Flow (Peak Interpolated Output) ft³/s0.28Flow (Peak Interpolated Output) Drainage Area 61.000SCS CN (Composite) acres0.569Area (User Defined) in6.4Maximum Retention (Pervious) in1.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in0.7Cumulative Runoff Depth (Pervious) ac-ft0.035Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.034Volume SCS Unit Hydrograph Parameters hours0.476Time of Concentration (Composite) hours0.063Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 27 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1aUND Return Event: 10 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s1.35Unit peak, qp hours0.317Unit peak time, Tp hours1.270Unit receding limb, Tr hours1.587Total unit time, Tb Page 28 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1aUND Return Event: 100 yearsSubsection: Unit Hydrograph Summary 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.476Time of Concentration (Composite) acres0.569Area (User Defined) hours0.063Computational Time Increment hours12.188Time to Peak (Computed) ft³/s1.11Flow (Peak, Computed) hours0.050Output Increment hours12.200Time to Flow (Peak Interpolated Output) ft³/s1.10Flow (Peak Interpolated Output) Drainage Area 61.000SCS CN (Composite) acres0.569Area (User Defined) in6.4Maximum Retention (Pervious) in1.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in2.3Cumulative Runoff Depth (Pervious) ac-ft0.110Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.109Volume SCS Unit Hydrograph Parameters hours0.476Time of Concentration (Composite) hours0.063Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 29 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1aUND Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s1.35Unit peak, qp hours0.317Unit peak time, Tp hours1.270Unit receding limb, Tr hours1.587Total unit time, Tb Page 30 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bDEV Return Event: 2 yearsSubsection: Unit Hydrograph Summary 2 yearStorm Event years2Return Event hours24.000Duration in2.7Depth hours0.510Time of Concentration (Composite) acres2.173Area (User Defined) hours0.068Computational Time Increment hours12.181Time to Peak (Computed) ft³/s2.50Flow (Peak, Computed) hours0.050Output Increment hours12.200Time to Flow (Peak Interpolated Output) ft³/s2.48Flow (Peak Interpolated Output) Drainage Area 86.000SCS CN (Composite) acres2.173Area (User Defined) in1.6Maximum Retention (Pervious) in0.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in1.4Cumulative Runoff Depth (Pervious) ac-ft0.249Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.247Volume SCS Unit Hydrograph Parameters hours0.510Time of Concentration (Composite) hours0.068Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 31 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bDEV Return Event: 2 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s4.82Unit peak, qp hours0.340Unit peak time, Tp hours1.361Unit receding limb, Tr hours1.701Total unit time, Tb Page 32 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1bDEV Return Event: 10 yearsSubsection: Unit Hydrograph Summary 10 yearStorm Event years10Return Event hours24.000Duration in3.8Depth hours0.510Time of Concentration (Composite) acres2.173Area (User Defined) hours0.068Computational Time Increment hours12.181Time to Peak (Computed) ft³/s4.37Flow (Peak, Computed) hours0.050Output Increment hours12.200Time to Flow (Peak Interpolated Output) ft³/s4.32Flow (Peak Interpolated Output) Drainage Area 86.000SCS CN (Composite) acres2.173Area (User Defined) in1.6Maximum Retention (Pervious) in0.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in2.4Cumulative Runoff Depth (Pervious) ac-ft0.433Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.431Volume SCS Unit Hydrograph Parameters hours0.510Time of Concentration (Composite) hours0.068Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 33 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1bDEV Return Event: 10 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s4.82Unit peak, qp hours0.340Unit peak time, Tp hours1.361Unit receding limb, Tr hours1.701Total unit time, Tb Page 34 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1bDEV Return Event: 100 yearsSubsection: Unit Hydrograph Summary 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.510Time of Concentration (Composite) acres2.173Area (User Defined) hours0.068Computational Time Increment hours12.181Time to Peak (Computed) ft³/s8.70Flow (Peak, Computed) hours0.050Output Increment hours12.200Time to Flow (Peak Interpolated Output) ft³/s8.58Flow (Peak Interpolated Output) Drainage Area 86.000SCS CN (Composite) acres2.173Area (User Defined) in1.6Maximum Retention (Pervious) in0.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in4.8Cumulative Runoff Depth (Pervious) ac-ft0.878Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.873Volume SCS Unit Hydrograph Parameters hours0.510Time of Concentration (Composite) hours0.068Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 35 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1bDEV Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s4.82Unit peak, qp hours0.340Unit peak time, Tp hours1.361Unit receding limb, Tr hours1.701Total unit time, Tb Page 36 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bUND Return Event: 2 yearsSubsection: Unit Hydrograph Summary 2 yearStorm Event years2Return Event hours24.000Duration in2.7Depth hours0.411Time of Concentration (Composite) acres1.255Area (User Defined) hours0.055Computational Time Increment hours12.235Time to Peak (Computed) ft³/s0.14Flow (Peak, Computed) hours0.050Output Increment hours12.250Time to Flow (Peak Interpolated Output) ft³/s0.14Flow (Peak Interpolated Output) Drainage Area 61.000SCS CN (Composite) acres1.255Area (User Defined) in6.4Maximum Retention (Pervious) in1.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in0.2Cumulative Runoff Depth (Pervious) ac-ft0.026Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.025Volume SCS Unit Hydrograph Parameters hours0.411Time of Concentration (Composite) hours0.055Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 37 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: 1bUND Return Event: 2 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s3.46Unit peak, qp hours0.274Unit peak time, Tp hours1.097Unit receding limb, Tr hours1.372Total unit time, Tb Page 38 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1bUND Return Event: 10 yearsSubsection: Unit Hydrograph Summary 10 yearStorm Event years10Return Event hours24.000Duration in3.8Depth hours0.411Time of Concentration (Composite) acres1.255Area (User Defined) hours0.055Computational Time Increment hours12.180Time to Peak (Computed) ft³/s0.69Flow (Peak, Computed) hours0.050Output Increment hours12.200Time to Flow (Peak Interpolated Output) ft³/s0.68Flow (Peak Interpolated Output) Drainage Area 61.000SCS CN (Composite) acres1.255Area (User Defined) in6.4Maximum Retention (Pervious) in1.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in0.7Cumulative Runoff Depth (Pervious) ac-ft0.076Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.075Volume SCS Unit Hydrograph Parameters hours0.411Time of Concentration (Composite) hours0.055Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 39 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: 1bUND Return Event: 10 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s3.46Unit peak, qp hours0.274Unit peak time, Tp hours1.097Unit receding limb, Tr hours1.372Total unit time, Tb Page 40 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1bUND Return Event: 100 yearsSubsection: Unit Hydrograph Summary 100 yearStorm Event years100Return Event hours24.000Duration in6.5Depth hours0.411Time of Concentration (Composite) acres1.255Area (User Defined) hours0.055Computational Time Increment hours12.125Time to Peak (Computed) ft³/s2.65Flow (Peak, Computed) hours0.050Output Increment hours12.150Time to Flow (Peak Interpolated Output) ft³/s2.64Flow (Peak Interpolated Output) Drainage Area 61.000SCS CN (Composite) acres1.255Area (User Defined) in6.4Maximum Retention (Pervious) in1.3Maximum Retention (Pervious, 20 percent) Cumulative Runoff in2.3Cumulative Runoff Depth (Pervious) ac-ft0.243Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft0.241Volume SCS Unit Hydrograph Parameters hours0.411Time of Concentration (Composite) hours0.055Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp Page 41 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: 1bUND Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters ft³/s3.46Unit peak, qp hours0.274Unit peak time, Tp hours1.097Unit receding limb, Tr hours1.372Total unit time, Tb Page 42 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: OUT-CC Return Event: 2 yearsSubsection: Hydrograph ft³/s0.50Peak Discharge hours21.350Time to Peak ac-ft-0.089Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 -0.03-0.02-0.02-0.01-0.013.000 -0.06-0.05-0.05-0.04-0.033.250 -0.09-0.08-0.07-0.07-0.063.500 -0.11-0.11-0.10-0.10-0.093.750 -0.15-0.14-0.14-0.13-0.124.000 -0.19-0.18-0.17-0.16-0.164.250 -0.22-0.21-0.21-0.20-0.194.500 -0.26-0.25-0.24-0.24-0.234.750 -0.28-0.27-0.27-0.27-0.265.000 -0.29-0.29-0.29-0.28-0.285.250 -0.31-0.31-0.30-0.30-0.305.500 -0.33-0.32-0.32-0.32-0.315.750 -0.34-0.34-0.33-0.33-0.336.000 -0.35-0.35-0.35-0.35-0.346.250 -0.37-0.37-0.36-0.36-0.366.500 -0.38-0.38-0.38-0.37-0.376.750 -0.39-0.39-0.39-0.39-0.387.000 -0.41-0.40-0.40-0.40-0.407.250 -0.42-0.41-0.41-0.41-0.417.500 -0.43-0.43-0.42-0.42-0.427.750 -0.44-0.44-0.43-0.43-0.438.000 -0.45-0.45-0.45-0.44-0.448.250 -0.46-0.46-0.46-0.45-0.458.500 -0.47-0.47-0.47-0.46-0.468.750 -0.48-0.47-0.47-0.47-0.479.000 Page 43 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: OUT-CC Return Event: 2 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) -0.48-0.48-0.48-0.48-0.489.250 -0.49-0.49-0.49-0.49-0.499.500 -0.50-0.50-0.50-0.50-0.499.750 -0.51-0.50-0.50-0.50-0.5010.000 -0.51-0.51-0.51-0.51-0.5110.250 -0.52-0.52-0.52-0.52-0.5110.500 -0.53-0.52-0.52-0.52-0.5210.750 -0.53-0.53-0.53-0.53-0.5311.000 -0.54-0.54-0.53-0.53-0.5311.250 -0.54-0.54-0.54-0.54-0.5411.500 -0.54-0.54-0.54-0.54-0.5411.750 -0.60-0.58-0.55-0.54-0.5412.000 -0.70-0.68-0.66-0.64-0.6212.250 -0.74-0.78-0.76-0.74-0.7212.500 -0.57-0.61-0.64-0.68-0.7112.750 -0.42-0.44-0.47-0.51-0.5413.000 -0.39-0.40-0.40-0.41-0.4113.250 -0.38-0.38-0.38-0.39-0.3913.500 -0.38-0.38-0.38-0.38-0.3813.750 -0.38-0.38-0.38-0.38-0.3814.000 -0.34-0.35-0.36-0.37-0.3814.250 -0.26-0.28-0.29-0.31-0.3314.500 -0.14-0.17-0.19-0.21-0.2414.750 -0.01-0.04-0.06-0.09-0.1215.000 0.080.060.040.030.0115.250 0.150.130.120.110.0915.500 0.210.200.180.170.1615.750 0.240.240.230.230.2216.000 0.270.270.260.260.2516.250 0.300.290.290.280.2816.500 0.320.320.310.310.3016.750 0.340.340.330.330.3217.000 0.360.350.350.350.3417.250 0.380.370.370.370.3617.500 0.390.390.390.380.3817.750 0.410.400.400.400.4018.000 0.420.420.420.410.4118.250 0.440.430.430.430.4318.500 0.450.450.440.440.4418.750 0.460.460.460.450.4519.000 0.470.470.470.470.4619.250 0.480.480.480.480.4819.500 Page 44 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: OUT-CC Return Event: 2 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.490.490.490.490.4819.750 0.490.490.490.490.4920.000 0.500.500.500.500.5020.250 0.500.500.500.500.5020.500 0.500.500.500.500.5020.750 0.500.500.500.500.5021.000 0.500.500.500.500.5021.250 0.500.500.500.500.5021.500 0.490.490.490.490.4921.750 0.490.490.490.490.4922.000 0.490.490.490.490.4922.250 0.490.490.490.490.4922.500 0.490.490.490.490.4922.750 0.490.490.490.490.4923.000 0.480.480.480.480.4923.250 0.480.480.480.480.4823.500 0.480.480.480.480.4823.750 (N/A)(N/A)(N/A)(N/A)0.4824.000 Page 45 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: OUT-CC Return Event: 10 yearsSubsection: Hydrograph ft³/s0.72Peak Discharge hours18.950Time to Peak ac-ft0.148Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 -0.03-0.02-0.02-0.01-0.013.000 -0.06-0.05-0.05-0.04-0.033.250 -0.09-0.08-0.07-0.07-0.063.500 -0.11-0.11-0.10-0.10-0.093.750 -0.15-0.14-0.14-0.13-0.124.000 -0.19-0.18-0.17-0.16-0.164.250 -0.22-0.21-0.21-0.20-0.194.500 -0.26-0.25-0.24-0.24-0.234.750 -0.28-0.27-0.27-0.27-0.265.000 -0.29-0.29-0.29-0.28-0.285.250 -0.31-0.31-0.30-0.30-0.305.500 -0.33-0.32-0.32-0.32-0.315.750 -0.34-0.34-0.33-0.33-0.336.000 -0.35-0.35-0.35-0.35-0.346.250 -0.37-0.36-0.36-0.36-0.366.500 -0.38-0.38-0.38-0.37-0.376.750 -0.39-0.39-0.39-0.39-0.387.000 -0.40-0.40-0.40-0.40-0.407.250 -0.42-0.41-0.41-0.41-0.417.500 -0.43-0.43-0.42-0.42-0.427.750 -0.44-0.44-0.43-0.43-0.438.000 -0.45-0.45-0.44-0.44-0.448.250 -0.46-0.46-0.45-0.45-0.458.500 -0.47-0.46-0.46-0.46-0.468.750 -0.47-0.47-0.47-0.47-0.479.000 Page 46 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: OUT-CC Return Event: 10 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) -0.48-0.48-0.48-0.48-0.479.250 -0.49-0.48-0.48-0.48-0.489.500 -0.49-0.49-0.49-0.49-0.499.750 -0.50-0.50-0.50-0.49-0.4910.000 -0.50-0.50-0.50-0.50-0.5010.250 -0.51-0.51-0.51-0.51-0.5010.500 -0.51-0.51-0.51-0.51-0.5110.750 -0.52-0.52-0.52-0.51-0.5111.000 -0.52-0.52-0.52-0.52-0.5211.250 -0.52-0.52-0.52-0.52-0.5211.500 -0.52-0.52-0.52-0.52-0.5211.750 -0.55-0.54-0.52-0.51-0.5112.000 -0.62-0.61-0.59-0.58-0.5712.250 -0.65-0.69-0.67-0.66-0.6412.500 -0.49-0.52-0.55-0.58-0.6212.750 -0.38-0.40-0.42-0.44-0.4713.000 -0.35-0.37-0.38-0.38-0.3813.250 -0.13-0.17-0.22-0.26-0.3113.500 0.040.010.00-0.06-0.1013.750 0.170.140.120.090.0714.000 0.230.230.220.200.1914.250 0.270.260.260.250.2414.500 0.340.330.310.290.2814.750 0.410.400.390.370.3615.000 0.470.460.450.440.4215.250 0.520.510.500.490.4815.500 0.560.550.540.530.5315.750 0.590.580.580.570.5616.000 0.620.610.610.600.6016.250 0.640.640.630.630.6216.500 0.660.660.650.650.6516.750 0.670.670.670.670.6617.000 0.690.680.680.680.6817.250 0.700.690.690.690.6917.500 0.700.700.700.700.7017.750 0.710.710.710.710.7118.000 0.710.710.710.710.7118.250 0.710.710.710.710.7118.500 0.720.720.710.710.7118.750 0.710.710.710.710.7219.000 0.710.710.710.710.7119.250 0.710.710.710.710.7119.500 Page 47 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: OUT-CC Return Event: 10 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.700.700.710.710.7119.750 0.690.700.700.700.7020.000 0.690.690.690.690.6920.250 0.670.670.680.680.6820.500 0.650.660.660.660.6720.750 0.640.640.640.650.6521.000 0.620.620.630.630.6321.250 0.600.610.610.610.6221.500 0.580.590.590.590.6021.750 0.590.590.590.590.5922.000 0.580.580.580.580.5922.250 0.580.580.580.580.5822.500 0.580.580.580.580.5822.750 0.580.580.580.580.5823.000 0.580.580.580.580.5823.250 0.580.580.580.580.5823.500 0.580.580.580.580.5823.750 (N/A)(N/A)(N/A)(N/A)0.5824.000 Page 48 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: OUT-CC Return Event: 100 yearsSubsection: Hydrograph ft³/s1.73Peak Discharge hours17.800Time to Peak ac-ft1.198Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 -0.03-0.02-0.02-0.01-0.013.000 -0.06-0.05-0.05-0.04-0.033.250 -0.09-0.08-0.07-0.07-0.063.500 -0.11-0.11-0.10-0.10-0.093.750 -0.15-0.14-0.14-0.13-0.124.000 -0.19-0.18-0.17-0.16-0.164.250 -0.22-0.21-0.21-0.20-0.194.500 -0.26-0.25-0.24-0.24-0.234.750 -0.28-0.27-0.27-0.27-0.265.000 -0.29-0.29-0.29-0.28-0.285.250 -0.31-0.31-0.30-0.30-0.305.500 -0.33-0.32-0.32-0.32-0.315.750 -0.34-0.34-0.33-0.33-0.336.000 -0.35-0.35-0.35-0.34-0.346.250 -0.36-0.36-0.36-0.36-0.356.500 -0.38-0.37-0.37-0.37-0.376.750 -0.39-0.39-0.38-0.38-0.387.000 -0.40-0.40-0.39-0.39-0.397.250 -0.41-0.41-0.40-0.40-0.407.500 -0.42-0.42-0.42-0.41-0.417.750 -0.43-0.42-0.42-0.42-0.428.000 -0.43-0.43-0.43-0.43-0.438.250 -0.44-0.44-0.44-0.43-0.438.500 -0.44-0.44-0.44-0.44-0.448.750 -0.45-0.45-0.45-0.45-0.449.000 Page 49 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: OUT-CC Return Event: 100 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) -0.45-0.45-0.45-0.45-0.459.250 -0.46-0.46-0.46-0.45-0.459.500 -0.46-0.46-0.46-0.46-0.469.750 -0.46-0.46-0.46-0.46-0.4610.000 -0.47-0.47-0.47-0.47-0.4610.250 -0.47-0.47-0.47-0.47-0.4710.500 -0.47-0.47-0.47-0.47-0.4710.750 -0.47-0.47-0.47-0.47-0.4711.000 -0.47-0.47-0.47-0.47-0.4711.250 -0.46-0.46-0.46-0.47-0.4711.500 -0.43-0.44-0.45-0.46-0.4611.750 -0.44-0.43-0.41-0.41-0.4212.000 -0.32-0.37-0.43-0.46-0.4612.250 0.400.240.130.01-0.1712.500 0.990.900.790.670.5412.750 1.281.241.211.151.0813.000 1.391.371.351.331.3013.250 1.481.471.451.431.4113.500 1.541.531.521.501.4913.750 1.581.571.561.551.5414.000 1.611.601.601.591.5814.250 1.631.631.631.621.6114.500 1.661.651.651.641.6414.750 1.671.671.671.661.6615.000 1.691.681.681.681.6815.250 1.701.691.691.691.6915.500 1.701.701.701.701.7015.750 1.711.711.711.711.7116.000 1.721.711.711.711.7116.250 1.721.721.721.721.7216.500 1.721.721.721.721.7216.750 1.721.721.721.721.7217.000 1.721.721.721.721.7217.250 1.731.731.721.721.7217.500 1.721.721.731.731.7317.750 1.721.721.721.721.7218.000 1.721.721.721.721.7218.250 1.721.721.721.721.7218.500 1.711.721.721.721.7218.750 1.701.711.711.711.7119.000 1.691.691.701.701.7019.250 1.681.681.691.691.6919.500 Page 50 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: OUT-CC Return Event: 100 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 1.661.671.671.671.6819.750 1.651.651.651.661.6620.000 1.631.631.641.641.6420.250 1.611.621.621.621.6320.500 1.601.601.601.611.6120.750 1.581.581.591.591.5921.000 1.561.571.571.571.5821.250 1.551.551.551.561.5621.500 1.531.531.541.541.5421.750 1.511.521.521.521.5322.000 1.481.491.491.501.5022.250 1.451.461.461.471.4822.500 1.431.431.441.441.4522.750 1.401.411.411.421.4223.000 1.371.381.381.391.4023.250 1.351.351.361.361.3723.500 1.321.331.331.341.3423.750 (N/A)(N/A)(N/A)(N/A)1.3224.000 Page 51 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Outlet-NW Return Event: 2 yearsSubsection: Hydrograph ft³/s1.99Peak Discharge hours12.600Time to Peak ac-ft0.522Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 0.000.000.000.000.003.000 0.000.000.000.000.003.250 0.000.000.000.000.003.500 0.000.000.000.000.003.750 0.000.000.000.000.004.000 0.000.000.000.000.004.250 0.000.000.000.000.004.500 0.000.000.000.000.004.750 0.000.000.000.000.005.000 0.000.000.000.000.005.250 0.000.000.000.000.005.500 0.000.000.000.000.005.750 0.000.000.000.000.006.000 0.000.000.000.000.006.250 0.000.000.000.000.006.500 0.000.000.000.000.006.750 0.000.000.000.000.007.000 0.000.000.000.000.007.250 0.000.000.000.000.007.500 0.000.000.000.000.007.750 0.010.010.010.010.018.000 0.010.010.010.010.018.250 0.010.010.010.010.018.500 0.010.010.010.010.018.750 0.020.020.020.020.029.000 Page 52 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Outlet-NW Return Event: 2 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.020.020.020.020.029.250 0.030.030.030.030.029.500 0.030.030.030.030.039.750 0.050.040.040.040.0310.000 0.070.060.060.050.0510.250 0.090.080.080.070.0710.500 0.110.110.100.100.0910.750 0.150.140.130.120.1211.000 0.210.190.180.170.1611.250 0.290.270.250.230.2211.500 0.460.400.360.330.3011.750 1.180.990.820.670.5512.000 1.891.801.681.541.3712.250 1.971.981.991.981.9512.500 1.781.831.871.911.9412.750 1.561.601.641.681.7313.000 1.351.391.431.471.5113.250 1.181.221.251.281.3213.500 1.041.071.091.121.1513.750 0.920.940.960.991.0114.000 0.820.840.860.880.9014.250 0.730.750.770.780.8014.500 0.670.680.690.700.7214.750 0.610.620.630.640.6515.000 0.560.570.580.590.6015.250 0.510.520.530.540.5515.500 0.480.480.490.500.5115.750 0.440.450.460.460.4716.000 0.420.420.430.430.4416.250 0.390.390.400.400.4116.500 0.370.370.370.380.3816.750 0.340.350.350.360.3617.000 0.320.330.330.340.3417.250 0.310.310.310.320.3217.500 0.290.290.300.300.3017.750 0.260.270.280.290.2918.000 0.240.240.250.250.2618.250 0.220.220.220.230.2318.500 0.200.200.210.210.2118.750 0.190.190.190.190.2019.000 0.170.180.180.180.1819.250 0.170.170.170.170.1719.500 Page 53 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Outlet-NW Return Event: 2 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.160.160.160.160.1619.750 0.150.150.150.150.1620.000 0.140.140.150.150.1520.250 0.140.140.140.140.1420.500 0.130.130.130.140.1420.750 0.130.130.130.130.1321.000 0.130.130.130.130.1321.250 0.130.130.130.130.1321.500 0.120.120.130.130.1321.750 0.120.120.120.120.1222.000 0.120.120.120.120.1222.250 0.120.120.120.120.1222.500 0.120.120.120.120.1222.750 0.120.120.120.120.1223.000 0.120.120.120.120.1223.250 0.120.120.120.120.1223.500 0.110.110.110.110.1123.750 (N/A)(N/A)(N/A)(N/A)0.1124.000 Page 54 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: Outlet-NW Return Event: 10 yearsSubsection: Hydrograph ft³/s3.91Peak Discharge hours12.550Time to Peak ac-ft0.882Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 0.000.000.000.000.003.000 0.000.000.000.000.003.250 0.000.000.000.000.003.500 0.000.000.000.000.003.750 0.000.000.000.000.004.000 0.000.000.000.000.004.250 0.000.000.000.000.004.500 0.000.000.000.000.004.750 0.000.000.000.000.005.000 0.000.000.000.000.005.250 0.000.000.000.000.005.500 0.000.000.000.000.005.750 0.010.000.000.000.006.000 0.010.010.010.010.016.250 0.010.010.010.010.016.500 0.010.010.010.010.016.750 0.020.020.020.010.017.000 0.020.020.020.020.027.250 0.020.020.020.020.027.500 0.030.030.030.030.037.750 0.030.030.030.030.038.000 0.050.050.040.040.048.250 0.060.060.060.050.058.500 0.080.070.070.070.078.750 0.100.090.090.080.089.000 Page 55 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: Outlet-NW Return Event: 10 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.110.110.110.100.109.250 0.130.130.120.120.129.500 0.160.150.150.140.149.750 0.190.180.170.170.1610.000 0.220.210.200.200.1910.250 0.260.250.240.230.2210.500 0.290.290.280.270.2710.750 0.320.320.310.300.3011.000 0.370.360.350.340.3311.250 0.440.420.400.390.3811.500 0.810.670.580.510.4711.750 2.381.981.581.261.0012.000 3.833.703.493.192.8012.250 3.743.823.883.913.9012.500 3.183.303.423.543.6512.750 2.582.702.812.933.0613.000 2.172.242.322.402.4813.250 1.831.891.962.032.1013.500 1.571.611.661.711.7713.750 1.361.401.441.481.5214.000 1.201.231.261.291.3214.250 1.061.091.111.141.1714.500 0.960.970.991.021.0414.750 0.870.880.900.920.9415.000 0.790.810.820.840.8515.250 0.720.740.750.760.7815.500 0.670.680.690.700.7115.750 0.630.630.640.650.6616.000 0.580.590.600.610.6216.250 0.540.550.560.570.5716.500 0.510.520.520.530.5416.750 0.480.490.490.500.5017.000 0.460.460.470.470.4817.250 0.440.440.440.450.4517.500 0.420.420.420.430.4317.750 0.400.400.410.410.4118.000 0.380.380.390.390.3918.250 0.370.370.370.370.3818.500 0.350.350.360.360.3618.750 0.340.340.340.340.3519.000 0.320.320.330.330.3319.250 0.310.310.310.320.3219.500 Page 56 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: Outlet-NW Return Event: 10 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.300.300.300.300.3119.750 0.280.290.290.290.2920.000 0.260.260.270.270.2820.250 0.240.240.250.250.2520.500 0.220.230.230.230.2320.750 0.210.210.220.220.2221.000 0.200.210.210.210.2121.250 0.200.200.200.200.2021.500 0.190.190.200.200.2021.750 0.190.190.190.190.1922.000 0.190.190.190.190.1922.250 0.180.180.180.190.1922.500 0.180.180.180.180.1822.750 0.180.180.180.180.1823.000 0.180.180.180.180.1823.250 0.170.180.180.180.1823.500 0.170.170.170.170.1723.750 (N/A)(N/A)(N/A)(N/A)0.1724.000 Page 57 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: Outlet-NW Return Event: 100 yearsSubsection: Hydrograph ft³/s8.58Peak Discharge hours12.500Time to Peak ac-ft1.741Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 0.000.000.000.000.003.000 0.000.000.000.000.003.250 0.000.000.000.000.003.500 0.000.000.000.000.003.750 0.010.000.000.000.004.000 0.010.010.010.010.014.250 0.010.010.010.010.014.500 0.020.020.020.010.014.750 0.020.020.020.020.025.000 0.030.030.030.030.025.250 0.040.030.030.030.035.500 0.060.050.050.050.045.750 0.070.070.070.060.066.000 0.090.090.090.080.086.250 0.110.110.100.100.106.500 0.130.120.120.120.116.750 0.150.150.140.140.137.000 0.170.170.170.160.167.250 0.200.190.190.180.187.500 0.220.210.210.200.207.750 0.240.230.230.220.228.000 0.260.250.250.240.248.250 0.280.280.270.270.268.500 0.300.290.290.290.298.750 0.320.310.310.300.309.000 Page 58 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: Outlet-NW Return Event: 100 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.340.330.330.320.329.250 0.360.350.350.350.349.500 0.380.380.370.370.369.750 0.410.410.400.390.3910.000 0.450.440.430.430.4210.250 0.500.480.470.470.4610.500 0.570.550.540.520.5110.750 0.660.640.620.600.5811.000 0.790.750.720.700.6811.250 1.010.950.900.860.8211.500 2.091.681.421.231.1011.750 5.985.064.323.472.6512.000 8.568.398.077.566.8512.250 7.918.158.368.518.5812.500 6.446.747.047.347.6312.750 5.115.305.575.856.1413.000 4.274.424.594.764.9313.250 3.413.573.743.914.1013.500 2.742.862.983.123.2613.750 2.282.352.432.512.6214.000 1.952.012.072.142.2114.250 1.671.721.781.831.8914.500 1.471.511.541.581.6314.750 1.311.341.371.401.4415.000 1.181.211.231.261.2815.250 1.081.101.121.141.1615.500 0.991.011.021.041.0615.750 0.920.930.950.960.9816.000 0.870.880.890.900.9116.250 0.820.830.840.850.8616.500 0.780.790.800.800.8116.750 0.760.760.770.770.7817.000 0.730.740.750.760.7617.250 0.700.710.710.720.7217.500 0.680.680.680.690.6917.750 0.660.660.660.670.6718.000 0.640.640.650.650.6518.250 0.630.630.630.630.6418.500 0.620.620.620.620.6218.750 0.600.600.610.610.6219.000 0.580.580.580.590.5919.250 0.560.560.560.570.5719.500 Page 59 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: Outlet-NW Return Event: 100 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.540.540.550.550.5519.750 0.520.530.530.540.5420.000 0.500.500.510.510.5220.250 0.480.480.490.490.4920.500 0.460.460.470.470.4720.750 0.450.450.450.460.4621.000 0.430.440.440.440.4521.250 0.420.420.430.430.4321.500 0.410.410.420.420.4221.750 0.400.400.400.410.4122.000 0.390.390.390.400.4022.250 0.380.380.380.390.3922.500 0.370.370.380.380.3822.750 0.360.370.370.370.3723.000 0.360.360.360.360.3623.250 0.350.350.350.350.3623.500 0.340.340.350.350.3523.750 (N/A)(N/A)(N/A)(N/A)0.3424.000 Page 60 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Outlet-SW Return Event: 2 yearsSubsection: Hydrograph ft³/s0.50Peak Discharge hours21.350Time to Peak ac-ft-0.090Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 -0.03-0.02-0.02-0.01-0.013.000 -0.06-0.05-0.05-0.04-0.033.250 -0.09-0.08-0.07-0.07-0.063.500 -0.11-0.11-0.10-0.10-0.093.750 -0.15-0.14-0.14-0.13-0.124.000 -0.19-0.18-0.17-0.16-0.164.250 -0.22-0.21-0.21-0.20-0.194.500 -0.26-0.25-0.24-0.24-0.234.750 -0.28-0.27-0.27-0.27-0.265.000 -0.29-0.29-0.29-0.28-0.285.250 -0.31-0.31-0.30-0.30-0.305.500 -0.33-0.32-0.32-0.32-0.315.750 -0.34-0.34-0.33-0.33-0.336.000 -0.35-0.35-0.35-0.35-0.346.250 -0.37-0.37-0.36-0.36-0.366.500 -0.38-0.38-0.38-0.37-0.376.750 -0.39-0.39-0.39-0.39-0.387.000 -0.41-0.40-0.40-0.40-0.407.250 -0.42-0.41-0.41-0.41-0.417.500 -0.43-0.43-0.42-0.42-0.427.750 -0.44-0.44-0.43-0.43-0.438.000 -0.45-0.45-0.45-0.44-0.448.250 -0.46-0.46-0.46-0.45-0.458.500 -0.47-0.47-0.47-0.46-0.468.750 -0.48-0.47-0.47-0.47-0.479.000 Page 61 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Outlet-SW Return Event: 2 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) -0.48-0.48-0.48-0.48-0.489.250 -0.49-0.49-0.49-0.49-0.499.500 -0.50-0.50-0.50-0.50-0.499.750 -0.51-0.50-0.50-0.50-0.5010.000 -0.51-0.51-0.51-0.51-0.5110.250 -0.52-0.52-0.52-0.52-0.5110.500 -0.53-0.52-0.52-0.52-0.5210.750 -0.53-0.53-0.53-0.53-0.5311.000 -0.54-0.54-0.53-0.53-0.5311.250 -0.54-0.54-0.54-0.54-0.5411.500 -0.54-0.54-0.54-0.54-0.5411.750 -0.60-0.58-0.55-0.54-0.5412.000 -0.70-0.68-0.66-0.64-0.6212.250 -0.74-0.78-0.76-0.74-0.7212.500 -0.57-0.61-0.64-0.68-0.7112.750 -0.42-0.44-0.47-0.51-0.5413.000 -0.39-0.40-0.40-0.41-0.4113.250 -0.38-0.38-0.38-0.39-0.3913.500 -0.38-0.38-0.38-0.38-0.3813.750 -0.38-0.38-0.38-0.38-0.3814.000 -0.34-0.35-0.36-0.37-0.3814.250 -0.26-0.28-0.29-0.31-0.3314.500 -0.14-0.17-0.19-0.21-0.2414.750 -0.01-0.04-0.06-0.09-0.1215.000 0.080.060.040.030.0115.250 0.150.130.120.110.0915.500 0.210.200.180.170.1615.750 0.240.240.230.230.2216.000 0.270.270.260.260.2516.250 0.300.290.290.280.2816.500 0.320.320.310.310.3016.750 0.340.340.330.330.3217.000 0.360.350.350.350.3417.250 0.380.370.370.370.3617.500 0.390.390.390.380.3817.750 0.410.400.400.400.4018.000 0.420.420.420.410.4118.250 0.440.430.430.430.4318.500 0.450.450.440.440.4418.750 0.460.460.460.450.4519.000 0.470.470.470.470.4619.250 0.480.480.480.480.4819.500 Page 62 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Outlet-SW Return Event: 2 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.490.490.490.490.4819.750 0.490.490.490.490.4920.000 0.500.500.500.500.5020.250 0.500.500.500.500.5020.500 0.500.500.500.500.5020.750 0.500.500.500.500.5021.000 0.500.500.500.500.5021.250 0.500.500.500.500.5021.500 0.490.490.490.490.4921.750 0.490.490.490.490.4922.000 0.490.490.490.490.4922.250 0.490.490.490.490.4922.500 0.490.490.490.490.4922.750 0.490.490.490.490.4923.000 0.480.480.480.480.4923.250 0.480.480.480.480.4823.500 0.480.480.480.480.4823.750 (N/A)(N/A)(N/A)(N/A)0.0024.000 Page 63 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: Outlet-SW Return Event: 10 yearsSubsection: Hydrograph ft³/s0.72Peak Discharge hours18.950Time to Peak ac-ft0.147Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 -0.03-0.02-0.02-0.01-0.013.000 -0.06-0.05-0.05-0.04-0.033.250 -0.09-0.08-0.07-0.07-0.063.500 -0.11-0.11-0.10-0.10-0.093.750 -0.15-0.14-0.14-0.13-0.124.000 -0.19-0.18-0.17-0.16-0.164.250 -0.22-0.21-0.21-0.20-0.194.500 -0.26-0.25-0.24-0.24-0.234.750 -0.28-0.27-0.27-0.27-0.265.000 -0.29-0.29-0.29-0.28-0.285.250 -0.31-0.31-0.30-0.30-0.305.500 -0.33-0.32-0.32-0.32-0.315.750 -0.34-0.34-0.33-0.33-0.336.000 -0.35-0.35-0.35-0.35-0.346.250 -0.37-0.36-0.36-0.36-0.366.500 -0.38-0.38-0.38-0.37-0.376.750 -0.39-0.39-0.39-0.39-0.387.000 -0.40-0.40-0.40-0.40-0.407.250 -0.42-0.41-0.41-0.41-0.417.500 -0.43-0.43-0.42-0.42-0.427.750 -0.44-0.44-0.43-0.43-0.438.000 -0.45-0.45-0.44-0.44-0.448.250 -0.46-0.46-0.45-0.45-0.458.500 -0.47-0.46-0.46-0.46-0.468.750 -0.47-0.47-0.47-0.47-0.479.000 Page 64 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: Outlet-SW Return Event: 10 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) -0.48-0.48-0.48-0.48-0.479.250 -0.49-0.48-0.48-0.48-0.489.500 -0.49-0.49-0.49-0.49-0.499.750 -0.50-0.50-0.50-0.49-0.4910.000 -0.50-0.50-0.50-0.50-0.5010.250 -0.51-0.51-0.51-0.51-0.5010.500 -0.51-0.51-0.51-0.51-0.5110.750 -0.52-0.52-0.52-0.51-0.5111.000 -0.52-0.52-0.52-0.52-0.5211.250 -0.52-0.52-0.52-0.52-0.5211.500 -0.52-0.52-0.52-0.52-0.5211.750 -0.55-0.54-0.52-0.51-0.5112.000 -0.62-0.61-0.59-0.58-0.5712.250 -0.65-0.69-0.67-0.66-0.6412.500 -0.49-0.52-0.55-0.58-0.6212.750 -0.38-0.40-0.42-0.44-0.4713.000 -0.35-0.37-0.38-0.38-0.3813.250 -0.13-0.17-0.22-0.26-0.3113.500 0.040.010.00-0.06-0.1013.750 0.170.140.120.090.0714.000 0.230.230.220.200.1914.250 0.270.260.260.250.2414.500 0.340.330.310.290.2814.750 0.410.400.390.370.3615.000 0.470.460.450.440.4215.250 0.520.510.500.490.4815.500 0.560.550.540.530.5315.750 0.590.580.580.570.5616.000 0.620.610.610.600.6016.250 0.640.640.630.630.6216.500 0.660.660.650.650.6516.750 0.670.670.670.670.6617.000 0.690.680.680.680.6817.250 0.700.690.690.690.6917.500 0.700.700.700.700.7017.750 0.710.710.710.710.7118.000 0.710.710.710.710.7118.250 0.710.710.710.710.7118.500 0.720.720.710.710.7118.750 0.710.710.710.710.7219.000 0.710.710.710.710.7119.250 0.710.710.710.710.7119.500 Page 65 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: Outlet-SW Return Event: 10 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.700.700.710.710.7119.750 0.690.700.700.700.7020.000 0.690.690.690.690.6920.250 0.670.670.680.680.6820.500 0.650.660.660.660.6720.750 0.640.640.640.650.6521.000 0.620.620.630.630.6321.250 0.600.610.610.610.6221.500 0.580.590.590.590.6021.750 0.590.590.590.590.5922.000 0.580.580.580.580.5922.250 0.580.580.580.580.5822.500 0.580.580.580.580.5822.750 0.580.580.580.580.5823.000 0.580.580.580.580.5823.250 0.580.580.580.580.5823.500 0.580.580.580.580.5823.750 (N/A)(N/A)(N/A)(N/A)0.0024.000 Page 66 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: Outlet-SW Return Event: 100 yearsSubsection: Hydrograph ft³/s1.73Peak Discharge hours17.800Time to Peak ac-ft1.196Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 0.000.000.000.000.000.000 0.000.000.000.000.000.250 0.000.000.000.000.000.500 0.000.000.000.000.000.750 0.000.000.000.000.001.000 0.000.000.000.000.001.250 0.000.000.000.000.001.500 0.000.000.000.000.001.750 0.000.000.000.000.002.000 0.000.000.000.000.002.250 0.000.000.000.000.002.500 0.000.000.000.000.002.750 -0.03-0.02-0.02-0.01-0.013.000 -0.06-0.05-0.05-0.04-0.033.250 -0.09-0.08-0.07-0.07-0.063.500 -0.11-0.11-0.10-0.10-0.093.750 -0.15-0.14-0.14-0.13-0.124.000 -0.19-0.18-0.17-0.16-0.164.250 -0.22-0.21-0.21-0.20-0.194.500 -0.26-0.25-0.24-0.24-0.234.750 -0.28-0.27-0.27-0.27-0.265.000 -0.29-0.29-0.29-0.28-0.285.250 -0.31-0.31-0.30-0.30-0.305.500 -0.33-0.32-0.32-0.32-0.315.750 -0.34-0.34-0.33-0.33-0.336.000 -0.35-0.35-0.35-0.34-0.346.250 -0.36-0.36-0.36-0.36-0.356.500 -0.38-0.37-0.37-0.37-0.376.750 -0.39-0.39-0.38-0.38-0.387.000 -0.40-0.40-0.39-0.39-0.397.250 -0.41-0.41-0.40-0.40-0.407.500 -0.42-0.42-0.42-0.41-0.417.750 -0.43-0.42-0.42-0.42-0.428.000 -0.43-0.43-0.43-0.43-0.438.250 -0.44-0.44-0.44-0.43-0.438.500 -0.44-0.44-0.44-0.44-0.448.750 -0.45-0.45-0.45-0.45-0.449.000 Page 67 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: Outlet-SW Return Event: 100 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) -0.45-0.45-0.45-0.45-0.459.250 -0.46-0.46-0.46-0.45-0.459.500 -0.46-0.46-0.46-0.46-0.469.750 -0.46-0.46-0.46-0.46-0.4610.000 -0.47-0.47-0.47-0.47-0.4610.250 -0.47-0.47-0.47-0.47-0.4710.500 -0.47-0.47-0.47-0.47-0.4710.750 -0.47-0.47-0.47-0.47-0.4711.000 -0.47-0.47-0.47-0.47-0.4711.250 -0.46-0.46-0.46-0.47-0.4711.500 -0.43-0.44-0.45-0.46-0.4611.750 -0.44-0.43-0.41-0.41-0.4212.000 -0.32-0.37-0.43-0.46-0.4612.250 0.400.240.130.01-0.1712.500 0.990.900.790.670.5412.750 1.281.241.211.151.0813.000 1.391.371.351.331.3013.250 1.481.471.451.431.4113.500 1.541.531.521.501.4913.750 1.581.571.561.551.5414.000 1.611.601.601.591.5814.250 1.631.631.631.621.6114.500 1.661.651.651.641.6414.750 1.671.671.671.661.6615.000 1.691.681.681.681.6815.250 1.701.691.691.691.6915.500 1.701.701.701.701.7015.750 1.711.711.711.711.7116.000 1.721.711.711.711.7116.250 1.721.721.721.721.7216.500 1.721.721.721.721.7216.750 1.721.721.721.721.7217.000 1.721.721.721.721.7217.250 1.731.731.721.721.7217.500 1.721.721.731.731.7317.750 1.721.721.721.721.7218.000 1.721.721.721.721.7218.250 1.721.721.721.721.7218.500 1.711.721.721.721.7218.750 1.701.711.711.711.7119.000 1.691.691.701.701.7019.250 1.681.681.691.691.6919.500 Page 68 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: Outlet-SW Return Event: 100 yearsSubsection: Hydrograph HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 0.050 hours Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (hours) 1.661.671.671.671.6819.750 1.651.651.651.661.6620.000 1.631.631.641.641.6420.250 1.611.621.621.621.6320.500 1.601.601.601.611.6120.750 1.581.581.591.591.5921.000 1.561.571.571.571.5821.250 1.551.551.551.561.5621.500 1.531.531.541.541.5421.750 1.511.521.521.521.5322.000 1.481.491.491.501.5022.250 1.451.461.461.471.4822.500 1.431.431.441.441.4522.750 1.401.411.411.421.4223.000 1.371.381.381.391.4023.250 1.351.351.361.361.3723.500 1.321.331.331.341.3423.750 (N/A)(N/A)(N/A)(N/A)0.0024.000 Page 69 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: NWPond Return Event: 2 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0000.0000.0000.0000.0003.250 0.0000.0000.0000.0000.0003.500 0.0000.0000.0000.0000.0003.750 0.0000.0000.0000.0000.0004.000 0.0000.0000.0000.0000.0004.250 0.0000.0000.0000.0000.0004.500 0.0000.0000.0000.0000.0004.750 0.0000.0000.0000.0000.0005.000 0.0000.0000.0000.0000.0005.250 0.0000.0000.0000.0000.0005.500 0.0000.0000.0000.0000.0005.750 0.0000.0000.0000.0000.0006.000 0.0000.0000.0000.0000.0006.250 0.0000.0000.0000.0000.0006.500 0.0000.0000.0000.0000.0006.750 0.0000.0000.0000.0000.0007.000 0.0010.0000.0000.0000.0007.250 0.0010.0010.0010.0010.0017.500 0.0010.0010.0010.0010.0017.750 0.0020.0020.0010.0010.0018.000 0.0020.0020.0020.0020.0028.250 0.0030.0030.0030.0020.0028.500 0.0040.0030.0030.0030.0038.750 0.0050.0040.0040.0040.0049.000 0.0060.0060.0050.0050.0059.250 0.0070.0070.0060.0060.0069.500 0.0080.0080.0080.0070.0079.750 Page 70 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: NWPond Return Event: 2 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0100.0100.0090.0090.00910.000 0.0110.0110.0110.0100.01010.250 0.0130.0130.0120.0120.01210.500 0.0150.0150.0150.0140.01410.750 0.0180.0180.0170.0160.01611.000 0.0210.0210.0200.0190.01911.250 0.0270.0250.0240.0230.02211.500 0.0510.0430.0360.0320.02911.750 0.1290.1120.0940.0770.06312.000 0.1850.1790.1710.1590.14512.250 0.1910.1920.1920.1910.18912.500 0.1780.1810.1840.1870.18912.750 0.1610.1640.1680.1710.17513.000 0.1440.1470.1510.1540.15713.250 0.1290.1320.1350.1380.14113.500 0.1160.1180.1210.1240.12613.750 0.1040.1060.1090.1110.11314.000 0.0940.0960.0980.1000.10214.250 0.0850.0870.0880.0900.09214.500 0.0770.0790.0800.0820.08314.750 0.0700.0720.0730.0740.07615.000 0.0640.0650.0670.0680.06915.250 0.0590.0600.0610.0620.06315.500 0.0540.0550.0560.0570.05815.750 0.0490.0500.0510.0520.05316.000 0.0450.0460.0470.0480.04816.250 0.0410.0420.0430.0430.04416.500 0.0380.0380.0390.0400.04016.750 0.0350.0350.0360.0360.03717.000 0.0320.0320.0330.0330.03417.250 0.0290.0300.0300.0310.03117.500 0.0270.0270.0280.0280.02917.750 0.0250.0250.0260.0260.02618.000 0.0230.0240.0240.0240.02418.250 0.0220.0220.0220.0230.02318.500 0.0210.0210.0210.0220.02218.750 0.0200.0210.0210.0210.02119.000 0.0200.0200.0200.0200.02019.250 0.0190.0190.0190.0200.02019.500 0.0190.0190.0190.0190.01919.750 0.0180.0180.0190.0190.01920.000 Page 71 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: NWPond Return Event: 2 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0180.0180.0180.0180.01820.250 0.0180.0180.0180.0180.01820.500 0.0170.0170.0180.0180.01820.750 0.0170.0170.0170.0170.01721.000 0.0170.0170.0170.0170.01721.250 0.0170.0170.0170.0170.01721.500 0.0170.0170.0170.0170.01721.750 0.0170.0170.0170.0170.01722.000 0.0160.0170.0170.0170.01722.250 0.0160.0160.0160.0160.01622.500 0.0160.0160.0160.0160.01622.750 0.0160.0160.0160.0160.01623.000 0.0160.0160.0160.0160.01623.250 0.0160.0160.0160.0160.01623.500 0.0160.0160.0160.0160.01623.750 (N/A)(N/A)(N/A)(N/A)0.01624.000 Page 72 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: NWPond Return Event: 10 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0000.0000.0000.0000.0003.250 0.0000.0000.0000.0000.0003.500 0.0000.0000.0000.0000.0003.750 0.0000.0000.0000.0000.0004.000 0.0000.0000.0000.0000.0004.250 0.0000.0000.0000.0000.0004.500 0.0000.0000.0000.0000.0004.750 0.0000.0000.0000.0000.0005.000 0.0000.0000.0000.0000.0005.250 0.0000.0000.0000.0000.0005.500 0.0010.0010.0010.0010.0005.750 0.0010.0010.0010.0010.0016.000 0.0020.0020.0020.0010.0016.250 0.0020.0020.0020.0020.0026.500 0.0030.0030.0030.0030.0036.750 0.0040.0040.0040.0040.0037.000 0.0050.0050.0050.0050.0047.250 0.0060.0060.0060.0060.0057.500 0.0070.0070.0070.0070.0067.750 0.0090.0080.0080.0080.0088.000 0.0100.0100.0090.0090.0098.250 0.0110.0110.0110.0100.0108.500 0.0130.0120.0120.0120.0118.750 0.0140.0140.0130.0130.0139.000 0.0160.0150.0150.0150.0149.250 0.0170.0170.0170.0160.0169.500 0.0190.0190.0180.0180.0189.750 Page 73 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: NWPond Return Event: 10 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0200.0200.0200.0190.01910.000 0.0220.0220.0210.0210.02110.250 0.0240.0240.0230.0230.02310.500 0.0270.0270.0260.0250.02510.750 0.0310.0300.0290.0290.02811.000 0.0380.0360.0350.0340.03211.250 0.0490.0460.0430.0410.03911.500 0.0930.0780.0670.0590.05311.750 0.2190.1920.1630.1360.11312.000 0.2980.2910.2800.2640.24412.250 0.2930.2970.3000.3020.30112.500 0.2640.2700.2760.2830.28812.750 0.2320.2380.2440.2510.25713.000 0.2050.2100.2150.2210.22713.250 0.1810.1860.1900.1950.20013.500 0.1620.1650.1690.1730.17713.750 0.1450.1480.1510.1550.15814.000 0.1300.1330.1360.1390.14214.250 0.1180.1210.1230.1250.12814.500 0.1080.1100.1120.1140.11614.750 0.0990.1010.1020.1040.10615.000 0.0910.0930.0940.0960.09715.250 0.0840.0850.0870.0880.09015.500 0.0780.0790.0800.0820.08315.750 0.0720.0730.0740.0760.07716.000 0.0670.0680.0690.0700.07116.250 0.0620.0630.0640.0650.06616.500 0.0580.0590.0600.0610.06116.750 0.0540.0550.0560.0570.05717.000 0.0510.0520.0520.0530.05417.250 0.0480.0490.0490.0500.05017.500 0.0450.0460.0460.0470.04717.750 0.0420.0430.0440.0440.04518.000 0.0400.0400.0410.0410.04218.250 0.0380.0380.0390.0390.04018.500 0.0350.0360.0360.0370.03718.750 0.0330.0340.0340.0350.03519.000 0.0310.0320.0320.0330.03319.250 0.0290.0300.0300.0310.03119.500 0.0280.0280.0280.0290.02919.750 0.0260.0260.0270.0270.02720.000 Page 74 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: NWPond Return Event: 10 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0240.0250.0250.0250.02620.250 0.0230.0240.0240.0240.02420.500 0.0220.0230.0230.0230.02320.750 0.0220.0220.0220.0220.02221.000 0.0210.0220.0220.0220.02221.250 0.0210.0210.0210.0210.02121.500 0.0210.0210.0210.0210.02121.750 0.0210.0210.0210.0210.02122.000 0.0200.0200.0210.0210.02122.250 0.0200.0200.0200.0200.02022.500 0.0200.0200.0200.0200.02022.750 0.0200.0200.0200.0200.02023.000 0.0200.0200.0200.0200.02023.250 0.0200.0200.0200.0200.02023.500 0.0200.0200.0200.0200.02023.750 (N/A)(N/A)(N/A)(N/A)0.02024.000 Page 75 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: NWPond Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0000.0000.0000.0000.0003.250 0.0000.0000.0000.0000.0003.500 0.0010.0010.0010.0000.0003.750 0.0010.0010.0010.0010.0014.000 0.0020.0020.0020.0020.0014.250 0.0030.0030.0030.0020.0024.500 0.0040.0040.0040.0040.0034.750 0.0060.0050.0050.0050.0055.000 0.0070.0070.0070.0060.0065.250 0.0090.0090.0080.0080.0085.500 0.0110.0100.0100.0100.0095.750 0.0120.0120.0120.0110.0116.000 0.0140.0140.0130.0130.0136.250 0.0150.0150.0150.0140.0146.500 0.0170.0170.0160.0160.0166.750 0.0180.0180.0180.0180.0177.000 0.0200.0190.0190.0190.0197.250 0.0210.0210.0200.0200.0207.500 0.0220.0220.0220.0210.0217.750 0.0230.0230.0230.0230.0228.000 0.0240.0240.0240.0240.0238.250 0.0260.0250.0250.0250.0258.500 0.0280.0270.0270.0260.0268.750 0.0300.0300.0290.0290.0289.000 0.0330.0330.0320.0320.0319.250 0.0370.0360.0350.0350.0349.500 0.0400.0400.0390.0380.0379.750 Page 76 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: NWPond Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0440.0440.0430.0420.04110.000 0.0500.0490.0480.0460.04510.250 0.0570.0550.0540.0520.05110.500 0.0650.0630.0610.0600.05810.750 0.0760.0740.0710.0690.06711.000 0.0900.0870.0840.0810.07811.250 0.1140.1070.1020.0980.09411.500 0.2000.1710.1490.1330.12211.750 0.4240.3770.3260.2790.23612.000 0.5460.5380.5230.4990.46612.250 0.5150.5270.5370.5440.54712.500 0.4460.4600.4750.4890.50212.750 0.3800.3920.4050.4180.43213.000 0.3230.3330.3450.3560.36813.250 0.2760.2840.2930.3030.31213.500 0.2410.2470.2540.2610.26813.750 0.2140.2190.2240.2300.23514.000 0.1930.1970.2010.2050.21014.250 0.1760.1790.1820.1850.18914.500 0.1620.1650.1670.1700.17314.750 0.1510.1530.1550.1580.16015.000 0.1430.1440.1460.1480.14915.250 0.1350.1360.1380.1390.14115.500 0.1290.1300.1310.1320.13415.750 0.1230.1240.1250.1260.12716.000 0.1170.1180.1190.1210.12216.250 0.1120.1130.1140.1150.11616.500 0.1080.1090.1100.1110.11216.750 0.1040.1050.1050.1060.10717.000 0.1000.1000.1010.1020.10317.250 0.0960.0970.0970.0980.09917.500 0.0920.0930.0940.0950.09517.750 0.0890.0900.0900.0910.09218.000 0.0860.0860.0870.0880.08818.250 0.0820.0830.0840.0840.08518.500 0.0790.0790.0800.0810.08218.750 0.0750.0760.0770.0770.07819.000 0.0720.0720.0730.0740.07419.250 0.0680.0690.0700.0700.07119.500 0.0650.0660.0660.0670.06819.750 0.0620.0620.0630.0640.06420.000 Page 77 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: NWPond Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0580.0590.0600.0600.06120.250 0.0550.0560.0570.0570.05820.500 0.0530.0530.0540.0540.05520.750 0.0500.0510.0510.0520.05221.000 0.0480.0490.0490.0500.05021.250 0.0460.0470.0470.0470.04821.500 0.0440.0450.0450.0460.04621.750 0.0430.0430.0430.0440.04422.000 0.0410.0420.0420.0420.04222.250 0.0400.0400.0400.0410.04122.500 0.0390.0390.0390.0390.04022.750 0.0380.0380.0380.0380.03823.000 0.0360.0370.0370.0370.03723.250 0.0350.0360.0360.0360.03623.500 0.0350.0350.0350.0350.03523.750 (N/A)(N/A)(N/A)(N/A)0.03424.000 Page 78 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: SWPond Return Event: 2 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0010.0010.0010.0010.0013.250 0.0030.0030.0020.0020.0023.500 0.0050.0050.0040.0040.0033.750 0.0080.0070.0070.0060.0064.000 0.0110.0110.0100.0090.0084.250 0.0160.0150.0140.0130.0124.500 0.0210.0200.0190.0180.0174.750 0.0260.0250.0240.0230.0225.000 0.0320.0310.0300.0290.0275.250 0.0380.0370.0360.0350.0335.500 0.0450.0440.0420.0410.0405.750 0.0520.0500.0490.0480.0466.000 0.0590.0580.0560.0550.0536.250 0.0670.0650.0640.0620.0616.500 0.0740.0730.0710.0700.0686.750 0.0820.0810.0790.0780.0767.000 0.0910.0890.0870.0860.0847.250 0.0990.0980.0960.0940.0927.500 0.1080.1060.1050.1030.1017.750 0.1170.1150.1140.1120.1108.000 0.1270.1250.1230.1210.1198.250 0.1360.1340.1320.1300.1288.500 0.1460.1440.1420.1400.1388.750 0.1560.1540.1520.1500.1489.000 0.1670.1650.1630.1610.1599.250 0.1780.1760.1740.1710.1699.500 0.1890.1870.1850.1830.1809.750 Page 79 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: SWPond Return Event: 2 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.2010.1990.1960.1940.19210.000 0.2140.2110.2090.2060.20410.250 0.2270.2240.2220.2190.21610.500 0.2410.2380.2350.2330.23010.750 0.2560.2530.2500.2470.24411.000 0.2740.2700.2660.2630.26011.250 0.2940.2890.2850.2810.27711.500 0.3250.3170.3100.3040.29811.750 0.3960.3780.3620.3480.33512.000 0.4880.4700.4520.4330.41412.250 0.5680.5530.5380.5210.50512.500 0.6350.6230.6100.5970.58312.750 0.6880.6790.6680.6580.64613.000 0.7340.7260.7170.7080.69813.250 0.7740.7670.7590.7510.74313.500 0.8110.8040.7970.7890.78213.750 0.8440.8370.8310.8240.81714.000 0.8730.8680.8620.8560.85014.250 0.8990.8940.8890.8840.87914.500 0.9210.9170.9130.9090.90414.750 0.9400.9360.9330.9290.92515.000 0.9540.9520.9490.9460.94315.250 0.9660.9640.9620.9590.95715.500 0.9760.9740.9720.9700.96815.750 0.9830.9820.9800.9790.97716.000 0.9890.9880.9870.9860.98516.250 0.9940.9940.9930.9920.99016.500 0.9980.9980.9970.9960.99516.750 1.0011.0011.0001.0000.99917.000 1.0031.0031.0031.0021.00217.250 1.0051.0041.0041.0041.00417.500 1.0051.0051.0051.0051.00517.750 1.0051.0051.0051.0051.00518.000 1.0031.0041.0041.0041.00518.250 1.0011.0021.0021.0031.00318.500 0.9980.9991.0001.0001.00118.750 0.9950.9960.9960.9970.99819.000 0.9910.9920.9920.9930.99419.250 0.9860.9870.9880.9890.99019.500 0.9810.9820.9830.9840.98519.750 0.9760.9770.9780.9790.98020.000 Page 80 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: SWPond Return Event: 2 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.9700.9710.9720.9740.97520.250 0.9640.9650.9670.9680.96920.500 0.9580.9590.9610.9620.96320.750 0.9520.9530.9550.9560.95721.000 0.9460.9470.9480.9500.95121.250 0.9400.9410.9420.9430.94521.500 0.9340.9350.9360.9370.93921.750 0.9270.9290.9300.9310.93222.000 0.9210.9230.9240.9250.92622.250 0.9150.9160.9180.9190.92022.500 0.9090.9100.9110.9130.91422.750 0.9030.9040.9050.9070.90823.000 0.8970.8980.8990.9000.90223.250 0.8900.8920.8930.8940.89523.500 0.8840.8850.8870.8880.88923.750 (N/A)(N/A)(N/A)(N/A)0.88324.000 Page 81 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: SWPond Return Event: 10 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0010.0010.0010.0010.0013.250 0.0030.0030.0020.0020.0023.500 0.0050.0050.0040.0040.0033.750 0.0080.0070.0070.0060.0064.000 0.0110.0110.0100.0090.0084.250 0.0160.0150.0140.0130.0124.500 0.0210.0200.0190.0180.0174.750 0.0260.0250.0240.0230.0225.000 0.0320.0310.0300.0290.0275.250 0.0380.0370.0360.0350.0335.500 0.0450.0440.0420.0410.0405.750 0.0520.0510.0490.0480.0466.000 0.0590.0580.0560.0550.0536.250 0.0670.0650.0640.0620.0616.500 0.0750.0730.0720.0700.0696.750 0.0840.0820.0800.0780.0777.000 0.0920.0910.0890.0870.0857.250 0.1020.1000.0980.0960.0947.500 0.1110.1090.1070.1050.1047.750 0.1210.1190.1170.1150.1138.000 0.1320.1300.1280.1260.1238.250 0.1430.1410.1390.1360.1348.500 0.1550.1530.1500.1480.1458.750 0.1680.1650.1620.1600.1579.000 0.1810.1780.1750.1730.1709.250 0.1950.1920.1890.1860.1839.500 0.2090.2060.2030.2000.1989.750 Page 82 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: SWPond Return Event: 10 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.2250.2220.2190.2150.21210.000 0.2420.2380.2350.2320.22810.250 0.2600.2560.2520.2490.24510.500 0.2800.2760.2720.2680.26410.750 0.3010.2960.2920.2880.28411.000 0.3240.3190.3150.3100.30511.250 0.3520.3460.3400.3340.32911.500 0.4000.3860.3750.3660.35811.750 0.5270.4950.4660.4400.41812.000 0.6910.6600.6280.5940.56012.250 0.8290.8040.7780.7500.72112.500 0.9380.9180.8980.8760.85312.750 1.0231.0070.9910.9740.95613.000 1.0921.0791.0661.0521.03713.250 1.1481.1381.1271.1161.10413.500 1.1931.1851.1761.1681.15813.750 1.2291.2221.2161.2081.20114.000 1.2581.2531.2471.2411.23514.250 1.2831.2791.2741.2691.26414.500 1.3041.3001.2961.2921.28814.750 1.3211.3181.3151.3121.30815.000 1.3351.3331.3301.3271.32415.250 1.3461.3441.3421.3401.33815.500 1.3541.3531.3511.3501.34815.750 1.3611.3601.3591.3571.35616.000 1.3651.3651.3641.3631.36216.250 1.3681.3681.3671.3671.36616.500 1.3701.3701.3701.3691.36916.750 1.3711.3711.3711.3711.37017.000 1.3701.3711.3711.3711.37117.250 1.3691.3701.3701.3701.37017.500 1.3671.3681.3681.3691.36917.750 1.3651.3661.3661.3671.36718.000 1.3621.3631.3631.3641.36418.250 1.3581.3591.3601.3611.36118.500 1.3541.3551.3561.3571.35818.750 1.3501.3511.3521.3531.35419.000 1.3451.3461.3471.3481.34919.250 1.3401.3411.3421.3431.34419.500 1.3351.3361.3371.3381.33919.750 1.3291.3301.3311.3321.33320.000 Page 83 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 10 year Storm Event: 10 yearLabel: SWPond Return Event: 10 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 1.3231.3241.3251.3271.32820.250 1.3171.3181.3191.3201.32220.500 1.3101.3121.3131.3141.31520.750 1.3041.3051.3071.3081.30921.000 1.2981.2991.3011.3021.30321.250 1.2921.2931.2951.2961.29721.500 1.2871.2881.2891.2901.29121.750 1.2811.2821.2831.2841.28522.000 1.2751.2761.2771.2791.28022.250 1.2691.2701.2721.2731.27422.500 1.2631.2651.2661.2671.26822.750 1.2581.2591.2601.2611.26223.000 1.2521.2531.2541.2551.25623.250 1.2461.2471.2481.2491.25023.500 1.2401.2411.2421.2431.24423.750 (N/A)(N/A)(N/A)(N/A)1.23824.000 Page 84 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: SWPond Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0010.0010.0010.0010.0013.250 0.0030.0030.0020.0020.0023.500 0.0050.0050.0040.0040.0033.750 0.0080.0070.0070.0060.0064.000 0.0120.0110.0100.0090.0094.250 0.0160.0150.0140.0130.0124.500 0.0220.0200.0190.0180.0174.750 0.0280.0270.0250.0240.0235.000 0.0350.0330.0320.0300.0295.250 0.0420.0410.0390.0380.0365.500 0.0500.0490.0470.0450.0445.750 0.0590.0580.0560.0540.0526.000 0.0690.0670.0650.0630.0616.250 0.0800.0780.0760.0730.0716.500 0.0910.0890.0870.0840.0826.750 0.1040.1010.0990.0960.0947.000 0.1170.1140.1120.1090.1067.250 0.1310.1280.1250.1220.1207.500 0.1460.1430.1400.1370.1347.750 0.1610.1580.1550.1520.1498.000 0.1780.1750.1710.1680.1658.250 0.1950.1920.1880.1850.1818.500 0.2140.2100.2060.2030.1998.750 0.2330.2290.2250.2210.2179.000 0.2530.2490.2450.2410.2379.250 0.2740.2700.2660.2620.2579.500 0.2960.2920.2870.2830.2799.750 Page 85 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: SWPond Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.3200.3150.3100.3060.30110.000 0.3450.3400.3350.3300.32510.250 0.3720.3660.3610.3550.35010.500 0.4020.3950.3890.3830.37810.750 0.4360.4280.4210.4150.40811.000 0.4750.4660.4580.4510.44311.250 0.5250.5130.5030.4930.48411.500 0.6310.5990.5740.5540.53811.750 0.9180.8470.7810.7210.67112.000 1.2671.2031.1351.0640.99112.250 1.5311.4851.4361.3831.32712.500 1.7141.6831.6491.6121.57312.750 1.8421.8201.7961.7711.74313.000 1.9361.9201.9021.8831.86313.250 2.0071.9951.9821.9681.95313.500 2.0582.0492.0402.0302.01913.750 2.0932.0872.0802.0732.06614.000 2.1192.1142.1102.1042.09914.250 2.1362.1332.1302.1262.12314.500 2.1472.1462.1442.1412.13914.750 2.1542.1532.1522.1512.14915.000 2.1572.1562.1562.1562.15515.250 2.1562.1562.1572.1572.15715.500 2.1532.1532.1542.1552.15615.750 2.1472.1482.1492.1502.15216.000 2.1392.1412.1422.1442.14516.250 2.1302.1322.1332.1352.13716.500 2.1192.1212.1232.1252.12816.750 2.1082.1102.1122.1152.11717.000 2.0962.0982.1002.1032.10517.250 2.0822.0852.0882.0902.09317.500 2.0692.0712.0742.0772.08017.750 2.0542.0572.0602.0632.06618.000 2.0392.0422.0452.0482.05118.250 2.0232.0262.0292.0332.03618.500 2.0072.0102.0142.0172.02018.750 1.9911.9941.9972.0012.00419.000 1.9741.9771.9811.9841.98719.250 1.9571.9601.9641.9671.97119.500 1.9391.9431.9461.9501.95319.750 1.9221.9251.9291.9321.93620.000 Page 86 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 100 year Storm Event: 100 yearLabel: SWPond Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 1.9031.9071.9111.9141.91820.250 1.8851.8891.8931.8961.90020.500 1.8671.8711.8741.8781.88220.750 1.8481.8521.8561.8591.86321.000 1.8301.8341.8371.8411.84521.250 1.8121.8151.8191.8231.82621.500 1.7931.7971.8011.8041.80821.750 1.7751.7791.7831.7861.79022.000 1.7571.7611.7641.7681.77222.250 1.7401.7431.7471.7501.75422.500 1.7221.7261.7291.7331.73622.750 1.7051.7091.7121.7161.71923.000 1.6891.6921.6951.6991.70223.250 1.6731.6761.6791.6821.68623.500 1.6571.6601.6631.6661.66923.750 (N/A)(N/A)(N/A)(N/A)1.65424.000 Page 87 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: NWPond Return Event: 2 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr(A1*A 2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.0010.0889.70 0.0260.0260.2590.2430.0890.00 0.3150.2890.8670.3380.0891.00 0.6920.3771.1300.4170.0892.00 Page 88 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: SWPond Return Event: 2 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr(A1*A 2) (acres) Area (acres) Planimeter (ft²) Elevation (ft) 0.0000.0000.0000.4500.0886.70 0.1390.1391.3930.4790.0887.00 0.6520.5131.5390.5480.0888.00 1.2490.5971.7900.6470.0889.00 2.0070.7582.2730.8740.0890.00 2.5030.4972.9791.1170.0890.50 Page 89 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletNW Return Event: 2 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft889.70Minimum (Headwater) ft0.50Increment (Headwater) ft892.00Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 892.00892.00Culvert - 1Forward + Reverse Riser - 1Inlet Box 892.00889.70Culvert - 1Forward + Reverse Orifice - 1Orifice-Circular 892.00889.70TWForward + Reverse Culvert - 1Culvert-Circular (N/A)(N/A)TailwaterTailwater Settings Page 90 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletNW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: OrificeNW Structure Type: Orifice-Circular 1Number of Openings ft889.70Elevation in24.0Orifice Diameter 0.600Orifice Coefficient Structure ID: RiserNW Structure Type: Inlet Box 1Number of Openings ft892.00Elevation ft²2.8Orifice Area 0.600Orifice Coefficient ft9.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.000K Reverse 0.000Manning's n 0.000Kev, Charged Riser FalseWeir Submergence FalseOrifice H to crest Structure ID: CulvertNW Structure Type: Culvert-Circular 1Number of Barrels in30.0Diameter ft438.00Length ft438.00Length (Computed Barrel) ft/ft0.002Slope (Computed) Outlet Control Data 0.013Manning's n 0.500Ke 0.009Kb 0.000Kr ft0.00Convergence Tolerance Inlet Control Data Form 1Equation Form 0.0098K 2.0000M 0.0398C 0.6700Y Page 91 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletNW Return Event: 2 yearsSubsection: Outlet Input Data Inlet Control Data 1.159T1 ratio (HW/D) 1.306T2 ratio (HW/D) -0.500Slope Correction Factor Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... ft892.60T1 Elevation ft³/s27.16T1 Flow ft892.97T2 Elevation ft³/s31.05T2 Flow Page 92 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft886.80Minimum (Headwater) ft0.50Increment (Headwater) ft890.50Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 890.50889.05CulvertSWForward + Reverse OrificeSW2Orifice-Area 890.50890.20CulvertSWForward + Reverse RiserSWInlet Box 890.50886.70CulvertSWForward + Reverse OrificeSWOrifice-Circular 890.50886.70TWForward + Reverse CulvertSWCulvert-Circular (N/A)(N/A)TailwaterTailwater Settings Page 93 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: OrificeSW Structure Type: Orifice-Circular 1Number of Openings ft886.70Elevation in4.0Orifice Diameter 0.600Orifice Coefficient Structure ID: RiserSW Structure Type: Inlet Box 1Number of Openings ft890.20Elevation ft²2.8Orifice Area 0.600Orifice Coefficient ft9.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.000K Reverse 0.000Manning's n 0.000Kev, Charged Riser FalseWeir Submergence FalseOrifice H to crest Page 94 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: CulvertSW Structure Type: Culvert-Circular 1Number of Barrels in24.0Diameter ft60.00Length ft60.01Length (Computed Barrel) ft/ft0.017Slope (Computed) Outlet Control Data 0.013Manning's n 0.500Ke 0.012Kb 0.000Kr ft0.00Convergence Tolerance Inlet Control Data Form 1Equation Form 0.0098K 2.0000M 0.0398C 0.6700Y 1.152T1 ratio (HW/D) 1.298T2 ratio (HW/D) -0.500Slope Correction Factor Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... ft889.00T1 Elevation ft³/s15.55T1 Flow ft889.30T2 Elevation ft³/s17.77T2 Flow Page 95 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: OrificeSW2 Structure Type: Orifice-Area 1Number of Openings ft889.05Elevation ft²0.2Orifice Area ft889.38Top Elevation ft889.05Datum Elevation 0.600Orifice Coefficient Page 96 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc User Notifications...2, 3, 4 U SWPond (Time vs. Volume, 2 years (Post-Development 2 year))...79, 80, 81 SWPond (Time vs. Volume, 100 years (Post-Development 100 year))...85, 86, 87 SWPond (Time vs. Volume, 10 years (Post-Development 10 year))...82, 83, 84 SWPond (Elevation-Area Volume Curve, 2 years (Post-Development 2 year))...89 S Outlet-SW (Hydrograph, 2 years (Post-Development 2 year))...61, 62, 63 Outlet-SW (Hydrograph, 100 years (Post-Development 100 year))...67, 68, 69 Outlet-SW (Hydrograph, 10 years (Post-Development 10 year))...64, 65, 66 Outlet-NW (Hydrograph, 2 years (Post-Development 2 year))...52, 53, 54 Outlet-NW (Hydrograph, 100 years (Post-Development 100 year))...58, 59, 60 Outlet-NW (Hydrograph, 10 years (Post-Development 10 year))...55, 56, 57 OUT-CC (Hydrograph, 2 years (Post-Development 2 year))...43, 44, 45 OUT-CC (Hydrograph, 100 years (Post-Development 100 year))...49, 50, 51 OUT-CC (Hydrograph, 10 years (Post-Development 10 year))...46, 47, 48 O NWPond (Time vs. Volume, 2 years (Post-Development 2 year))...70, 71, 72 NWPond (Time vs. Volume, 100 years (Post-Development 100 year))...76, 77, 78 NWPond (Time vs. Volume, 10 years (Post-Development 10 year))...73, 74, 75 NWPond (Elevation-Area Volume Curve, 2 years (Post-Development 2 year))...88 N Master Network Summary...5, 6 M Composite OutletSW (Outlet Input Data, 2 years (Post-Development 2 year))...93, 94, 95, 96 Composite OutletNW (Outlet Input Data, 2 years (Post-Development 2 year))...90, 91, 92 C 1bUND (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...37, 38 1bUND (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...41, 42 1bUND (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...39, 40 1bUND (Time of Concentration Calculations, 2 years (Post-Development 2 year))...13, 14 1bUND (Runoff CN-Area, 2 years (Post-Development 2 year))...18 1bDEV (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...31, 32 1bDEV (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...35, 36 1bDEV (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...33, 34 1bDEV (Time of Concentration Calculations, 2 years (Post-Development 2 year))...11, 12 1bDEV (Runoff CN-Area, 2 years (Post-Development 2 year))...17 1aUND (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...25, 26 1aUND (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...29, 30 1aUND (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...27, 28 1aUND (Time of Concentration Calculations, 2 years (Post-Development 2 year))...9, 10 1aUND (Runoff CN-Area, 2 years (Post-Development 2 year))...16 1aDev (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...19, 20 1aDev (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...23, 24 1aDev (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...21, 22 1aDev (Time of Concentration Calculations, 2 years (Post-Development 2 year))...7, 8 1aDev (Runoff CN-Area, 2 years (Post-Development 2 year))...15 1 Existing Conditions Index Page 97 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Existing Conditions User Notifications...2, 3, 4 U SWPond (Time vs. Volume, 2 years (Post-Development 2 year))...79, 80, 81 SWPond (Time vs. Volume, 100 years (Post-Development 100 year))...85, 86, 87 SWPond (Time vs. Volume, 10 years (Post-Development 10 year))...82, 83, 84 SWPond (Elevation-Area Volume Curve, 2 years (Post-Development 2 year))...89 S Outlet-SW (Hydrograph, 2 years (Post-Development 2 year))...61, 62, 63 Outlet-SW (Hydrograph, 100 years (Post-Development 100 year))...67, 68, 69 Outlet-SW (Hydrograph, 10 years (Post-Development 10 year))...64, 65, 66 Outlet-NW (Hydrograph, 2 years (Post-Development 2 year))...52, 53, 54 Outlet-NW (Hydrograph, 100 years (Post-Development 100 year))...58, 59, 60 Outlet-NW (Hydrograph, 10 years (Post-Development 10 year))...55, 56, 57 OUT-CC (Hydrograph, 2 years (Post-Development 2 year))...43, 44, 45 OUT-CC (Hydrograph, 100 years (Post-Development 100 year))...49, 50, 51 OUT-CC (Hydrograph, 10 years (Post-Development 10 year))...46, 47, 48 O NWPond (Time vs. Volume, 2 years (Post-Development 2 year))...70, 71, 72 NWPond (Time vs. Volume, 100 years (Post-Development 100 year))...76, 77, 78 NWPond (Time vs. Volume, 10 years (Post-Development 10 year))...73, 74, 75 NWPond (Elevation-Area Volume Curve, 2 years (Post-Development 2 year))...88 N Master Network Summary...5, 6 M Composite OutletSW (Outlet Input Data, 2 years (Post-Development 2 year))...93,94, 95, 96Composite OutletNW (Outlet Input Data, 2 years (Post-Development 2 year))...90,91, 92C1bUND (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...37, 381bUND (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...41,421bUND (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...39, 401bUND (Time of Concentration Calculations, 2 years (Post-Development 2year))...13, 141bUND (Runoff CN-Area, 2 years (Post-Development 2 year))...181bDEV (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...31, 321bDEV (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...35,361bDEV (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...33, 341bDEV (Time of Concentration Calculations, 2 years (Post-Development 2year))...11, 121bDEV (Runoff CN-Area, 2 years (Post-Development 2 year))...171aUND (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...25, 261aUND (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...29,301aUND (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...27, 281aUND (Time of Concentration Calculations, 2 years (Post-Development 2year))...9, 101aUND (Runoff CN-Area, 2 years (Post-Development 2 year))...161aDev (Unit Hydrograph Summary, 2 years (Post-Development 2 year))...19, 201aDev (Unit Hydrograph Summary, 100 years (Post-Development 100 year))...23,241aDev (Unit Hydrograph Summary, 10 years (Post-Development 10 year))...21, 221aDev (Time of Concentration Calculations, 2 years (Post-Development 2year))...7, 81aDev (Runoff CN-Area, 2 years (Post-Development 2 year))...151 Page 98 of 9827 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Project Summary Westbridge-PUDTitle DNAEngineer Terra Site DevelopmentCompany 3/3/2019Date Notes Page 1 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc Table of Contents 5Outlet Input Data, 2 years (Post-Development 2 year)Composite OutletSW 2Master Network Summary PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 5.4212.1500.5272Pre-Development 2 year 1aDev 5.4212.1500.5272Post-Development 2 year 1aDev 8.8612.1500.86810Post-Development 10 year 1aDev 16.5812.1501.667100Post-Development 100 year 1aDev 0.0612.3000.0112Pre-Development 2 year 1aUND 0.0612.3000.0112Post-Development 2 year 1aUND 0.2812.2500.03410Post-Development 10 year 1aUND 1.1012.2000.109100Post-Development 100 year 1aUND 0.1412.2500.0252Pre-Development 2 year 1bUND 0.1412.2500.0252Post-Development 2 year 1bUND 0.6812.2000.07510Post-Development 10 year 1bUND 2.6412.1500.241100Post-Development 100 year 1bUND 2.4812.2000.2472Pre-Development 2 year 1bDEV 2.4812.2000.2472Post-Development 2 year 1bDEV 4.3212.2000.43110Post-Development 10 year 1bDEV 8.5812.2000.873100Post-Development 100 year 1bDEV Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 0.5021.3500.2972Pre-Development 2 year OUT-CC -0.7812.650-0.3862Pre-Development 2 year OUT-CC 1.1119.6000.7262Post-Development 2 year OUT-CC -1.2712.650-0.6652Post-Development 2 year OUT-CC Page 2 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Subsection: Master Network Summary Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 1.3317.0001.03110Post-Development 10 year OUT-CC -0.9811.150-0.60210Post-Development 10 year OUT-CC 2.5514.5502.018100Post-Development 100 year OUT-CC -0.8810.150-0.511100Post-Development 100 year OUT-CC Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)5.4612.1500.5382Pre- Development 2 year NWPond (IN) 0.192890.581.9912.6000.5222Pre- Development 2 year NWPond (OUT) (N/A)(N/A)5.4612.1500.5382Post- Development 2 year NWPond (IN) 0.192890.581.9912.6000.5222Post- Development 2 year NWPond (OUT) (N/A)(N/A)9.1212.1500.90210Post- Development 10 year NWPond (IN) 0.302890.953.9112.5500.88210Post- Development 10 year NWPond (OUT) (N/A)(N/A)17.6712.1501.776100Post- Development 100 year NWPond (IN) 0.547891.628.5812.5001.742100Post- Development 100 year NWPond (OUT) (N/A)(N/A)3.9212.2500.7952Pre- Development 2 year SWPond (IN) 1.005888.590.5021.3500.2972Pre- Development 2 year SWPond (OUT) Page 3 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Subsection: Master Network Summary Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)-0.7812.650-0.3862Pre- Development 2 year SWPond (Reverse) (N/A)(N/A)3.9212.2500.7952Post- Development 2 year SWPond (IN) 1.188888.901.1119.6000.7262Post- Development 2 year SWPond (OUT) (N/A)(N/A)-1.2712.650-0.6652Post- Development 2 year SWPond (Reverse) (N/A)(N/A)7.6112.2501.38810Post- Development 10 year SWPond (IN) 1.460889.281.3317.0001.03110Post- Development 10 year SWPond (OUT) (N/A)(N/A)-0.9811.150-0.60210Post- Development 10 year SWPond (Reverse) (N/A)(N/A)17.4012.2502.855100Post- Development 100 year SWPond (IN) 2.220890.212.5514.5502.018100Post- Development 100 year SWPond (OUT) (N/A)(N/A)-0.8810.150-0.511100Post- Development 100 year SWPond (Reverse) Page 4 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft886.80Minimum (Headwater) ft0.50Increment (Headwater) ft890.50Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 890.50889.05CulvertSWForward + Reverse OrificeSW2Orifice-Area 890.50890.20CulvertSWForward + Reverse RiserSWInlet Box 890.50886.70CulvertSWForward + Reverse OrificeSWOrifice-Circular 890.50886.70TWForward + Reverse CulvertSWCulvert-Circular (N/A)(N/A)TailwaterTailwater Settings Page 5 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: OrificeSW Structure Type: Orifice-Circular 1Number of Openings ft886.70Elevation in6.0Orifice Diameter 0.600Orifice Coefficient Structure ID: RiserSW Structure Type: Inlet Box 1Number of Openings ft890.20Elevation ft²2.8Orifice Area 0.600Orifice Coefficient ft9.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.000K Reverse 0.000Manning's n 0.000Kev, Charged Riser FalseWeir Submergence FalseOrifice H to crest Page 6 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: CulvertSW Structure Type: Culvert-Circular 1Number of Barrels in24.0Diameter ft60.00Length ft60.01Length (Computed Barrel) ft/ft0.017Slope (Computed) Outlet Control Data 0.013Manning's n 0.500Ke 0.012Kb 0.000Kr ft0.00Convergence Tolerance Inlet Control Data Form 1Equation Form 0.0098K 2.0000M 0.0398C 0.6700Y 1.152T1 ratio (HW/D) 1.298T2 ratio (HW/D) -0.500Slope Correction Factor Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... ft889.00T1 Elevation ft³/s15.55T1 Flow ft889.30T2 Elevation ft³/s17.77T2 Flow Page 7 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Scenario: Post-Development 2 year Storm Event: 2 yearLabel: Composite OutletSW Return Event: 2 yearsSubsection: Outlet Input Data Structure ID: OrificeSW2 Structure Type: Orifice-Area 1Number of Openings ft889.05Elevation ft²0.2Orifice Area ft889.38Top Elevation ft889.05Datum Elevation 0.600Orifice Coefficient Page 8 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc PROPOSED Conditions #2 - MIN 6-IN ORRIFICE Index Master Network Summary...2, 3, 4 M Composite OutletSW (Outlet Input Data, 2 years (Post-Development 2 year))...5, 6, 7, 8 C Page 9 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/5/2019 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterWestbridge-POST.ppc NW POND Inflow (100-year Max):17.60 cfs 125% 100-year Flow 22.00 cfs Spillway Capacity:Qsw =C*L*H^(3/2) Weir Coefficient, C :3.2 Weir Crest Length, L:42 ft Height of Water above Crest:0.3 ft Qsw =22.08 cfs Weir Flow Acceptable 100-yr Pond Elev 891.62 Emergency Spillway Elev 891.70 Min. Top of Bank 892.00 Freeboard Requirement 2.00 Min. Flood Protection Grade Adjoing Dirt Grade 894.00 SW POND Inflow (100-year Max):17.4 cfs 125% 100-year Flow 22.00 cfs Spillway Capacity:Qsw =C*L*H^(3/2) Weir Coefficient, C :3.2 Weir Crest Length, L:42 ft Height of Water above Crest:0.30 ft Qsw =22.08 cfs Weir Flow Acceptable 100-yr Pond Elev 890.15 Emergency Spillway Elev 890.20 Min. Top of Bank 890.50 Freeboard Requirement 2.00 Min. Flood Protection Grade Adjoing Dirt Grade 892.50 Emergency Spillway Calculation