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HomeMy WebLinkAboutDrainage Report 1 Meadowstone Community 4411 East 146th Street Carmel, Indiana Drainage Report Prepared For: Pulte Group 11590 North Meridian Street #530 Carmel, IN 46032 Prepared By: Kimley-Horn and Associates, Inc. 500 East 96th Street, Suite 300 Indianapolis, IN 46240 Phone: (317) 218-9560 Issued: June 7, 2024 Revised: October 14, 2024 Meadowstone Community – 10/14/24 2 Table of Contents Project Summary ................................................................................................... 3 1.0. Introduction ................................................................................................. 3 2.0. Existing Conditions ....................................................................................... 3 3.0. Proposed Conditions .................................................................................... 4 4.0 Appendices .................................................................................................. 7 Appendix A: Aerial Photograph ................................................................................................................ 8 Appendix B: FEMA Flood Insurance Rate Map ........................................................................................ 9 Appendix C: Soil Map ............................................................................................................................. 10 Appendix D: Existing Drainage Conditions ............................................................................................. 11 Appendix E: Proposed Drainage Conditions .......................................................................................... 12 Appendix F: Proposed Storm Sizing ....................................................................................................... 13 Appendix G: Proposed Modeled Detention Design ............................................................................... 14 Appendix H: Proposed Constructed Detention Design .......................................................................... 15 Appendix I: Proposed Constructed Detention Design (with Offsite Flows).......................................... 16 Appendix J: Water Quality Calculations ................................................................................................ 17 Appendix K: Salsbery Brothers Drainage Report ................................................................................... 18 Appendix L: Gray Oaks Drainage Report ............................................................................................... 19 Meadowstone Community – 10/14/24 3 Project Summary Project Name: Meadowstone Community Location: 4411 East 146th Street, Carmel, Indiana 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Basin Runoff Calculations: USDA NRCS TR-55 – HydroCAD Stormwater Quality: Hydrodynamic Separators (2) – AquaSwirl Xcelerator and Detention Basins (2) Stormwater Quantity: Proposed Wet Detention Basins (2) Design Standards: The City of Carmel Stormwater Technical Standards Manual Receiving Body: Existing Wet Detention 1.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Pulte Group to prepare construction documents and provide civil engineering services for the proposed Andrews Subdivision (Project) in Carmel, Indiana. The Project includes 30 units with 4 common areas with a proposed ring road and associated site improvements. The site improvements include driveways, stormwater infrastructure and necessary utilities such as water and sanitary. The 14.34-acre property utilizes the proposed storm network and 2 wet basins to convey runoff to the existing pond to the southeast of this project while meeting allowable release rates. This pond ultimately outfalls to White River. This Drainage Report focuses on demonstrating how the proposed improvements comply with city of Carmel standards and provides supporting calculations for proposed storm sewer sizing based on The City of Carmel Stormwater Technical Standards Manual. 2.0. Existing Conditions Existing Site Features The site is predominantly vacant and covered by woods and shrubs with an existing building located near the center of the site. A 66’ wide transmission easement stretches across the northern edge. The project area is comprised of two drainage basins. The north 2.43 acre basin flows to an existing wetland onsite and eventually to the ephemeral stream located to the east of the project site. The south 11.43 acre basin sheet and shallow concentrated flows southeast to the existing wet pond. This south basin excludes the undisturbed area along the southeast of the property where trees are being protected and land is undisturbed. The direct discharge from this area is 0.82 cfs and 1.22 cfs for the 10-yr and 100-yr storms, respectively. This area is not included for allowable release rate calculations since it is left completely undisturbed. The existing wet pond captures and detains runoff from the residential development located south of the project. This existing wet pond discharges northeast into a storm culvert under Gray Road and ultimately outfalls to the White River. Portions of the west Salsbery Brothers property drain into this property as can be seen in the Catchment Area Map in Appendix F. Refer to Appendix D for the Existing Meadowstone Community – 10/14/24 4 Drainage Map showing a calculated CN of 69 for the north existing basin (1A), and 69 for the south existing basin (2A). Existing Basin 2A has been used to calculate allowable release rates. Offsite existing basins that currently discharge into the project site are labeled as Existing Basin 1B and Existing Basin 2B in the Existing Drainage Map. These have a CN of 93 and 98, respectively. Refer to Appendix A for Aerial Map. Refer to Appendix L for the Gray Oaks drainage report which includes information on the existing wet pond to the southeast of this site. Refer to Appendix K for the Salsbery Brothers drainage report which includes information on the site to the west of this site. FEMA The Project Site is located on the Flood Insurance Rate Map numbers 18057C0226G and 18057C0227G and resides within Zone “X”, indicating it lies outside of the 500-year flood limits. Please refer to Appendix B for FEMA Flood Insurance Rate Map. Soil Characteristics The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates Brookston silty clay loam- urban land complex (YbvA) and Miami silt loam- urban land complex (YmsB2) are the predominant soil group on site which have a hydrologic soil group rating of B/D and C, respectively. Refer to Appendix C for the soil type locations and the corresponding hydrologic soil group ratings. 3.0. Proposed Conditions Proposed Hydrology In the proposed condition, both drainage areas will be discharged into the Gray Oaks pond, although the allowable discharge was calculated only off of the south existing drainage area. The proposed site runoff will be routed through the proposed storm network, routed into the proposed wet detention basins, and then will be control released into the existing detention pond to the southeast. Stormwater runoff from the entire developed site will be detained to meet the allowable discharge requirements set forth in The City of Carmel Stormwater Technical Standards Manual. Two onsite drainage areas were delineated for this development, with the north area being sent to the northeast wet basin having a CN of 84 and the remaining area being sent to the southeast wet basin having a CN of 91. The offsite drainage basins have been delineated as Proposed Basin 1B and Proposed Basin 2B with a CN of 95 and 98. The northeast wet basin eventually conveys to the southeast wet basin. The next less impervious soil type is being considered for the proposed curve number, assuming all type D soils. Refer to Appendix E for the Proposed Drainage Area Map, Emergency Flood Map, runoff coefficient calculations, inlet capacity calculations, and emergency spillway calculations. Refer to Appendix F for Proposed Catchment Area Map, Hydraflow storm pipe sizing, culvert design using HY-8, and Flowmaster swale capacity calculations for the emergency spillway from Wet Pond 2 to the emergency outfall at the existing stream. Stormwater Quality Two proposed hydrodynamic separators (an Aquaswirl XC-11 and Aquaswirl XC-6 will act as the stormwater quality measures for the proposed development. These will be located directly upstream of Meadowstone Community – 10/14/24 5 the southeast wet basin which will discharge to the southeast existing pond. Refer to Appendix J for water quality calculations. Stormwater Quantity The two wet detention basins will act as the stormwater quantity measures for the proposed development. The wet detention basin is in the northeast corner of the development will function to slow the flow rates through the storm network. ICPR was used for the pond modeling of this project. Manning’s ‘n’ value used for all RCP was 0.013. A time of concentration of 5 minutes was assumed for all inlets to be conservative. Allowable release rates were calculated by the 0.1 and 0.3 of the total acreage of the south basin (Existing Basin 2A), excluding the undisturbed tree protection area (11.43 acres). For preliminary storm sizing, runoff coefficients used were estimated as averages based on weighted CN values. Please see table below for allowable release rates and how they are being met as well as a pond summary table showing elevation data for the wet basins. 100-yr proposed release rate and HWSEL were calculated for the tailwater condition assuming staging starts at the 100-yr elevation for the existing pond (807.94’). Additionally, please see the second table below for proposed release rates considering offsite flows and constructed orifices (minimum size 2” per Carmel standards). There are no adverse effects on the existing Grey Oaks pond as the release rate is improved from the existing conditions. The existing release rate to this pond is 12.99 cfs in the 10-yr and 33.26 cfs in the 100-yr (per Appendix L, the Gray Oaks drainage report), which is drastically reduced, as can be seen below. Please see Appendix D for attached sheet from the Grey Oaks Subdivision plan set showing the existing pond information and existing conditions calculations. Allowable Release Rate (cfs) Proposed Release Rate (cfs) HWSEL (ft) 10-yr 1.14 1.03 812.63 100-yr 3.43 3.37 814.95 Allowable Release Rate (cfs) Proposed Release Rate (cfs) (with offsite flow) HWSEL (ft) 10-yr 1.14 1.07 812.84 100-yr 3.43 7.96 816.02 Bottom (ft) Normal Pool (ft) 10-yr WSEL (ft) 100-yr WSEL (ft) Top of Bank (ft) WET BASIN 1 802.70 811.70 815.98 817.98 819.20 WET BASIN 2 799.30 808.30 812.66 815.01 816.45 The proposed design utilizes one outlet control structure at each pond. At wet basin 1, the outlet control structure has a 1.5” diameter circular orifice at an invert of 811.70’ and a 12” width by 9” height rectangular orifice at an invert of 817.50’. The rim elevation of this structure is to be at 818.70’. Wet Meadowstone Community – 10/14/24 6 basin 2, the southeast basin, has an outlet control structure with a 4.5” orifice at an invert of 808.30’ and a 12” width by 4.5” height orifice at an invert of 813.32’. The rim elevation of this structure is to be at 815.70’. The pond was sized with these orifice sizes to meet allowable release rates; however, a 2” orifice will be constructed at minimum. Refer to Appendix G for the ICPR Report showing full stormwater quantity calculations as modeled to meet allowable release rates and Appendix H for the ICPR Report after adjusting orifices to minimum Carmel standards. Appendix I shows the ICPR report considering the constructed orifices and offsite flow. Emergency spillways exist at both wet basins. Wet basin 1 has an emergency spillway at the southwest corner of the pond at an elevation of 818.56’ and length of 40’. This directs water into the street in an emergency flood situation and eventually to wet basin 2. The emergency spillway of wet basin 2 is located at the northeast corner of the basin, as to direct water to the ephemeral stream. This spillway has an elevation of 815.20 and length of 30’. Please see Appendix E for emergency spillway calculations and emergency flood exhibit. Conclusion The proposed drainage has been designed to meet the intent of The City of Carmel Stormwater Technical Standards Manual and the master planned drainage report. No adverse impacts are anticipated to affect any adjacent or downstream properties. Meadowstone Community – 10/14/24 7 4.0 Appendices Meadowstone Community – 10/14/24 8 Appendix A: Aerial Photograph PROJECT LOCATION Meadowstone Community – 10/14/24 9 Appendix B: FEMA Flood Insurance Rate Map 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 4/3/2023 at 10:35 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°5'55"W 40°0'8"N 86°5'18"W 39°59'40"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Meadowstone Community – 10/14/24 10 Appendix C: Soil Map Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2023 Page 1 of 4 44 2 7 8 4 0 44 2 7 8 8 0 44 2 7 9 2 0 44 2 7 9 6 0 44 2 8 0 0 0 44 2 8 0 4 0 44 2 8 0 8 0 44 2 8 1 2 0 44 2 8 1 6 0 44 2 8 2 0 0 44 2 7 8 4 0 44 2 7 8 8 0 44 2 7 9 2 0 44 2 7 9 6 0 44 2 8 0 0 0 44 2 8 0 4 0 44 2 8 0 8 0 44 2 8 1 2 0 44 2 8 1 6 0 44 2 8 2 0 0 577260 577300 577340 577380 577420 577460 577500 577540 577300 577340 577380 577420 577460 577500 577540 40° 0' 2'' N 86 ° 5 ' 4 1 ' ' W 40° 0' 2'' N 86 ° 5 ' 2 9 ' ' W 39° 59' 49'' N 86 ° 5 ' 4 1 ' ' W 39° 59' 49'' N 86 ° 5 ' 2 9 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,860 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MnB2 Miami silt loam, 2 to 6 percent slopes, eroded C 1.2 7.7% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 6.4 41.0% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 0.0 0.2% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 8.0 51.1% Totals for Area of Interest 15.7 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2023 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2023 Page 4 of 4 Meadowstone Community – 10/14/24 11 Appendix D: Existing Drainage Conditions 170325000 Meadowstone Community DATE:9/30/2024 Hydrologic Group % A 0.0% B 41.0% C 59.0% D 0.0% Total 100.0% Soil Group Weighted CN Actual Soil Group Fully Developed Open Space Good Condition (>75% Cover)69 Fully Developed Impervious Paved 98 Water Pond or Lake -100 Fully Developed Impervious Rooftop 98 Weighted CN Open Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop Pond or Lake Total Actual Soil Group Ex. Basin 1A 2.43 0.00 0.00 0.00 2.43 69 Ex. Basin 2A*11.38 0.00 0.05 0.00 11.43 69 Ex. Basin 1B 0.38 1.52 0.11 0.00 2.01 93 Ex. Basin 2B 0.00 1.20 0.04 0.00 1.24 98 * Used to calculate allowable release rates Basin Area (ac) Existing Curve Number Calculations Site Soil Cover Type Condition October 1, 2024 MEADOWSTONE COMMUNITY EXISTING DRAINAGE AREA MAP CARMEL, IN NO R T H 0'80'40' Meadowstone Community – 10/14/24 12 Appendix E: Proposed Drainage Conditions 170325000 Meadowstone Community DATE:9/30/2024 Hydrologic Group % A 0.0% B 0.0% C 0.0% D 100.0% Total 100.0% Soil Group Weighted CN Actual Soil Group Fully Developed Open Space Good Condition (>75% Cover)80 Fully Developed Impervious Paved 98 Water Pond or Lake -100 Fully Developed Impervious Rooftop 98 Weighted CN Open Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop Pond or Lake Total Actual Soil Group Pro. Basin 1A 2.90 0.34 0.27 0.17 3.68 84 Pro. Basin 2A 3.90 3.48 2.62 0.19 10.19 91 Pro. Basin 1B 0.38 1.52 0.11 0.00 2.01 95 Pro. Basin 2B 0.00 1.20 0.04 0.00 1.24 98 Proposed Curve Number Calculations Basin Area (ac) Site Soil Cover Type Condition October 1, 2024 MEADOWSTONE COMMUNITY PROPOSED DRAINAGE AREA MAP CARMEL, IN NO R T H 0'80'40' October 1, 2024 146TH & GRAY DEVELOPMENT EMERGENCY FLOOD ROUTING EXHIBIT CARMEL, IN NO R T H 0'80'40' LEGEND 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 170325000 Meadowstone Community DATE:9/30/2024 D5 0.67 0.34 0.00 0.33 0.60 0.41 D6 0.11 0.00 0.00 0.11 0.32 0.04 D7 0.17 0.00 0.12 0.05 0.69 0.12 D8 0.30 0.00 0.17 0.13 0.61 0.18 D9 0.28 0.08 0.01 0.19 0.49 0.14 D12 0.48 0.00 0.25 0.23 0.59 0.28 D13 0.37 0.00 0.18 0.19 0.57 0.21 D14 0.01 0.00 0.00 0.01 0.50 0.00 D15 0.70 0.34 0.00 0.35 0.60 0.42 D16 0.24 0.00 0.00 0.24 0.31 0.07 D17 0.30 0.00 0.18 0.12 0.63 0.19 D18 0.41 0.00 0.24 0.17 0.62 0.25 D19 0.80 0.29 0.01 0.50 0.53 0.42 D19 (OFF)1.24 0.04 1.20 0.00 0.85 1.06 D20 0.36 0.13 0.00 0.23 0.52 0.19 D23 0.35 0.00 0.14 0.21 0.51 0.18 D24 0.49 0.00 0.28 0.21 0.62 0.30 D25 0.11 0.00 0.05 0.06 0.57 0.06 D26 0.11 0.00 0.05 0.06 0.57 0.06 D27 0.33 0.19 0.01 0.13 0.66 0.22 D28 0.10 0.00 0.00 0.10 0.30 0.03 D31 0.17 0.06 0.00 0.11 0.50 0.08 D32 0.37 0.00 0.19 0.18 0.58 0.21 D33 0.40 0.19 0.10 0.11 0.72 0.29 D34 0.15 0.00 0.09 0.06 0.61 0.09 D35 0.17 0.00 0.09 0.08 0.59 0.10 D38 0.42 0.19 0.11 0.12 0.72 0.30 D41 0.57 0.26 0.01 0.31 0.58 0.33 D42 0.18 0.00 0.10 0.08 0.60 0.11 D43 0.16 0.00 0.09 0.07 0.61 0.10 D44 0.64 0.34 0.00 0.29 0.62 0.40 D46 0.52 0.22 0.00 0.31 0.55 0.28 D47 0.88 0.00 0.00 0.88 0.30 0.26 D47 (OFF)2.01 0.11 1.49 0.41 0.74 1.49 D48 1.00 0.00 0.02 0.98 0.31 0.31 D50 0.14 0.00 0.06 0.08 0.55 0.08 D51 0.14 0.00 0.06 0.08 0.53 0.07 Wet Basin 1 0.45 0.00 0.17 0.28 0.51 0.23 Wet Basin 2 0.53 0.00 0.19 0.34 0.49 0.26 Notes Pervious 0.30 Impervious 0.85 Roof 0.90 Runoff Coefficients: PROPOSED CONDITIONS DRAINAGE AREA CALCULATIONS Drainage Area Total Area (ac) Pavement Area (ac) Pervious Area (ac) Rational Coefficient Area * CRoof Area (ac) 170325000 Meadowstone Community DATE:9/30/2024 10 Structure ID Area*C 10-YR Peak Discharge (cfs) Grate Max Ponding Depth H (ft) Max Allowable Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Perimeter P (ft) Entrance Loss Coefficient C 50% Grate Capacity (cfs) D5 0.41 2.48 R-4342 0.42 0.50 1.00 3.00 0.61 3.40 D6 0.04 0.22 R-4342 0.08 0.50 1.00 3.00 0.61 3.40 D7 0.12 0.72 R-3010 0.22 0.50 0.50 2.30 0.61 1.70 D8 0.18 1.12 R-3010 0.30 0.50 0.50 2.30 0.61 1.70 D9 0.14 0.84 R-4342 0.21 0.50 1.00 3.00 0.61 3.40 D12 0.28 1.73 R-3287-SB10 0.35 0.50 0.75 2.75 0.61 2.55 D13 0.21 1.29 R-3287-SB10 0.29 0.50 0.75 2.75 0.61 2.55 D14 0.00 0.03 R-4342 0.02 0.50 1.00 3.00 0.61 3.40 D15 0.42 2.57 R-4342 0.43 0.50 1.00 3.00 0.61 3.40 D16 0.07 0.45 R-4342 0.14 0.50 1.00 3.00 0.61 3.40 D17 0.19 1.15 R-3010 0.30 0.50 0.50 2.30 0.61 1.70 D18 0.25 1.55 R-3010 0.40 0.50 0.50 2.30 0.61 1.70 D19 1.48 9.03 R-4215-C 1.25 0.50 1.65 5.65 0.61 5.62 D20 0.19 1.14 R-4215-C 0.17 0.50 1.65 5.65 0.61 5.62 D23 0.18 1.10 R-3010 0.29 0.50 0.50 2.30 0.61 1.70 D24 0.30 1.85 R-3287-SB10 0.37 0.50 0.75 2.75 0.61 2.55 D25 0.06 0.38 R-3010 0.15 0.50 0.50 2.30 0.61 1.70 D26 0.06 0.39 R-3010 0.15 0.50 0.50 2.30 0.61 1.70 D27 0.22 1.33 R-4342 0.28 0.50 1.00 3.00 0.61 3.40 D28 0.03 0.19 R-4342 0.08 0.50 1.00 3.00 0.61 3.40 D31 0.08 0.52 R-4342 0.15 0.50 1.00 3.00 0.61 3.40 D32 0.21 1.31 R-3010 0.33 0.50 0.50 2.30 0.61 1.70 D33 0.29 1.76 R-3287-SB10 0.36 0.50 0.75 2.75 0.61 2.55 D34 0.09 0.56 R-3010 0.19 0.50 0.50 2.30 0.61 1.70 D35 0.10 0.61 R-3010 0.20 0.50 0.50 2.30 0.61 1.70 D41 0.33 2.01 R-4342 0.37 0.50 1.00 3.00 0.61 3.40 D42 0.11 0.67 R-3010 0.21 0.50 0.50 2.30 0.61 1.70 D43 0.10 0.60 R-3010 0.20 0.50 0.50 2.30 0.61 1.70 D44 0.40 2.44 R-4342 0.42 0.50 1.00 3.00 0.61 3.40 D46 0.28 1.74 R-4342 0.33 0.50 1.00 3.00 0.61 3.40 D48 0.31 1.91 R-4342 0.36 0.50 1.00 3.00 0.61 3.40 D50 0.08 0.47 R-3010 0.17 0.50 0.50 2.30 0.61 1.70 D51 0.07 0.46 R-3010 0.16 0.50 0.50 2.30 0.61 1.70 Notes 1)Runoff = CIA 2)10-YR Design Storm = 6.12 in/hr 3)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 4) Inlet Capacity Open Area* (sf) Entrance Perimeter* (ft) 50% Open Area (sf) 50% Entrance Perimeter* (ft) Neenah R-3010 1.00 4.60 0.50 2.30 Neenah R-3287-SB10 1.50 5.50 0.75 2.75 Neenah R-3472 6.60 22.60 3.30 11.30 Neenah R-4215-C 3.30 11.30 1.65 5.65 Neenah R-4342 2.00 6.00 1.00 3.00 *Open Area & Entrance Perimeter values obtained from Neenah Yard Inlet ONSITE INLET CAPACITY CALCULATIONS Curb Inlet Curb Inlet Flat Inlet Flat Inlet <6" stacking is achieved on structure D19 if it is considered in tandem with structure D20. This will be the case as ponding will reach structure D20 before it follows the emergency flood route. Structure D20 is upsized for this consideration. 170325000 Meadowstone Community Meadowstone Community 170325000 JDK September 30, 2024 City of Carmel *Emergency spillway must carry the peak 100 yr flow rate to the pond 32.24 cfs (From ICPR output) 15.58 cfs (Offsite from Salsbery on Proposed Catchment Area Map) 59.78 cfs 3.00 59.78 40.00 0.63 100 yr Flood Elev. =817.98 818.56 819.19 819.20 PROPOSED STORMWATER SYSTEM WET BASIN 1 EMERGENCY SPILLWAY CALCULATIONS Job Information Description: Job No: Spillway Elev. = By: Date: Enitity: Peak Site inflow to Wet Pond 1 Offsite inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Overflow Elev. = Top of Bank Elevation = *OVERFLOW SPILLWAY WIDTH OF 40 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 170325000 Meadowstone Community Meadowstone Community 170325000 JDK September 30, 2024 City of Carmel *Emergency spillway must carry the peak 100 yr flow rate to the pond 42.69 cfs (From HyrdoCAD ICPR output) 15.58 cfs (Offsite from Salsbery using Q=ciA) 72.84 cfs 3.00 72.84 30.00 0.87 100 yr Flood Elev. =814.95 815.20 816.07 816.45 PROPOSED STORMWATER SYSTEM WET BASIN 2 EMERGENCY SPILLWAY CALCULATIONS Job Information Description: Job No: Spillway Elev. = By: Date: Enitity: Peak Site inflow to Wet Pond 1 Offsite inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Overflow Elev. = Top of Bank Elevation = *OVERFLOW SPILLWAY WIDTH OF 30 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE Emergency Spillway 2 Swale Capacity Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.035Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V2.000Right Side Slope cfs72.84Discharge Results in30.0Normal Depth ft²15.6Flow Area ft13.5Wetted Perimeter in13.9Hydraulic Radius ft12.48Top Width in26.5Critical Depth %1.912Critical Slope ft/s4.68Velocity ft0.34Velocity Head ft2.84Specific Energy 0.738Froude Number SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in30.0Normal Depth in26.5Critical Depth %1.000Channel Slope %1.912Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/1/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterEmercency Spillway 2 Swale Capacity Calcs.fm8 PER TABLE 303.02 OF THE CITY OF CARMEL STSM - SWALE WITH GRASS MINIMUM REQUIRED SWALE DEPTH EMERGENCY SPILLWAY 2 SWALE - TYPICAL SECTION H: 1"=20 | V: 1"=2 October 1, 2024 MEADOWSTONE COMMUNITY EMERGENCY SPILLWAY 2 SWALE CARMEL, IN 0'20'10' SCALE: 1" = 20' NORTH Meadowstone Community – 10/14/24 13 Appendix F: Proposed Storm Sizing October 1, 2024 MEADOWSTONE COMMUNITY PROPOSED CATCHMENT AREA MAP CARMEL, IN NO R T H 0'80'40' Headwater Elevation (ft) Total Discharge (cfs) Gray Oaks Culvert Discharge (cfs) Roadway Discharge (cfs) Iterations 819.53 0.00 0.00 0.00 1 820.04 11.24 11.24 0.00 1 820.34 22.47 22.47 0.00 1 820.61 33.71 33.71 0.00 1 820.83 44.94 44.94 0.00 1 821.04 56.18 56.18 0.00 1 821.24 67.42 67.42 0.00 1 821.54 78.65 78.65 0.00 1 821.86 89.89 89.89 0.00 1 822.21 101.13 101.13 0.00 1 822.57 112.36 112.36 0.00 1 822.71 116.46 116.46 0.00 Overtopping Crossing Summary Table Note: The 100 yr runoff (highlighted above) = 125% * (1.25 cfs direct discharge (Q=ciA from catchment area map) + 24.98 cfs (from Salsbery drainage report 100-year pond inflow) + 63.68 cfs (from Stafford drainage report 100-year pond inflow)) = 1.25*(0.84 + 24.98 + 63.68) = 112.36 cfs. Gray Oaks Culvert Crossing - 125% 100-YR EMERGENCY Meadowstone Community – 10/14/24 14 Appendix G: Proposed Modeled Detention Design ICPR Node Diagram JBS 1 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D12 Scenario:Icpr3 Node:D12 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:89.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D12 [Icpr3] JBS 2 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D13 Scenario:Icpr3 Node:D13 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3700 ac Curve Number:88.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D13 [Icpr3] JBS 3 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D14 Scenario:Icpr3 Node:D14 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0100 ac Curve Number:86.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D14 [Icpr3] JBS 4 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D15 Scenario:Icpr3 Node:D15 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7000 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D15 [Icpr3] JBS 5 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D16 Scenario:Icpr3 Node:D16 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2400 ac Curve Number:80.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D16 [Icpr3] JBS 6 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D17 Scenario:Icpr3 Node:D17 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Curve Number:90.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D17 [Icpr3] JBS 7 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D18 Scenario:Icpr3 Node:D18 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4100 ac Curve Number:90.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D18 [Icpr3] JBS 8 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D19 Scenario:Icpr3 Node:D19 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8000 ac Curve Number:86.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D19 [Icpr3] JBS 9 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D20 Scenario:Icpr3 Node:D20 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3600 ac Curve Number:86.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D20 [Icpr3] JBS 10 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D23 Scenario:Icpr3 Node:D23 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3500 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D23 [Icpr3] JBS 11 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D24 Scenario:Icpr3 Node:D24 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4900 ac Curve Number:90.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D24 [Icpr3] JBS 12 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D25 Scenario:Icpr3 Node:D25 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:88.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D25 [Icpr3] JBS 13 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D26 Scenario:Icpr3 Node:D26 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D26 [Icpr3] JBS 14 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D27 Scenario:Icpr3 Node:D27 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3300 ac Curve Number:90.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D27 [Icpr3] JBS 15 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D28 Scenario:Icpr3 Node:D28 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1000 ac Curve Number:80.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D28 [Icpr3] JBS 16 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D31 Scenario:Icpr3 Node:D31 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1600 ac Curve Number:86.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D31 [Icpr3] JBS 17 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D32 Scenario:Icpr3 Node:D32 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3700 ac Curve Number:89.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D32 [Icpr3] JBS 18 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D33 Scenario:Icpr3 Node:D33 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4000 ac Curve Number:92.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D33 [Icpr3] JBS 19 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D34 Scenario:Icpr3 Node:D34 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1500 ac Curve Number:90.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D34 [Icpr3] JBS 20 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D35 Scenario:Icpr3 Node:D35 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Curve Number:89.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D35 [Icpr3] JBS 21 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D38 Scenario:Icpr3 Node:D38 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4200 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D38 [Icpr3] JBS 22 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D40 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.4000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:80.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D40 [Icpr3] JBS 23 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D41 Scenario:Icpr3 Node:D41 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5700 ac Curve Number:88.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D41 [Icpr3] JBS 24 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D42 Scenario:Icpr3 Node:D42 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1800 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D42 [Icpr3] JBS 25 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D43 Scenario:Icpr3 Node:D43 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1600 ac Curve Number:90.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D43 [Icpr3] JBS 26 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D44 Scenario:Icpr3 Node:D44 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6400 ac Curve Number:89.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D44 [Icpr3] JBS 27 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D46 Scenario:Icpr3 Node:D46 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:87.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D46 [Icpr3] JBS 28 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D48 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.0000 ac Curve Number:80.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D48 [Icpr3] JBS 29 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D5 Scenario:Icpr3 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6700 ac Curve Number:89.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D5 [Icpr3] JBS 30 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D50 Scenario:Icpr3 Node:D51 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1400 ac Curve Number:88.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D50 [Icpr3] JBS 31 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D51 Scenario:Icpr3 Node:D50 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1400 ac Curve Number:87.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D51 [Icpr3] JBS 32 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D6 Scenario:Icpr3 Node:D6 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:80.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D6 [Icpr3] JBS 33 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D7 Scenario:Icpr3 Node:D7 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Curve Number:92.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D7 [Icpr3] JBS 34 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D8 Scenario:Icpr3 Node:D8 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Curve Number:90.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D8 [Icpr3] JBS 35 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: BASIN D9 Scenario:Icpr3 Node:D9 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2800 ac Curve Number:85.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D9 [Icpr3] JBS 36 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: DIRECT 1 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4500 ac Curve Number:86.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: DIRECT 1 [Icpr3] JBS 37 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Simple Basin: DIRECT 2 Scenario:Icpr3 Node:WET BASIN 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5300 ac Curve Number:86.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: DIRECT 2 [Icpr3] JBS 38 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node: D12 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.51 ft Warning Stage:815.61 ft Stage [ft]Area [ac]Area [ft2] 808.51 0.0010 44 815.61 0.0010 44 Comment: Node Stage w/Warning Stage: D12 [Icpr3] Node: D13 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs JBS 39 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Initial Stage:808.61 ft Warning Stage:815.29 ft Stage [ft]Area [ac]Area [ft2] 808.61 0.0010 44 815.29 0.0010 44 Comment: Node Stage w/Warning Stage: D13 [Icpr3] Node: D14 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.10 ft Warning Stage:815.99 ft JBS 40 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Stage [ft]Area [ac]Area [ft2] 809.10 0.0010 44 815.99 0.0010 44 Comment: Node Stage w/Warning Stage: D14 [Icpr3] Node: D15 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.35 ft Warning Stage:815.15 ft Stage [ft]Area [ac]Area [ft2] 809.35 0.0010 44 815.15 0.0010 44 JBS 41 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Comment: Node Stage w/Warning Stage: D15 [Icpr3] Node: D16 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.02 ft Warning Stage:817.37 ft Stage [ft]Area [ac]Area [ft2] 810.02 0.0010 44 817.37 0.0010 44 Comment: JBS 42 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D16 [Icpr3] Node: D17 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.30 ft Warning Stage:819.82 ft Stage [ft]Area [ac]Area [ft2] 815.30 0.0010 44 819.82 0.0010 44 Comment: JBS 43 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D17 [Icpr3] Node: D18 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.09 ft Warning Stage:819.78 ft Stage [ft]Area [ac]Area [ft2] 815.09 0.0010 44 819.78 0.0010 44 Comment: JBS 44 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D18 [Icpr3] Node: D19 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.85 ft Warning Stage:821.89 ft Stage [ft]Area [ac]Area [ft2] 813.85 0.0010 44 821.89 0.0010 44 Comment: JBS 45 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D19 [Icpr3] Node: D20 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.55 ft Warning Stage:821.65 ft Stage [ft]Area [ac]Area [ft2] 813.55 0.0010 44 821.65 0.0010 44 Comment: JBS 46 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D20 [Icpr3] Node: D23 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.48 ft Warning Stage:816.70 ft Stage [ft]Area [ac]Area [ft2] 810.48 0.0010 44 816.70 0.0010 44 Comment: JBS 47 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D23 [Icpr3] Node: D24 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.58 ft Warning Stage:816.78 ft Stage [ft]Area [ac]Area [ft2] 810.58 0.0010 44 816.78 0.0010 44 Comment: JBS 48 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D24 [Icpr3] Node: D25 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.97 ft Warning Stage:815.47 ft Stage [ft]Area [ac]Area [ft2] 810.97 0.0010 44 815.47 0.0010 44 Comment: JBS 49 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D25 [Icpr3] Node: D26 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.05 ft Warning Stage:815.52 ft Stage [ft]Area [ac]Area [ft2] 811.05 0.0010 44 815.52 0.0010 44 Comment: JBS 50 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D26 [Icpr3] Node: D27 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.11 ft Warning Stage:815.17 ft Stage [ft]Area [ac]Area [ft2] 811.11 0.0010 44 815.17 0.0010 44 Comment: JBS 51 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D27 [Icpr3] Node: D28 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.53 ft Warning Stage:816.57 ft Stage [ft]Area [ac]Area [ft2] 811.53 0.0010 44 816.57 0.0010 44 Comment: JBS 52 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D28 [Icpr3] Node: D31 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.87 ft Warning Stage:819.28 ft Stage [ft]Area [ac]Area [ft2] 811.87 0.0010 44 819.28 0.0010 44 Comment: JBS 53 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D31 [Icpr3] Node: D32 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.43 ft Warning Stage:815.41 ft Stage [ft]Area [ac]Area [ft2] 811.43 0.0010 44 815.41 0.0010 44 Comment: JBS 54 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D32 [Icpr3] Node: D33 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.69 ft Warning Stage:815.42 ft Stage [ft]Area [ac]Area [ft2] 811.69 0.0010 44 815.42 0.0010 44 Comment: JBS 55 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D33 [Icpr3] Node: D34 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.82 ft Warning Stage:820.63 ft Stage [ft]Area [ac]Area [ft2] 812.82 0.0010 44 820.63 0.0010 44 Comment: JBS 56 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D34 [Icpr3] Node: D35 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.90 ft Warning Stage:820.64 ft Stage [ft]Area [ac]Area [ft2] 812.90 0.0010 44 820.64 0.0010 44 Comment: JBS 57 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D35 [Icpr3] Node: D38 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.76 ft Warning Stage:815.99 ft Stage [ft]Area [ac]Area [ft2] 811.76 0.0010 44 815.99 0.0010 44 Comment: JBS 58 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D38 [Icpr3] Node: D41 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.97 ft Warning Stage:821.09 ft Stage [ft]Area [ac]Area [ft2] 815.97 0.0010 44 821.09 0.0010 44 Comment: JBS 59 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D41 [Icpr3] Node: D42 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.13 ft Warning Stage:822.16 ft Stage [ft]Area [ac]Area [ft2] 813.13 0.0010 44 822.16 0.0010 44 Comment: JBS 60 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D42 [Icpr3] Node: D43 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.53 ft Warning Stage:821.82 ft Stage [ft]Area [ac]Area [ft2] 813.53 0.0010 44 821.82 0.0010 44 Comment: JBS 61 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D43 [Icpr3] Node: D44 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.58 ft Warning Stage:815.92 ft Stage [ft]Area [ac]Area [ft2] 809.58 0.0010 44 815.92 0.0010 44 Comment: JBS 62 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D44 [Icpr3] Node: D45 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.08 ft Warning Stage:818.99 ft Stage [ft]Area [ac]Area [ft2] 812.08 0.0010 44 818.99 0.0010 44 Comment: JBS 63 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D45 [Icpr3] Node: D46 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.14 ft Warning Stage:818.87 ft Stage [ft]Area [ac]Area [ft2] 812.14 0.0010 44 818.87 0.0010 44 Comment: JBS 64 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D46 [Icpr3] Node: D5 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.04 ft Warning Stage:815.45 ft Stage [ft]Area [ac]Area [ft2] 810.04 0.0010 44 815.45 0.0010 44 Comment: JBS 65 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D5 [Icpr3] Node: D50 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.21 ft Warning Stage:819.76 ft Stage [ft]Area [ac]Area [ft2] 813.21 0.0010 44 819.76 0.0010 44 Comment: JBS 66 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D50 [Icpr3] Node: D51 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.44 ft Warning Stage:819.76 ft Stage [ft]Area [ac]Area [ft2] 813.44 0.0010 44 819.76 0.0010 44 Comment: JBS 67 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D51 [Icpr3] Node: D6 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.82 ft Warning Stage:818.14 ft Stage [ft]Area [ac]Area [ft2] 812.82 0.0010 44 818.14 0.0010 44 Comment: JBS 68 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D6 [Icpr3] Node: D7 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.46 ft Warning Stage:820.87 ft Stage [ft]Area [ac]Area [ft2] 813.46 0.0010 44 820.87 0.0010 44 Comment: JBS 69 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D7 [Icpr3] Node: D8 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.83 ft Warning Stage:820.86 ft Stage [ft]Area [ac]Area [ft2] 813.83 0.0010 44 820.86 0.0010 44 Comment: JBS 70 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D8 [Icpr3] Node: D9 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.10 ft Warning Stage:820.32 ft Stage [ft]Area [ac]Area [ft2] 815.10 0.0010 44 820.32 0.0010 44 Comment: JBS 71 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: D9 [Icpr3] Node: Outfall Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:807.94 ft Warning Stage:809.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 807.94 0 0 0 12.0000 809.00 0 0 0 30.0000 807.94 Comment: JBS 72 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: Outfall [Icpr3] Node: WET BASIN 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.70 ft Warning Stage:818.20 ft Stage [ft]Area [ac]Area [ft2] 811.70 0.1664 7248 812.00 0.1732 7545 812.50 0.1847 8046 813.00 0.1965 8560 813.50 0.2087 9091 814.00 0.2214 9644 814.50 0.2345 10215 815.00 0.2481 10807 815.50 0.2620 11413 816.00 0.2764 12040 816.50 0.2913 12689 JBS 73 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Stage [ft]Area [ac]Area [ft2] 817.00 0.3067 13360 817.50 0.3228 14061 818.00 0.3393 14780 818.50 0.3566 15533 819.00 0.3751 16339 819.20 0.3829 16679 Comment: Node Stage w/Warning Stage: WET BASIN 1 [Icpr3] Node: WET BASIN 2 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.30 ft Warning Stage:815.45 ft JBS 74 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Stage [ft]Area [ac]Area [ft2] 808.30 0.1898 8268 808.50 0.1953 8507 809.00 0.2089 9100 809.50 0.2228 9705 810.00 0.2371 10328 810.50 0.2516 10960 811.00 0.2663 11600 811.50 0.2815 12262 812.00 0.2970 12937 812.50 0.3128 13626 813.00 0.3290 14331 813.50 0.3458 15063 814.00 0.3629 15808 814.50 0.3807 16583 815.00 0.3989 17376 815.50 0.4177 18195 816.00 0.4373 19049 816.45 0.4556 19846 Comment: JBS 75 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Stage w/Warning Stage: WET BASIN 2 [Icpr3] Pipe Link: D12 - WET BASIN 2 Scenario:Icpr3 From Node:D12 To Node:WET BASIN 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:60.93 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:808.51 ft Invert:808.30 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: JBS 76 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Pipe Link: D13 - D12 Scenario:Icpr3 From Node:D13 To Node:D12 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:809.10 ft Invert:808.61 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D14 - D13 Scenario:Icpr3 From Node:D14 To Node:D13 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:141.27 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:809.35 ft Invert:809.10 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D15 - D14 Scenario:Icpr3 From Node:D15 To Node:D14 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:84.10 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:809.58 ft Invert:809.35 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip JBS 77 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D16 - D44 Scenario:Icpr3 From Node:D16 To Node:D44 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:145.82 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.29 ft Invert:809.85 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D17 - D18 Scenario:Icpr3 From Node:D17 To Node:D18 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:815.30 ft Invert:815.09 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D18 - D19 Scenario:Icpr3 Upstream Downstream Invert:815.09 ft Invert:813.85 ft JBS 78 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 From Node:D18 To Node:D19 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:154.43 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D19 - D20 Scenario:Icpr3 From Node:D19 To Node:D20 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:37.97 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.85 ft Invert:813.55 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D20 - D35 Scenario:Icpr3 From Node:D20 To Node:D35 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:216.06 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:813.55 ft Invert:812.90 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 79 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D23 - D16 Scenario:Icpr3 From Node:D23 To Node:D16 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:152.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.48 ft Invert:810.02 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D24 - D23 Scenario:Icpr3 From Node:D24 To Node:D23 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:33.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.58 ft Invert:810.48 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D25 - D24 Scenario:Icpr3 From Node:D25 To Node:D24 Upstream Downstream Invert:810.97 ft Invert:810.58 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 80 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:104.21 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D26 - D25 Scenario:Icpr3 From Node:D26 To Node:D25 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.05 ft Invert:810.97 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D27 - D26 Scenario:Icpr3 From Node:D27 To Node:D26 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:32.35 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Momentum Upstream Downstream Invert:811.11 ft Invert:811.05 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 81 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Comment: Pipe Link: D28 - D27 Scenario:Icpr3 From Node:D28 To Node:D27 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:139.91 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:811.53 ft Invert:811.11 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D31 - WET BASIN 1 Scenario:Icpr3 From Node:D31 To Node:WET BASIN 1 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:41.43 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.87 ft Invert:811.70 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D32 - D15 Scenario:Icpr3 From Node:D32 To Node:D15 Link Count:1 Flow Direction:Both Upstream Downstream Invert:810.98 ft Invert:809.45 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip JBS 82 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Damping:0.0000 ft Length:152.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D33 - D32 Scenario:Icpr3 From Node:D33 To Node:D32 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.24 ft Invert:811.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D34 - D45 Scenario:Icpr3 From Node:D34 To Node:D45 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:184.95 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.82 ft Invert:812.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: JBS 83 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Pipe Link: D35 - D34 Scenario:Icpr3 From Node:D35 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.90 ft Invert:812.82 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D38 - D33 Scenario:Icpr3 From Node:D38 To Node:D33 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:70.88 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.76 ft Invert:811.34 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D41 - D9 Scenario:Icpr3 From Node:D41 To Node:D9 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:76.99 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:815.97 ft Invert:815.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip JBS 84 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D42 - D14 Scenario:Icpr3 From Node:D42 To Node:D14 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:149.48 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.14 ft Invert:811.64 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D43 - D42 Scenario:Icpr3 From Node:D43 To Node:D42 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:30.03 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.54 ft Invert:813.24 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D44 - D15 Scenario:Icpr3 Upstream Downstream Invert:810.02 ft Invert:809.58 ft JBS 85 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 From Node:D44 To Node:D15 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:77.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D45 - D31 Scenario:Icpr3 From Node:D45 To Node:D31 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:53.05 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.08 ft Invert:811.87 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D46 - D45 Scenario:Icpr3 From Node:D46 To Node:D45 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:12.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:812.14 ft Invert:812.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 86 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D5 - WET BASIN 2 Scenario:Icpr3 From Node:D5 To Node:WET BASIN 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:48.52 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.04 ft Invert:808.30 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D50 - D34 Scenario:Icpr3 From Node:D51 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:57.67 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.21 ft Invert:812.92 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D51 - D50 Scenario:Icpr3 From Node:D50 To Node:D51 Upstream Downstream Invert:813.44 ft Invert:813.31 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 87 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D6 - D5 Scenario:Icpr3 From Node:D6 To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:268.51 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.82 ft Invert:810.14 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D7 - D6 Scenario:Icpr3 From Node:D7 To Node:D6 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:57.26 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.46 ft Invert:812.92 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 88 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Comment: Pipe Link: D8 - D7 Scenario:Icpr3 From Node:D8 To Node:D7 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.83 ft Invert:813.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D9 - D8 Scenario:Icpr3 From Node:D9 To Node:D8 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:113.42 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:815.10 ft Invert:813.93 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: WET BASIN 1 - D28 Scenario:Icpr3 From Node:WET BASIN 1 To Node:D28 Link Count:1 Flow Direction:Both Upstream Pipe Downstream Pipe Invert:811.70 ft Invert:811.53 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip JBS 89 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:55.94 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:811.70 ft Control Elevation:811.70 ft Max Depth:0.13 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:817.50 ft Control Elevation:817.50 ft Max Depth:0.75 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: JBS 90 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Weir Type:Horizontal Geometry Type:Rectangular Invert:818.70 ft Control Elevation:818.70 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: WET BASIN 2 - OUTFALL Scenario:Icpr3 From Node:WET BASIN 2 To Node:Outfall Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:99.11 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.30 ft Invert:806.18 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.30 ft Control Elevation:808.30 ft Max Depth:0.38 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 JBS 91 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:813.32 ft Control Elevation:813.32 ft Max Depth:0.38 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:815.70 ft Control Elevation:815.70 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:10/1/2024 10:27:36 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] JBS 92 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec JBS 93 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:10/1/2024 10:28:34 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] JBS 94 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] JBS 95 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D12 010yr 815.61 812.63 0.0027 21.54 17.65 153 D12 100yr 815.61 814.95 -0.0117 41.12 27.94 153 D13 010yr 815.29 812.63 0.0027 16.57 20.57 218 D13 100yr 815.29 814.96 0.0119 25.16 39.06 218 D14 010yr 815.99 812.63 0.0010 15.29 15.29 335 D14 100yr 815.99 814.97 0.0010 23.07 22.73 329 D15 010yr 815.15 812.64 -0.0010 13.93 13.93 289 D15 100yr 815.15 814.99 0.0011 21.70 21.29 289 D16 010yr 817.37 812.64 0.0010 5.15 5.40 340 D16 100yr 817.37 815.20 0.0012 7.63 7.67 340 D17 010yr 819.82 815.99 0.0010 1.37 1.43 113 D17 100yr 819.82 819.02 0.0013 2.56 1.72 113 D18 010yr 819.78 815.99 -0.0010 3.16 3.10 134 D18 100yr 819.78 818.96 0.0012 4.64 3.96 134 D19 010yr 821.89 815.99 0.0009 6.24 6.22 148 D19 100yr 821.89 818.00 0.0011 9.61 8.86 148 D20 010yr 821.65 815.98 0.0008 7.63 7.59 287 D20 100yr 821.65 817.99 0.0011 11.53 10.97 287 D23 010yr 816.70 812.64 0.0009 5.11 4.68 220 D23 100yr 816.70 815.33 0.0012 6.66 6.69 220 D24 010yr 816.78 812.64 0.0009 4.11 3.74 133 D24 100yr 816.78 815.41 0.0012 5.04 5.12 133 D25 010yr 815.47 812.65 0.0009 2.23 2.21 125 D25 100yr 815.47 815.59 0.0012 2.87 2.98 125 D26 010yr 815.52 812.65 0.0008 1.97 1.80 113 D26 100yr 815.52 815.63 0.0012 2.33 2.43 113 D27 010yr 815.17 812.65 0.0008 1.73 1.51 150 D27 100yr 815.17 815.65 0.0012 2.83 1.88 150 D28 010yr 816.57 812.65 0.0008 0.36 0.39 130 D28 100yr 816.57 815.66 0.0012 1.37 1.19 130 D31 010yr 819.28 815.98 -0.0011 13.17 13.08 138 D31 100yr 819.28 817.98 -0.0012 20.36 20.02 138 D32 010yr 815.41 812.64 -0.0010 4.93 4.46 153 D32 100yr 815.41 816.36 0.0015 7.12 6.44 150 D33 010yr 815.42 812.64 -0.0012 3.83 3.41 113 D33 100yr 815.42 816.49 0.0015 5.55 4.52 113 D34 010yr 820.63 815.98 0.0010 9.66 9.58 281 D34 100yr 820.63 817.99 -0.0010 14.00 13.73 280 D35 010yr 820.64 815.98 0.0010 8.30 8.14 287 D35 100yr 820.64 817.99 0.0011 12.27 11.80 286 D38 010yr 815.99 812.71 -0.0010 2.06 1.94 113 D38 100yr 815.99 816.79 0.0016 3.71 2.32 113 D41 010yr 821.09 816.63 0.0007 2.41 2.38 113 D41 100yr 821.09 819.72 0.0013 4.68 3.26 113 D42 010yr 822.16 813.65 0.0004 1.51 1.48 133 D42 100yr 822.16 814.98 0.0007 2.86 2.67 133 D43 010yr 821.82 813.89 0.0003 0.72 0.71 113 JBS 96 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D43 100yr 821.82 814.98 0.0006 1.36 1.34 113 D44 010yr 815.92 812.64 0.0010 7.21 7.29 265 D44 100yr 815.92 815.03 0.0012 11.16 10.90 265 D45 010yr 818.99 815.98 0.0011 12.75 12.62 287 D45 100yr 818.99 817.99 0.0012 19.59 19.23 284 D46 010yr 818.87 815.98 0.0010 3.59 3.34 113 D46 100yr 818.87 817.99 0.0010 7.11 6.53 113 D5 010yr 815.45 812.63 0.0009 8.52 8.52 241 D5 100yr 815.45 814.95 0.0010 11.35 10.89 224 D50 010yr 819.76 815.98 0.0008 0.58 0.53 113 D50 100yr 819.76 817.99 0.0010 1.14 0.72 113 D51 010yr 819.76 815.98 -0.0009 0.99 1.06 113 D51 100yr 819.76 817.99 0.0008 1.54 1.44 113 D6 010yr 818.14 813.79 0.0005 5.79 5.77 247 D6 100yr 818.14 816.46 0.0011 6.90 6.62 247 D7 010yr 820.87 814.40 0.0006 5.47 5.47 113 D7 100yr 820.87 816.99 0.0009 7.01 6.34 113 D8 010yr 820.86 814.96 -0.0009 4.74 4.68 113 D8 100yr 820.86 817.63 0.0010 6.58 5.69 113 D9 010yr 820.32 815.90 0.0006 3.44 3.39 138 D9 100yr 820.32 819.20 0.0012 5.40 4.28 138 Outfall 010yr 809.00 809.00 0.0015 1.03 0.15 0 Outfall 100yr 809.00 809.00 0.0015 3.37 0.03 0 WET BASIN 1 010yr 818.20 815.98 0.0008 18.53 0.19 12015 WET BASIN 1 100yr 818.20 817.98 0.0009 32.24 1.17 14754 WET BASIN 2 010yr 815.45 812.63 0.0010 27.91 1.03 13807 WET BASIN 2 100yr 815.45 814.95 0.0010 42.69 3.37 17297 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D12 010yr 2.11 11.7833 3.83 2.71 0.4800 89.4 0.00 0.00 BASIN D13 010yr 1.59 11.7833 3.83 2.66 0.3700 88.9 0.00 0.00 BASIN D14 010yr 0.04 11.7833 3.83 2.44 0.0100 86.4 0.00 0.00 BASIN D15 010yr 3.02 11.7833 3.83 2.67 0.7000 89.0 0.00 0.00 BASIN D16 010yr 0.72 11.7833 3.83 1.93 0.2400 80.2 0.00 0.00 BASIN D17 010yr 1.37 11.7833 3.83 2.83 0.3000 90.6 0.00 0.00 JBS 97 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D18 010yr 1.86 11.7833 3.83 2.80 0.4100 90.4 0.00 0.00 BASIN D19 010yr 3.19 11.7833 3.83 2.47 0.8000 86.8 0.00 0.00 BASIN D20 010yr 1.42 11.7833 3.83 2.45 0.3600 86.6 0.00 0.00 BASIN D23 010yr 1.41 11.7833 3.83 2.49 0.3500 87.0 0.00 0.00 BASIN D24 010yr 2.22 11.7833 3.83 2.80 0.4900 90.4 0.00 0.00 BASIN D25 010yr 0.47 11.7833 3.83 2.66 0.1100 88.8 0.00 0.00 BASIN D26 010yr 0.48 11.7833 3.83 2.67 0.1100 89.0 0.00 0.00 BASIN D27 010yr 1.52 11.7833 3.83 2.85 0.3300 90.9 0.00 0.00 BASIN D28 010yr 0.30 11.7833 3.83 1.92 0.1000 80.1 0.00 0.00 BASIN D31 010yr 0.62 11.7833 3.83 2.41 0.1600 86.1 0.00 0.00 BASIN D32 010yr 1.60 11.7833 3.83 2.68 0.3700 89.1 0.00 0.00 BASIN D33 010yr 1.96 11.7833 3.83 3.06 0.4000 92.9 0.00 0.00 BASIN D34 010yr 0.68 11.7833 3.83 2.79 0.1500 90.2 0.00 0.00 BASIN D35 010yr 0.75 11.7833 3.83 2.72 0.1700 89.5 0.00 0.00 BASIN D38 010yr 2.06 11.7833 3.83 3.06 0.4200 93.0 0.00 0.00 BASIN D40 010yr 1.63 11.9000 3.83 1.90 0.8800 80.0 0.00 0.00 BASIN D41 010yr 2.41 11.7833 3.83 2.61 0.5700 88.3 0.00 0.00 BASIN D42 010yr 0.80 11.7833 3.83 2.76 0.1800 89.9 0.00 0.00 BASIN D43 010yr 0.72 11.7833 3.83 2.80 0.1600 90.3 0.00 0.00 BASIN D44 010yr 2.84 11.7833 3.83 2.74 0.6400 89.7 0.00 0.00 BASIN D46 010yr 3.60 11.7833 3.83 2.53 0.8800 87.4 0.00 0.00 BASIN D48 010yr 3.02 11.7833 3.83 1.94 1.0000 80.4 0.00 0.00 BASIN D5 010yr 2.91 11.7833 3.83 2.69 0.6700 89.1 0.00 0.00 BASIN D50 010yr 0.59 11.7833 3.83 2.60 0.1400 88.2 0.00 0.00 JBS 98 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D51 010yr 0.58 11.7833 3.83 2.55 0.1400 87.7 0.00 0.00 BASIN D6 010yr 0.34 11.7833 3.83 1.97 0.1100 80.7 0.00 0.00 BASIN D7 010yr 0.83 11.7833 3.83 3.04 0.1700 92.7 0.00 0.00 BASIN D8 010yr 1.35 11.7833 3.83 2.79 0.3000 90.2 0.00 0.00 BASIN D9 010yr 1.07 11.7833 3.83 2.38 0.2800 85.7 0.00 0.00 DIRECT 1 010yr 1.79 11.7833 3.83 2.46 0.4500 86.7 0.00 0.00 DIRECT 2 010yr 2.08 11.7833 3.83 2.43 0.5300 86.3 0.00 0.00 BASIN D12 100yr 4.02 11.7833 6.46 5.25 0.4800 89.4 0.00 0.00 BASIN D13 100yr 3.07 11.7833 6.46 5.19 0.3700 88.9 0.00 0.00 BASIN D14 100yr 0.08 11.7833 6.46 4.92 0.0100 86.4 0.00 0.00 BASIN D15 100yr 5.82 11.7833 6.46 5.20 0.7000 89.0 0.00 0.00 BASIN D16 100yr 1.64 11.7833 6.46 4.24 0.2400 80.2 0.00 0.00 BASIN D17 100yr 2.56 11.7833 6.46 5.39 0.3000 90.6 0.00 0.00 BASIN D18 100yr 3.49 11.7833 6.46 5.35 0.4100 90.4 0.00 0.00 BASIN D19 100yr 6.38 11.7833 6.46 4.95 0.8000 86.8 0.00 0.00 BASIN D20 100yr 2.86 11.7833 6.46 4.93 0.3600 86.6 0.00 0.00 BASIN D23 100yr 2.80 11.7833 6.46 4.98 0.3500 87.0 0.00 0.00 BASIN D24 100yr 4.17 11.7833 6.46 5.36 0.4900 90.4 0.00 0.00 BASIN D25 100yr 0.91 11.7833 6.46 5.18 0.1100 88.8 0.00 0.00 BASIN D26 100yr 0.91 11.7833 6.46 5.20 0.1100 89.0 0.00 0.00 BASIN D27 100yr 2.83 11.7833 6.46 5.41 0.3300 90.9 0.00 0.00 BASIN D28 100yr 0.68 11.7833 6.46 4.23 0.1000 80.1 0.00 0.00 BASIN D31 100yr 1.26 11.7833 6.46 4.88 0.1600 86.1 0.00 0.00 BASIN D32 100yr 3.08 11.7833 6.46 5.21 0.3700 89.1 0.00 0.00 BASIN D33 100yr 3.53 11.7833 6.46 5.65 0.4000 92.9 0.00 0.00 BASIN D34 100yr 1.27 11.7833 6.46 5.34 0.1500 90.2 0.00 0.00 BASIN 100yr 1.43 11.7833 6.46 5.26 0.1700 89.5 0.00 0.00 JBS 99 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA D35 BASIN D38 100yr 3.71 11.7833 6.46 5.66 0.4200 93.0 0.00 0.00 BASIN D40 100yr 3.74 11.9000 6.46 4.20 0.8800 80.0 0.00 0.00 BASIN D41 100yr 4.68 11.7833 6.46 5.13 0.5700 88.3 0.00 0.00 BASIN D42 100yr 1.52 11.7833 6.46 5.31 0.1800 89.9 0.00 0.00 BASIN D43 100yr 1.36 11.7833 6.46 5.35 0.1600 90.3 0.00 0.00 BASIN D44 100yr 5.39 11.7833 6.46 5.28 0.6400 89.7 0.00 0.00 BASIN D46 100yr 7.11 11.7833 6.46 5.03 0.8800 87.4 0.00 0.00 BASIN D48 100yr 6.87 11.7833 6.46 4.26 1.0000 80.4 0.00 0.00 BASIN D5 100yr 5.59 11.7833 6.46 5.22 0.6700 89.1 0.00 0.00 BASIN D50 100yr 1.15 11.7833 6.46 5.11 0.1400 88.2 0.00 0.00 BASIN D51 100yr 1.14 11.7833 6.46 5.05 0.1400 87.7 0.00 0.00 BASIN D6 100yr 0.76 11.7833 6.46 4.29 0.1100 80.7 0.00 0.00 BASIN D7 100yr 1.50 11.7833 6.46 5.63 0.1700 92.7 0.00 0.00 BASIN D8 100yr 2.55 11.7833 6.46 5.34 0.3000 90.2 0.00 0.00 BASIN D9 100yr 2.18 11.7833 6.46 4.83 0.2800 85.7 0.00 0.00 DIRECT 1 100yr 3.58 11.7833 6.46 4.95 0.4500 86.7 0.00 0.00 DIRECT 2 100yr 4.19 11.7833 6.46 4.90 0.5300 86.3 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D12 - WET BASIN 2 010yr 17.65 -0.06 2.37 4.43 4.12 4.28 D13 - D12 010yr 20.57 -0.63 -19.57 5.79 4.22 5.00 D14 - D13 010yr 15.29 0.00 0.77 4.87 6.19 5.39 D15 - D14 010yr 13.93 0.00 1.21 4.43 4.43 4.43 D16 - D44 010yr 5.40 0.00 -0.93 2.96 1.79 2.38 D17 - D18 010yr 1.43 0.00 0.71 3.58 2.37 2.98 D18 - D19 010yr 3.10 0.00 0.01 4.82 4.00 4.40 D19 - D20 010yr 6.22 -0.02 -1.82 5.18 4.43 4.79 D20 - D35 010yr 7.59 -0.11 0.49 4.20 4.10 4.11 D23 - D16 010yr 4.68 0.00 -0.81 3.20 2.08 2.64 JBS 100 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D24 - D23 010yr 3.74 0.00 0.69 3.30 3.27 3.28 D25 - D24 010yr 2.21 0.00 -0.16 2.99 2.00 2.49 D26 - D25 010yr 1.80 0.00 -0.17 2.74 2.67 2.70 D27 - D26 010yr 1.51 0.00 -0.12 2.28 2.31 2.29 D28 - D27 010yr 0.39 0.00 0.03 1.54 1.11 1.29 D31 - WET BASIN 1 010yr 13.08 -0.08 -1.53 5.29 5.68 5.46 D32 - D15 010yr 4.46 0.00 -0.20 4.90 4.13 4.20 D33 - D32 010yr 3.41 0.00 0.11 4.47 4.16 4.26 D34 - D45 010yr 9.58 -0.05 0.89 5.00 3.88 4.44 D35 - D34 010yr 8.14 -0.20 2.50 4.30 4.47 4.38 D38 - D33 010yr 1.94 0.00 0.02 3.99 3.30 3.59 D41 - D9 010yr 2.38 0.00 0.00 4.32 4.86 4.59 D42 - D14 010yr 1.48 0.00 0.00 3.63 4.33 3.98 D43 - D42 010yr 0.71 0.00 0.00 2.88 2.97 2.69 D44 - D15 010yr 7.29 0.00 -1.38 3.69 2.32 2.77 D45 - D31 010yr 12.62 -0.11 1.99 5.12 5.10 5.11 D46 - D45 010yr 3.34 -0.07 -0.78 2.72 2.72 2.72 D5 - WET BASIN 2 010yr 8.52 0.00 -0.05 7.26 10.06 8.01 D50 - D34 010yr 1.06 -0.01 0.20 2.08 2.23 2.14 D51 - D50 010yr 0.53 0.00 0.03 2.37 2.08 2.12 D6 - D5 010yr 5.77 0.00 -0.01 5.63 5.94 5.76 D7 - D6 010yr 5.47 0.00 -0.01 5.48 5.51 5.49 D8 - D7 010yr 4.68 0.00 -0.01 5.95 6.30 6.13 D9 - D8 010yr 3.39 0.00 0.00 5.11 5.09 4.87 WET BASIN 1 - D28 - Pipe 010yr 0.12 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 1 010yr 0.12 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Pipe 010yr 1.03 -0.15 -0.01 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 1 010yr 1.03 -0.15 -0.01 9.29 9.29 9.29 WET BASIN 2 - OUTFALL - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 JBS 101 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] - OUTFALL - Weir: 4 D12 - WET BASIN 2 100yr 27.94 -0.07 2.53 5.69 5.69 5.69 D13 - D12 100yr 39.06 -0.54 -39.06 8.85 7.96 8.40 D14 - D13 100yr 22.73 0.00 1.03 7.23 7.23 7.23 D15 - D14 100yr 21.29 0.00 1.38 6.78 6.78 6.78 D16 - D44 100yr 7.67 0.00 1.03 2.76 2.44 2.44 D17 - D18 100yr 1.72 0.00 0.85 3.57 2.36 2.96 D18 - D19 100yr 3.96 0.00 -0.05 5.04 5.04 5.04 D19 - D20 100yr 8.86 -0.01 -0.33 5.54 5.02 5.02 D20 - D35 100yr 10.97 -0.04 0.56 3.91 3.49 3.49 D23 - D16 100yr 6.69 0.00 -0.92 2.70 2.13 2.13 D24 - D23 100yr 5.12 0.00 0.81 2.90 2.90 2.90 D25 - D24 100yr 2.98 -0.31 -0.03 2.89 2.43 2.43 D26 - D25 100yr 2.43 0.00 -0.08 2.55 2.49 2.51 D27 - D26 100yr 1.88 0.00 0.07 2.15 2.16 2.15 D28 - D27 100yr 1.19 -0.66 0.03 1.60 1.16 1.35 D31 - WET BASIN 1 100yr 20.02 -0.05 -1.92 6.37 6.37 6.37 D32 - D15 100yr 6.44 0.00 -0.23 5.24 5.24 5.24 D33 - D32 100yr 4.52 0.00 -0.09 4.14 3.73 3.79 D34 - D45 100yr 13.73 -0.04 0.86 4.37 4.37 4.37 D35 - D34 100yr 11.80 -0.06 2.64 3.76 3.76 3.76 D38 - D33 100yr 2.32 0.00 -0.02 3.84 3.13 3.36 D41 - D9 100yr 3.26 0.00 0.00 4.89 4.97 4.75 D42 - D14 100yr 2.67 0.00 0.08 4.54 4.74 4.44 D43 - D42 100yr 1.34 0.00 0.72 3.51 2.86 3.02 D44 - D15 100yr 10.90 0.00 1.59 3.47 3.47 3.47 D45 - D31 100yr 19.23 -0.09 2.06 6.12 6.12 6.12 D46 - D45 100yr 6.53 -0.12 -0.99 5.32 5.32 5.32 D5 - WET BASIN 2 100yr 10.89 0.00 0.57 8.88 8.88 8.88 D50 - D34 100yr 1.44 0.00 0.21 2.05 2.23 2.14 D51 - D50 100yr 0.72 0.00 0.03 1.80 1.76 1.65 D6 - D5 100yr 6.62 0.00 0.03 5.41 5.39 5.39 D7 - D6 100yr 6.34 0.00 0.13 5.82 5.79 5.73 D8 - D7 100yr 5.69 0.00 -0.58 7.25 7.25 7.25 D9 - D8 100yr 4.28 0.00 -0.01 5.44 5.44 5.44 WET BASIN 1 - D28 - Pipe 100yr 1.17 -0.04 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 1 100yr 0.14 -0.04 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 2 100yr 1.07 0.00 0.00 2.22 2.22 2.22 JBS 102 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:29 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] WET BASIN 1 - D28 - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Pipe 100yr 3.37 -0.03 -0.01 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 1 100yr 1.21 -0.03 0.00 10.95 10.95 10.95 WET BASIN 2 - OUTFALL - Weir: 3 100yr 2.17 0.00 -0.01 5.78 5.78 5.78 WET BASIN 2 - OUTFALL - Weir: 4 100yr 0.00 0.00 0.00 0.00 0.00 0.00 Meadowstone Community – 10/14/24 15 Appendix H: Proposed Constructed Detention Design ICPR Node Diagram JBS 1 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D12 Scenario:Icpr3 Node:D12 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:89.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D12 [Icpr3] JBS 2 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D13 Scenario:Icpr3 Node:D13 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3700 ac Curve Number:88.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D13 [Icpr3] JBS 3 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D14 Scenario:Icpr3 Node:D14 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0100 ac Curve Number:86.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D14 [Icpr3] JBS 4 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D15 Scenario:Icpr3 Node:D15 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7000 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D15 [Icpr3] JBS 5 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D16 Scenario:Icpr3 Node:D16 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2400 ac Curve Number:80.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D16 [Icpr3] JBS 6 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D17 Scenario:Icpr3 Node:D17 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Curve Number:90.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D17 [Icpr3] JBS 7 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D18 Scenario:Icpr3 Node:D18 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4100 ac Curve Number:90.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D18 [Icpr3] JBS 8 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D19 Scenario:Icpr3 Node:D19 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8000 ac Curve Number:86.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D19 [Icpr3] JBS 9 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D20 Scenario:Icpr3 Node:D20 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3600 ac Curve Number:86.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D20 [Icpr3] JBS 10 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D23 Scenario:Icpr3 Node:D23 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3500 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D23 [Icpr3] JBS 11 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D24 Scenario:Icpr3 Node:D24 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4900 ac Curve Number:90.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D24 [Icpr3] JBS 12 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D25 Scenario:Icpr3 Node:D25 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:88.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D25 [Icpr3] JBS 13 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D26 Scenario:Icpr3 Node:D26 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D26 [Icpr3] JBS 14 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D27 Scenario:Icpr3 Node:D27 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3300 ac Curve Number:90.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D27 [Icpr3] JBS 15 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D28 Scenario:Icpr3 Node:D28 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1000 ac Curve Number:80.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D28 [Icpr3] JBS 16 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D31 Scenario:Icpr3 Node:D31 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1600 ac Curve Number:86.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D31 [Icpr3] JBS 17 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D32 Scenario:Icpr3 Node:D32 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3700 ac Curve Number:89.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D32 [Icpr3] JBS 18 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D33 Scenario:Icpr3 Node:D33 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4000 ac Curve Number:92.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D33 [Icpr3] JBS 19 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D34 Scenario:Icpr3 Node:D34 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1500 ac Curve Number:90.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D34 [Icpr3] JBS 20 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D35 Scenario:Icpr3 Node:D35 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Curve Number:89.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D35 [Icpr3] JBS 21 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D38 Scenario:Icpr3 Node:D38 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4200 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D38 [Icpr3] JBS 22 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D40 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.4000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:80.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D40 [Icpr3] JBS 23 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D41 Scenario:Icpr3 Node:D41 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5700 ac Curve Number:88.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D41 [Icpr3] JBS 24 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D42 Scenario:Icpr3 Node:D42 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1800 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D42 [Icpr3] JBS 25 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D43 Scenario:Icpr3 Node:D43 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1600 ac Curve Number:90.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D43 [Icpr3] JBS 26 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D44 Scenario:Icpr3 Node:D44 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6400 ac Curve Number:89.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D44 [Icpr3] JBS 27 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D46 Scenario:Icpr3 Node:D46 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:87.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D46 [Icpr3] JBS 28 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D48 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.0000 ac Curve Number:80.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D48 [Icpr3] JBS 29 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D5 Scenario:Icpr3 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6700 ac Curve Number:89.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D5 [Icpr3] JBS 30 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D50 Scenario:Icpr3 Node:D51 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1400 ac Curve Number:88.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D50 [Icpr3] JBS 31 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D51 Scenario:Icpr3 Node:D50 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1400 ac Curve Number:87.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D51 [Icpr3] JBS 32 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D6 Scenario:Icpr3 Node:D6 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:80.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D6 [Icpr3] JBS 33 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D7 Scenario:Icpr3 Node:D7 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Curve Number:92.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D7 [Icpr3] JBS 34 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D8 Scenario:Icpr3 Node:D8 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Curve Number:90.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D8 [Icpr3] JBS 35 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: BASIN D9 Scenario:Icpr3 Node:D9 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2800 ac Curve Number:85.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D9 [Icpr3] JBS 36 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: DIRECT 1 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4500 ac Curve Number:86.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: DIRECT 1 [Icpr3] JBS 37 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Simple Basin: DIRECT 2 Scenario:Icpr3 Node:WET BASIN 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5300 ac Curve Number:86.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: DIRECT 2 [Icpr3] JBS 38 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node: D12 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.51 ft Warning Stage:815.61 ft Stage [ft]Area [ac]Area [ft2] 808.51 0.0010 44 815.61 0.0010 44 Comment: Node Stage w/Warning Stage: D12 [Icpr3] Node: D13 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs JBS 39 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Initial Stage:808.61 ft Warning Stage:815.29 ft Stage [ft]Area [ac]Area [ft2] 808.61 0.0010 44 815.29 0.0010 44 Comment: Node Stage w/Warning Stage: D13 [Icpr3] Node: D14 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.10 ft Warning Stage:815.99 ft JBS 40 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Stage [ft]Area [ac]Area [ft2] 809.10 0.0010 44 815.99 0.0010 44 Comment: Node Stage w/Warning Stage: D14 [Icpr3] Node: D15 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.35 ft Warning Stage:815.15 ft Stage [ft]Area [ac]Area [ft2] 809.35 0.0010 44 815.15 0.0010 44 JBS 41 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Comment: Node Stage w/Warning Stage: D15 [Icpr3] Node: D16 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.02 ft Warning Stage:817.37 ft Stage [ft]Area [ac]Area [ft2] 810.02 0.0010 44 817.37 0.0010 44 Comment: JBS 42 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D16 [Icpr3] Node: D17 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.30 ft Warning Stage:819.82 ft Stage [ft]Area [ac]Area [ft2] 815.30 0.0010 44 819.82 0.0010 44 Comment: JBS 43 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D17 [Icpr3] Node: D18 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.09 ft Warning Stage:819.78 ft Stage [ft]Area [ac]Area [ft2] 815.09 0.0010 44 819.78 0.0010 44 Comment: JBS 44 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D18 [Icpr3] Node: D19 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.85 ft Warning Stage:821.89 ft Stage [ft]Area [ac]Area [ft2] 813.85 0.0010 44 821.89 0.0010 44 Comment: JBS 45 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D19 [Icpr3] Node: D20 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.55 ft Warning Stage:821.65 ft Stage [ft]Area [ac]Area [ft2] 813.55 0.0010 44 821.65 0.0010 44 Comment: JBS 46 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D20 [Icpr3] Node: D23 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.48 ft Warning Stage:816.70 ft Stage [ft]Area [ac]Area [ft2] 810.48 0.0010 44 816.70 0.0010 44 Comment: JBS 47 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D23 [Icpr3] Node: D24 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.58 ft Warning Stage:816.78 ft Stage [ft]Area [ac]Area [ft2] 810.58 0.0010 44 816.78 0.0010 44 Comment: JBS 48 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D24 [Icpr3] Node: D25 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.97 ft Warning Stage:815.47 ft Stage [ft]Area [ac]Area [ft2] 810.97 0.0010 44 815.47 0.0010 44 Comment: JBS 49 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D25 [Icpr3] Node: D26 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.05 ft Warning Stage:815.52 ft Stage [ft]Area [ac]Area [ft2] 811.05 0.0010 44 815.52 0.0010 44 Comment: JBS 50 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D26 [Icpr3] Node: D27 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.11 ft Warning Stage:815.17 ft Stage [ft]Area [ac]Area [ft2] 811.11 0.0010 44 815.17 0.0010 44 Comment: JBS 51 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D27 [Icpr3] Node: D28 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.53 ft Warning Stage:816.57 ft Stage [ft]Area [ac]Area [ft2] 811.53 0.0010 44 816.57 0.0010 44 Comment: JBS 52 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D28 [Icpr3] Node: D31 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.87 ft Warning Stage:819.28 ft Stage [ft]Area [ac]Area [ft2] 811.87 0.0010 44 819.28 0.0010 44 Comment: JBS 53 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D31 [Icpr3] Node: D32 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.43 ft Warning Stage:815.41 ft Stage [ft]Area [ac]Area [ft2] 811.43 0.0010 44 815.41 0.0010 44 Comment: JBS 54 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D32 [Icpr3] Node: D33 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.69 ft Warning Stage:815.42 ft Stage [ft]Area [ac]Area [ft2] 811.69 0.0010 44 815.42 0.0010 44 Comment: JBS 55 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D33 [Icpr3] Node: D34 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.82 ft Warning Stage:820.63 ft Stage [ft]Area [ac]Area [ft2] 812.82 0.0010 44 820.63 0.0010 44 Comment: JBS 56 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D34 [Icpr3] Node: D35 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.90 ft Warning Stage:820.64 ft Stage [ft]Area [ac]Area [ft2] 812.90 0.0010 44 820.64 0.0010 44 Comment: JBS 57 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D35 [Icpr3] Node: D38 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.76 ft Warning Stage:815.99 ft Stage [ft]Area [ac]Area [ft2] 811.76 0.0010 44 815.99 0.0010 44 Comment: JBS 58 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D38 [Icpr3] Node: D41 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.97 ft Warning Stage:821.09 ft Stage [ft]Area [ac]Area [ft2] 815.97 0.0010 44 821.09 0.0010 44 Comment: JBS 59 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D41 [Icpr3] Node: D42 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.13 ft Warning Stage:822.16 ft Stage [ft]Area [ac]Area [ft2] 813.13 0.0010 44 822.16 0.0010 44 Comment: JBS 60 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D42 [Icpr3] Node: D43 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.53 ft Warning Stage:821.82 ft Stage [ft]Area [ac]Area [ft2] 813.53 0.0010 44 821.82 0.0010 44 Comment: JBS 61 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D43 [Icpr3] Node: D44 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.58 ft Warning Stage:815.92 ft Stage [ft]Area [ac]Area [ft2] 809.58 0.0010 44 815.92 0.0010 44 Comment: JBS 62 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D44 [Icpr3] Node: D45 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.08 ft Warning Stage:818.99 ft Stage [ft]Area [ac]Area [ft2] 812.08 0.0010 44 818.99 0.0010 44 Comment: JBS 63 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D45 [Icpr3] Node: D46 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.14 ft Warning Stage:818.87 ft Stage [ft]Area [ac]Area [ft2] 812.14 0.0010 44 818.87 0.0010 44 Comment: JBS 64 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D46 [Icpr3] Node: D5 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.04 ft Warning Stage:815.45 ft Stage [ft]Area [ac]Area [ft2] 810.04 0.0010 44 815.45 0.0010 44 Comment: JBS 65 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D5 [Icpr3] Node: D50 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.21 ft Warning Stage:819.76 ft Stage [ft]Area [ac]Area [ft2] 813.21 0.0010 44 819.76 0.0010 44 Comment: JBS 66 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D50 [Icpr3] Node: D51 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.44 ft Warning Stage:819.76 ft Stage [ft]Area [ac]Area [ft2] 813.44 0.0010 44 819.76 0.0010 44 Comment: JBS 67 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D51 [Icpr3] Node: D6 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.82 ft Warning Stage:818.14 ft Stage [ft]Area [ac]Area [ft2] 812.82 0.0010 44 818.14 0.0010 44 Comment: JBS 68 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D6 [Icpr3] Node: D7 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.46 ft Warning Stage:820.87 ft Stage [ft]Area [ac]Area [ft2] 813.46 0.0010 44 820.87 0.0010 44 Comment: JBS 69 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D7 [Icpr3] Node: D8 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.83 ft Warning Stage:820.86 ft Stage [ft]Area [ac]Area [ft2] 813.83 0.0010 44 820.86 0.0010 44 Comment: JBS 70 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D8 [Icpr3] Node: D9 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.10 ft Warning Stage:820.32 ft Stage [ft]Area [ac]Area [ft2] 815.10 0.0010 44 820.32 0.0010 44 Comment: JBS 71 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: D9 [Icpr3] Node: Outfall Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:807.94 ft Warning Stage:809.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 807.94 0 0 0 12.0000 809.00 0 0 0 30.0000 807.94 Comment: JBS 72 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: Outfall [Icpr3] Node: WET BASIN 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.70 ft Warning Stage:818.20 ft Stage [ft]Area [ac]Area [ft2] 811.70 0.1664 7248 812.00 0.1732 7545 812.50 0.1847 8046 813.00 0.1965 8560 813.50 0.2087 9091 814.00 0.2214 9644 814.50 0.2345 10215 815.00 0.2481 10807 815.50 0.2620 11413 816.00 0.2764 12040 816.50 0.2913 12689 JBS 73 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Stage [ft]Area [ac]Area [ft2] 817.00 0.3067 13360 817.50 0.3228 14061 818.00 0.3393 14780 818.50 0.3566 15533 819.00 0.3751 16339 819.20 0.3829 16679 Comment: Node Stage w/Warning Stage: WET BASIN 1 [Icpr3] Node: WET BASIN 2 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.30 ft Warning Stage:815.45 ft JBS 74 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Stage [ft]Area [ac]Area [ft2] 808.30 0.1898 8268 808.50 0.1953 8507 809.00 0.2089 9100 809.50 0.2228 9705 810.00 0.2371 10328 810.50 0.2516 10960 811.00 0.2663 11600 811.50 0.2815 12262 812.00 0.2970 12937 812.50 0.3128 13626 813.00 0.3290 14331 813.50 0.3458 15063 814.00 0.3629 15808 814.50 0.3807 16583 815.00 0.3989 17376 815.50 0.4177 18195 816.00 0.4373 19049 816.45 0.4556 19846 Comment: JBS 75 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Stage w/Warning Stage: WET BASIN 2 [Icpr3] Pipe Link: D12 - WET BASIN 2 Scenario:Icpr3 From Node:D12 To Node:WET BASIN 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:60.93 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:808.51 ft Invert:808.30 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: JBS 76 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Pipe Link: D13 - D12 Scenario:Icpr3 From Node:D13 To Node:D12 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:809.10 ft Invert:808.61 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D14 - D13 Scenario:Icpr3 From Node:D14 To Node:D13 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:141.27 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:809.35 ft Invert:809.10 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D15 - D14 Scenario:Icpr3 From Node:D15 To Node:D14 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:84.10 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:809.58 ft Invert:809.35 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip JBS 77 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D16 - D44 Scenario:Icpr3 From Node:D16 To Node:D44 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:145.82 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.29 ft Invert:809.85 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D17 - D18 Scenario:Icpr3 From Node:D17 To Node:D18 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:815.30 ft Invert:815.09 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D18 - D19 Scenario:Icpr3 Upstream Downstream Invert:815.09 ft Invert:813.85 ft JBS 78 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 From Node:D18 To Node:D19 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:154.43 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D19 - D20 Scenario:Icpr3 From Node:D19 To Node:D20 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:37.97 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.85 ft Invert:813.55 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D20 - D35 Scenario:Icpr3 From Node:D20 To Node:D35 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:216.06 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:813.55 ft Invert:812.90 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 79 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D23 - D16 Scenario:Icpr3 From Node:D23 To Node:D16 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:152.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.48 ft Invert:810.02 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D24 - D23 Scenario:Icpr3 From Node:D24 To Node:D23 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:33.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.58 ft Invert:810.48 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D25 - D24 Scenario:Icpr3 From Node:D25 To Node:D24 Upstream Downstream Invert:810.97 ft Invert:810.58 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 80 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:104.21 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D26 - D25 Scenario:Icpr3 From Node:D26 To Node:D25 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.05 ft Invert:810.97 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D27 - D26 Scenario:Icpr3 From Node:D27 To Node:D26 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:32.35 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Momentum Upstream Downstream Invert:811.11 ft Invert:811.05 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 81 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Comment: Pipe Link: D28 - D27 Scenario:Icpr3 From Node:D28 To Node:D27 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:139.91 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:811.53 ft Invert:811.11 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D31 - WET BASIN 1 Scenario:Icpr3 From Node:D31 To Node:WET BASIN 1 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:41.43 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.87 ft Invert:811.70 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D32 - D15 Scenario:Icpr3 From Node:D32 To Node:D15 Link Count:1 Flow Direction:Both Upstream Downstream Invert:810.98 ft Invert:809.45 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip JBS 82 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Damping:0.0000 ft Length:152.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D33 - D32 Scenario:Icpr3 From Node:D33 To Node:D32 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.24 ft Invert:811.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D34 - D45 Scenario:Icpr3 From Node:D34 To Node:D45 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:184.95 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.82 ft Invert:812.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: JBS 83 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Pipe Link: D35 - D34 Scenario:Icpr3 From Node:D35 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.90 ft Invert:812.82 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D38 - D33 Scenario:Icpr3 From Node:D38 To Node:D33 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:70.88 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.76 ft Invert:811.34 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D41 - D9 Scenario:Icpr3 From Node:D41 To Node:D9 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:76.99 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:815.97 ft Invert:815.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip JBS 84 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D42 - D14 Scenario:Icpr3 From Node:D42 To Node:D14 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:149.48 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.14 ft Invert:811.64 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D43 - D42 Scenario:Icpr3 From Node:D43 To Node:D42 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:30.03 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.54 ft Invert:813.24 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D44 - D15 Scenario:Icpr3 Upstream Downstream Invert:810.02 ft Invert:809.58 ft JBS 85 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 From Node:D44 To Node:D15 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:77.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D45 - D31 Scenario:Icpr3 From Node:D45 To Node:D31 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:53.05 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.08 ft Invert:811.87 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D46 - D45 Scenario:Icpr3 From Node:D46 To Node:D45 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:12.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:812.14 ft Invert:812.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 86 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D5 - WET BASIN 2 Scenario:Icpr3 From Node:D5 To Node:WET BASIN 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:48.52 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.04 ft Invert:808.30 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D50 - D34 Scenario:Icpr3 From Node:D51 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:57.67 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.21 ft Invert:812.92 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D51 - D50 Scenario:Icpr3 From Node:D50 To Node:D51 Upstream Downstream Invert:813.44 ft Invert:813.31 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 87 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D6 - D5 Scenario:Icpr3 From Node:D6 To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:268.51 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.82 ft Invert:810.14 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D7 - D6 Scenario:Icpr3 From Node:D7 To Node:D6 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:57.26 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.46 ft Invert:812.92 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 88 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Comment: Pipe Link: D8 - D7 Scenario:Icpr3 From Node:D8 To Node:D7 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.83 ft Invert:813.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D9 - D8 Scenario:Icpr3 From Node:D9 To Node:D8 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:113.42 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:815.10 ft Invert:813.93 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: WET BASIN 1 - D28 Scenario:Icpr3 From Node:WET BASIN 1 To Node:D28 Link Count:1 Flow Direction:Both Upstream Pipe Downstream Pipe Invert:811.70 ft Invert:811.53 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip JBS 89 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:55.94 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:811.70 ft Control Elevation:811.70 ft Max Depth:0.17 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:817.50 ft Control Elevation:817.50 ft Max Depth:0.75 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: JBS 90 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Weir Type:Horizontal Geometry Type:Rectangular Invert:818.70 ft Control Elevation:818.70 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: WET BASIN 2 - OUTFALL Scenario:Icpr3 From Node:WET BASIN 2 To Node:Outfall Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:99.11 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.30 ft Invert:806.18 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.30 ft Control Elevation:808.30 ft Max Depth:0.38 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 JBS 91 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:813.32 ft Control Elevation:813.32 ft Max Depth:0.38 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:815.70 ft Control Elevation:815.70 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:10/1/2024 10:22:11 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] JBS 92 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec JBS 93 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:10/1/2024 10:23:26 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] JBS 94 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] JBS 95 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D12 010yr 815.61 812.69 0.0026 22.41 17.70 153 D12 100yr 815.61 814.97 0.0030 28.33 27.96 153 D13 010yr 815.29 812.69 0.0027 16.61 21.44 218 D13 100yr 815.29 814.98 0.0027 25.18 24.84 218 D14 010yr 815.99 812.69 0.0010 15.33 15.32 335 D14 100yr 815.99 814.99 0.0010 23.08 22.74 328 D15 010yr 815.15 812.70 0.0010 13.97 13.97 289 D15 100yr 815.15 815.01 0.0011 21.73 21.32 289 D16 010yr 817.37 812.70 0.0010 5.18 5.42 340 D16 100yr 817.37 815.23 0.0012 7.63 7.67 340 D17 010yr 819.82 815.87 0.0010 1.37 1.43 113 D17 100yr 819.82 818.98 0.0012 2.56 1.72 113 D18 010yr 819.78 815.87 -0.0010 3.16 3.10 134 D18 100yr 819.78 818.92 0.0012 4.64 3.96 134 D19 010yr 821.89 815.74 0.0010 6.24 6.22 148 D19 100yr 821.89 817.97 0.0012 9.62 8.87 148 D20 010yr 821.65 815.74 0.0009 7.63 7.59 287 D20 100yr 821.65 817.97 0.0011 11.54 10.97 287 D23 010yr 816.70 812.70 0.0009 5.15 4.71 220 D23 100yr 816.70 815.36 0.0012 6.66 6.68 220 D24 010yr 816.78 812.70 0.0009 4.15 3.78 133 D24 100yr 816.78 815.43 0.0012 5.03 5.11 133 D25 010yr 815.47 812.71 0.0009 2.27 2.25 125 D25 100yr 815.47 815.61 0.0012 2.85 2.97 125 D26 010yr 815.52 812.71 0.0008 2.02 1.85 113 D26 100yr 815.52 815.65 0.0012 2.31 2.41 113 D27 010yr 815.17 812.71 0.0008 1.78 1.55 150 D27 100yr 815.17 815.67 0.0012 2.83 1.86 150 D28 010yr 816.57 812.71 0.0008 0.41 0.44 130 D28 100yr 816.57 815.68 0.0012 1.36 1.18 130 D31 010yr 819.28 815.74 -0.0011 13.19 13.12 138 D31 100yr 819.28 817.96 -0.0012 20.36 20.01 138 D32 010yr 815.41 812.70 -0.0010 4.92 4.45 153 D32 100yr 815.41 816.39 0.0015 7.12 6.44 150 D33 010yr 815.42 812.70 -0.0012 3.83 3.40 113 D33 100yr 815.42 816.52 0.0015 5.54 4.52 113 D34 010yr 820.63 815.74 0.0010 9.66 9.58 281 D34 100yr 820.63 817.96 0.0010 14.00 13.73 280 D35 010yr 820.64 815.74 0.0008 8.30 8.14 287 D35 100yr 820.64 817.96 0.0010 12.27 11.80 286 D38 010yr 815.99 812.72 -0.0010 2.06 1.94 113 D38 100yr 815.99 816.82 0.0016 3.71 2.32 113 D41 010yr 821.09 816.63 0.0008 2.41 2.38 113 D41 100yr 821.09 819.72 0.0013 4.68 3.25 113 D42 010yr 822.16 813.65 0.0004 1.51 1.48 133 D42 100yr 822.16 815.00 0.0007 2.86 2.66 133 D43 010yr 821.82 813.89 0.0003 0.72 0.71 113 JBS 96 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D43 100yr 821.82 815.00 0.0006 1.36 1.34 113 D44 010yr 815.92 812.70 0.0010 7.25 7.32 265 D44 100yr 815.92 815.06 0.0012 11.17 10.91 265 D45 010yr 818.99 815.74 0.0011 12.75 12.64 287 D45 100yr 818.99 817.96 0.0012 19.58 19.23 285 D46 010yr 818.87 815.74 0.0010 3.59 3.34 113 D46 100yr 818.87 817.96 0.0010 7.11 6.53 113 D5 010yr 815.45 812.69 0.0010 8.52 8.52 241 D5 100yr 815.45 814.97 0.0010 11.34 10.88 224 D50 010yr 819.76 815.74 0.0008 0.58 0.53 113 D50 100yr 819.76 817.96 0.0010 1.14 0.72 113 D51 010yr 819.76 815.74 0.0007 0.99 1.07 113 D51 100yr 819.76 817.96 0.0008 1.54 1.44 113 D6 010yr 818.14 813.79 0.0005 5.79 5.77 247 D6 100yr 818.14 816.48 0.0011 6.90 6.61 247 D7 010yr 820.87 814.40 0.0007 5.47 5.47 113 D7 100yr 820.87 817.00 0.0009 7.00 6.33 113 D8 010yr 820.86 814.96 -0.0010 4.74 4.68 113 D8 100yr 820.86 817.64 -0.0010 6.57 5.69 113 D9 010yr 820.32 815.90 0.0007 3.44 3.39 138 D9 100yr 820.32 819.20 0.0012 5.39 4.27 138 Outfall 010yr 809.00 809.00 0.0015 1.03 0.15 0 Outfall 100yr 809.00 809.00 0.0015 3.39 0.03 0 WET BASIN 1 010yr 818.20 815.73 0.0008 18.56 0.32 11707 WET BASIN 1 100yr 818.20 817.95 0.0009 32.25 1.16 14714 WET BASIN 2 010yr 815.45 812.69 0.0010 27.96 1.03 13891 WET BASIN 2 100yr 815.45 814.97 0.0010 42.69 3.39 17328 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D12 010yr 2.11 11.7833 3.83 2.71 0.4800 89.4 0.00 0.00 BASIN D13 010yr 1.59 11.7833 3.83 2.66 0.3700 88.9 0.00 0.00 BASIN D14 010yr 0.04 11.7833 3.83 2.44 0.0100 86.4 0.00 0.00 BASIN D15 010yr 3.02 11.7833 3.83 2.67 0.7000 89.0 0.00 0.00 BASIN D16 010yr 0.72 11.7833 3.83 1.93 0.2400 80.2 0.00 0.00 BASIN D17 010yr 1.37 11.7833 3.83 2.83 0.3000 90.6 0.00 0.00 JBS 97 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D18 010yr 1.86 11.7833 3.83 2.80 0.4100 90.4 0.00 0.00 BASIN D19 010yr 3.19 11.7833 3.83 2.47 0.8000 86.8 0.00 0.00 BASIN D20 010yr 1.42 11.7833 3.83 2.45 0.3600 86.6 0.00 0.00 BASIN D23 010yr 1.41 11.7833 3.83 2.49 0.3500 87.0 0.00 0.00 BASIN D24 010yr 2.22 11.7833 3.83 2.80 0.4900 90.4 0.00 0.00 BASIN D25 010yr 0.47 11.7833 3.83 2.66 0.1100 88.8 0.00 0.00 BASIN D26 010yr 0.48 11.7833 3.83 2.67 0.1100 89.0 0.00 0.00 BASIN D27 010yr 1.52 11.7833 3.83 2.85 0.3300 90.9 0.00 0.00 BASIN D28 010yr 0.30 11.7833 3.83 1.92 0.1000 80.1 0.00 0.00 BASIN D31 010yr 0.62 11.7833 3.83 2.41 0.1600 86.1 0.00 0.00 BASIN D32 010yr 1.60 11.7833 3.83 2.68 0.3700 89.1 0.00 0.00 BASIN D33 010yr 1.96 11.7833 3.83 3.06 0.4000 92.9 0.00 0.00 BASIN D34 010yr 0.68 11.7833 3.83 2.79 0.1500 90.2 0.00 0.00 BASIN D35 010yr 0.75 11.7833 3.83 2.72 0.1700 89.5 0.00 0.00 BASIN D38 010yr 2.06 11.7833 3.83 3.06 0.4200 93.0 0.00 0.00 BASIN D40 010yr 1.63 11.9000 3.83 1.90 0.8800 80.0 0.00 0.00 BASIN D41 010yr 2.41 11.7833 3.83 2.61 0.5700 88.3 0.00 0.00 BASIN D42 010yr 0.80 11.7833 3.83 2.76 0.1800 89.9 0.00 0.00 BASIN D43 010yr 0.72 11.7833 3.83 2.80 0.1600 90.3 0.00 0.00 BASIN D44 010yr 2.84 11.7833 3.83 2.74 0.6400 89.7 0.00 0.00 BASIN D46 010yr 3.60 11.7833 3.83 2.53 0.8800 87.4 0.00 0.00 BASIN D48 010yr 3.02 11.7833 3.83 1.94 1.0000 80.4 0.00 0.00 BASIN D5 010yr 2.91 11.7833 3.83 2.69 0.6700 89.1 0.00 0.00 BASIN D50 010yr 0.59 11.7833 3.83 2.60 0.1400 88.2 0.00 0.00 JBS 98 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D51 010yr 0.58 11.7833 3.83 2.55 0.1400 87.7 0.00 0.00 BASIN D6 010yr 0.34 11.7833 3.83 1.97 0.1100 80.7 0.00 0.00 BASIN D7 010yr 0.83 11.7833 3.83 3.04 0.1700 92.7 0.00 0.00 BASIN D8 010yr 1.35 11.7833 3.83 2.79 0.3000 90.2 0.00 0.00 BASIN D9 010yr 1.07 11.7833 3.83 2.38 0.2800 85.7 0.00 0.00 DIRECT 1 010yr 1.79 11.7833 3.83 2.46 0.4500 86.7 0.00 0.00 DIRECT 2 010yr 2.08 11.7833 3.83 2.43 0.5300 86.3 0.00 0.00 BASIN D12 100yr 4.02 11.7833 6.46 5.25 0.4800 89.4 0.00 0.00 BASIN D13 100yr 3.07 11.7833 6.46 5.19 0.3700 88.9 0.00 0.00 BASIN D14 100yr 0.08 11.7833 6.46 4.92 0.0100 86.4 0.00 0.00 BASIN D15 100yr 5.82 11.7833 6.46 5.20 0.7000 89.0 0.00 0.00 BASIN D16 100yr 1.64 11.7833 6.46 4.24 0.2400 80.2 0.00 0.00 BASIN D17 100yr 2.56 11.7833 6.46 5.39 0.3000 90.6 0.00 0.00 BASIN D18 100yr 3.49 11.7833 6.46 5.35 0.4100 90.4 0.00 0.00 BASIN D19 100yr 6.38 11.7833 6.46 4.95 0.8000 86.8 0.00 0.00 BASIN D20 100yr 2.86 11.7833 6.46 4.93 0.3600 86.6 0.00 0.00 BASIN D23 100yr 2.80 11.7833 6.46 4.98 0.3500 87.0 0.00 0.00 BASIN D24 100yr 4.17 11.7833 6.46 5.36 0.4900 90.4 0.00 0.00 BASIN D25 100yr 0.91 11.7833 6.46 5.18 0.1100 88.8 0.00 0.00 BASIN D26 100yr 0.91 11.7833 6.46 5.20 0.1100 89.0 0.00 0.00 BASIN D27 100yr 2.83 11.7833 6.46 5.41 0.3300 90.9 0.00 0.00 BASIN D28 100yr 0.68 11.7833 6.46 4.23 0.1000 80.1 0.00 0.00 BASIN D31 100yr 1.26 11.7833 6.46 4.88 0.1600 86.1 0.00 0.00 BASIN D32 100yr 3.08 11.7833 6.46 5.21 0.3700 89.1 0.00 0.00 BASIN D33 100yr 3.53 11.7833 6.46 5.65 0.4000 92.9 0.00 0.00 BASIN D34 100yr 1.27 11.7833 6.46 5.34 0.1500 90.2 0.00 0.00 BASIN 100yr 1.43 11.7833 6.46 5.26 0.1700 89.5 0.00 0.00 JBS 99 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA D35 BASIN D38 100yr 3.71 11.7833 6.46 5.66 0.4200 93.0 0.00 0.00 BASIN D40 100yr 3.74 11.9000 6.46 4.20 0.8800 80.0 0.00 0.00 BASIN D41 100yr 4.68 11.7833 6.46 5.13 0.5700 88.3 0.00 0.00 BASIN D42 100yr 1.52 11.7833 6.46 5.31 0.1800 89.9 0.00 0.00 BASIN D43 100yr 1.36 11.7833 6.46 5.35 0.1600 90.3 0.00 0.00 BASIN D44 100yr 5.39 11.7833 6.46 5.28 0.6400 89.7 0.00 0.00 BASIN D46 100yr 7.11 11.7833 6.46 5.03 0.8800 87.4 0.00 0.00 BASIN D48 100yr 6.87 11.7833 6.46 4.26 1.0000 80.4 0.00 0.00 BASIN D5 100yr 5.59 11.7833 6.46 5.22 0.6700 89.1 0.00 0.00 BASIN D50 100yr 1.15 11.7833 6.46 5.11 0.1400 88.2 0.00 0.00 BASIN D51 100yr 1.14 11.7833 6.46 5.05 0.1400 87.7 0.00 0.00 BASIN D6 100yr 0.76 11.7833 6.46 4.29 0.1100 80.7 0.00 0.00 BASIN D7 100yr 1.50 11.7833 6.46 5.63 0.1700 92.7 0.00 0.00 BASIN D8 100yr 2.55 11.7833 6.46 5.34 0.3000 90.2 0.00 0.00 BASIN D9 100yr 2.18 11.7833 6.46 4.83 0.2800 85.7 0.00 0.00 DIRECT 1 100yr 3.58 11.7833 6.46 4.95 0.4500 86.7 0.00 0.00 DIRECT 2 100yr 4.19 11.7833 6.46 4.90 0.5300 86.3 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D12 - WET BASIN 2 010yr 17.70 -0.03 2.49 4.41 4.11 4.26 D13 - D12 010yr 21.44 -0.69 -21.38 5.78 4.37 4.98 D14 - D13 010yr 15.32 0.00 0.70 4.88 6.18 5.38 D15 - D14 010yr 13.97 0.00 1.18 4.45 4.45 4.45 D16 - D44 010yr 5.42 0.00 -1.01 2.98 1.81 2.40 D17 - D18 010yr 1.43 0.00 0.71 3.58 2.37 2.98 D18 - D19 010yr 3.10 0.00 -0.01 4.82 4.00 4.40 D19 - D20 010yr 6.22 0.00 -1.78 5.18 4.43 4.79 D20 - D35 010yr 7.59 0.00 0.47 4.20 4.10 4.11 D23 - D16 010yr 4.71 0.00 1.05 3.21 2.09 2.65 JBS 100 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D24 - D23 010yr 3.78 0.00 -0.83 3.31 3.29 3.29 D25 - D24 010yr 2.25 0.00 0.19 3.01 2.04 2.52 D26 - D25 010yr 1.85 0.00 -0.18 2.76 2.70 2.72 D27 - D26 010yr 1.55 0.00 0.11 2.30 2.34 2.31 D28 - D27 010yr 0.44 0.00 0.04 1.77 1.30 1.50 D31 - WET BASIN 1 010yr 13.12 -0.16 -1.53 5.31 5.77 5.50 D32 - D15 010yr 4.45 0.00 -0.21 4.89 4.13 4.19 D33 - D32 010yr 3.40 0.00 0.19 4.47 4.16 4.26 D34 - D45 010yr 9.58 -0.04 0.86 5.00 3.88 4.44 D35 - D34 010yr 8.14 -0.05 2.58 4.30 4.47 4.38 D38 - D33 010yr 1.94 0.00 -0.02 3.99 3.30 3.59 D41 - D9 010yr 2.38 0.00 0.00 4.32 4.86 4.59 D42 - D14 010yr 1.48 0.00 0.00 3.63 4.33 3.98 D43 - D42 010yr 0.71 0.00 0.00 2.88 2.97 2.69 D44 - D15 010yr 7.32 0.00 1.33 3.71 2.33 2.78 D45 - D31 010yr 12.64 -0.09 1.97 5.13 5.11 5.12 D46 - D45 010yr 3.34 -0.15 0.83 2.72 2.72 2.72 D5 - WET BASIN 2 010yr 8.52 0.00 -0.06 7.26 10.00 7.94 D50 - D34 010yr 1.07 0.00 0.20 2.08 2.23 2.14 D51 - D50 010yr 0.53 0.00 -0.05 2.37 2.08 2.12 D6 - D5 010yr 5.77 0.00 -0.01 5.63 5.94 5.76 D7 - D6 010yr 5.47 0.00 -0.01 5.48 5.51 5.49 D8 - D7 010yr 4.68 0.00 -0.01 5.95 6.30 6.13 D9 - D8 010yr 3.39 0.00 0.00 5.11 5.09 4.87 WET BASIN 1 - D28 - Pipe 010yr 0.20 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 1 010yr 0.20 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Pipe 010yr 1.03 -0.15 -0.01 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 1 010yr 1.03 -0.15 -0.01 9.36 9.36 9.36 WET BASIN 2 - OUTFALL - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 JBS 101 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] - OUTFALL - Weir: 4 D12 - WET BASIN 2 100yr 27.96 -0.03 2.57 5.70 5.70 5.70 D13 - D12 100yr 24.84 -1.26 -14.74 5.06 5.06 5.06 D14 - D13 100yr 22.74 0.00 1.03 7.24 7.24 7.24 D15 - D14 100yr 21.32 0.00 1.36 6.79 6.79 6.79 D16 - D44 100yr 7.67 0.00 1.04 2.78 2.44 2.44 D17 - D18 100yr 1.72 0.00 0.86 3.57 2.36 2.97 D18 - D19 100yr 3.96 0.00 0.02 5.05 5.05 5.05 D19 - D20 100yr 8.87 0.00 0.55 5.58 5.02 5.07 D20 - D35 100yr 10.97 -0.01 -0.66 3.99 3.49 3.50 D23 - D16 100yr 6.68 0.00 0.95 2.69 2.13 2.13 D24 - D23 100yr 5.11 0.00 -0.84 2.89 2.89 2.89 D25 - D24 100yr 2.97 -0.25 0.05 2.92 2.42 2.42 D26 - D25 100yr 2.41 0.00 -0.12 2.58 2.54 2.54 D27 - D26 100yr 1.86 0.00 -0.12 2.17 2.19 2.18 D28 - D27 100yr 1.18 -0.62 -0.02 1.85 1.38 1.58 D31 - WET BASIN 1 100yr 20.01 -0.14 1.85 6.37 6.37 6.37 D32 - D15 100yr 6.44 0.00 -0.23 5.25 5.25 5.25 D33 - D32 100yr 4.52 0.00 -0.07 4.10 3.70 3.75 D34 - D45 100yr 13.73 -0.07 0.86 4.37 4.37 4.37 D35 - D34 100yr 11.80 -0.07 2.57 3.76 3.76 3.76 D38 - D33 100yr 2.32 0.00 0.02 3.82 3.11 3.34 D41 - D9 100yr 3.25 0.00 0.00 4.89 4.97 4.75 D42 - D14 100yr 2.66 0.00 0.08 4.53 4.72 4.42 D43 - D42 100yr 1.34 0.00 0.72 3.50 2.86 3.01 D44 - D15 100yr 10.91 0.00 -1.60 3.47 3.47 3.47 D45 - D31 100yr 19.23 -0.06 -1.90 6.12 6.12 6.12 D46 - D45 100yr 6.53 -0.20 -1.04 5.32 5.32 5.32 D5 - WET BASIN 2 100yr 10.88 0.00 0.81 8.87 8.87 8.87 D50 - D34 100yr 1.44 0.00 0.21 2.05 2.23 2.14 D51 - D50 100yr 0.72 0.00 0.03 1.88 1.76 1.66 D6 - D5 100yr 6.61 0.00 0.02 5.39 5.39 5.39 D7 - D6 100yr 6.33 0.00 -0.11 5.81 5.79 5.72 D8 - D7 100yr 5.69 0.00 -0.28 7.24 7.24 7.24 D9 - D8 100yr 4.27 0.00 0.01 5.44 5.44 5.44 WET BASIN 1 - D28 - Pipe 100yr 1.16 -0.08 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 1 100yr 0.24 -0.08 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 2 100yr 0.98 0.00 0.00 2.15 2.15 2.15 JBS 102 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:27 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] WET BASIN 1 - D28 - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Pipe 100yr 3.39 -0.03 -0.01 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 1 100yr 1.21 -0.03 0.00 10.95 10.95 10.95 WET BASIN 2 - OUTFALL - Weir: 3 100yr 2.18 0.00 -0.01 5.82 5.82 5.82 WET BASIN 2 - OUTFALL - Weir: 4 100yr 0.00 0.00 0.00 0.00 0.00 0.00 Meadowstone Community – 10/14/24 16 Appendix I: Proposed Constructed Detention Design (with Offsite Flows) ICPR Node Diagram JBS 1 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D12 Scenario:Icpr3 Node:D12 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:89.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D12 [Icpr3] JBS 2 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D13 Scenario:Icpr3 Node:D13 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3700 ac Curve Number:88.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D13 [Icpr3] JBS 3 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D14 Scenario:Icpr3 Node:D14 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0100 ac Curve Number:86.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D14 [Icpr3] JBS 4 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D15 Scenario:Icpr3 Node:D15 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7000 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D15 [Icpr3] JBS 5 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D16 Scenario:Icpr3 Node:D16 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2400 ac Curve Number:80.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D16 [Icpr3] JBS 6 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D17 Scenario:Icpr3 Node:D17 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Curve Number:90.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D17 [Icpr3] JBS 7 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D18 Scenario:Icpr3 Node:D18 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4100 ac Curve Number:90.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D18 [Icpr3] JBS 8 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D19 Scenario:Icpr3 Node:D19 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8000 ac Curve Number:86.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D19 [Icpr3] JBS 9 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D20 Scenario:Icpr3 Node:D20 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3600 ac Curve Number:86.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D20 [Icpr3] JBS 10 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D23 Scenario:Icpr3 Node:D23 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3500 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D23 [Icpr3] JBS 11 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D24 Scenario:Icpr3 Node:D24 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4900 ac Curve Number:90.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D24 [Icpr3] JBS 12 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D25 Scenario:Icpr3 Node:D25 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:88.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D25 [Icpr3] JBS 13 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D26 Scenario:Icpr3 Node:D26 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D26 [Icpr3] JBS 14 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D27 Scenario:Icpr3 Node:D27 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3300 ac Curve Number:90.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D27 [Icpr3] JBS 15 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D28 Scenario:Icpr3 Node:D28 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1000 ac Curve Number:80.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D28 [Icpr3] JBS 16 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D31 Scenario:Icpr3 Node:D31 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1600 ac Curve Number:86.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D31 [Icpr3] JBS 17 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D32 Scenario:Icpr3 Node:D32 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3700 ac Curve Number:89.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D32 [Icpr3] JBS 18 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D33 Scenario:Icpr3 Node:D33 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4000 ac Curve Number:92.9 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D33 [Icpr3] JBS 19 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D34 Scenario:Icpr3 Node:D34 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1500 ac Curve Number:90.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D34 [Icpr3] JBS 20 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D35 Scenario:Icpr3 Node:D35 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Curve Number:89.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D35 [Icpr3] JBS 21 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D38 Scenario:Icpr3 Node:D38 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4200 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D38 [Icpr3] JBS 22 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D40 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.4000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:80.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D40 [Icpr3] JBS 23 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D41 Scenario:Icpr3 Node:D41 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5700 ac Curve Number:88.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D41 [Icpr3] JBS 24 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D42 Scenario:Icpr3 Node:D42 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1800 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D42 [Icpr3] JBS 25 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D43 Scenario:Icpr3 Node:D43 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1600 ac Curve Number:90.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D43 [Icpr3] JBS 26 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D44 Scenario:Icpr3 Node:D44 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6400 ac Curve Number:89.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D44 [Icpr3] JBS 27 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D46 Scenario:Icpr3 Node:D46 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:87.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D46 [Icpr3] JBS 28 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D48 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.0000 ac Curve Number:80.4 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D48 [Icpr3] JBS 29 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D5 Scenario:Icpr3 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6700 ac Curve Number:89.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D5 [Icpr3] JBS 30 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D50 Scenario:Icpr3 Node:D51 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1400 ac Curve Number:88.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D50 [Icpr3] JBS 31 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D51 Scenario:Icpr3 Node:D50 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1400 ac Curve Number:87.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D51 [Icpr3] JBS 32 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D6 Scenario:Icpr3 Node:D6 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:80.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D6 [Icpr3] JBS 33 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D7 Scenario:Icpr3 Node:D7 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Curve Number:92.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D7 [Icpr3] JBS 34 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D8 Scenario:Icpr3 Node:D8 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Curve Number:90.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D8 [Icpr3] JBS 35 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: BASIN D9 Scenario:Icpr3 Node:D9 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2800 ac Curve Number:85.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: BASIN D9 [Icpr3] JBS 36 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: DIRECT 1 Scenario:Icpr3 Node:WET BASIN 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4500 ac Curve Number:86.7 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: DIRECT 1 [Icpr3] JBS 37 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Simple Basin: DIRECT 2 Scenario:Icpr3 Node:WET BASIN 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5300 ac Curve Number:86.3 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: DIRECT 2 [Icpr3] JBS 38 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node: D12 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.51 ft Warning Stage:815.61 ft Stage [ft]Area [ac]Area [ft2] 808.51 0.0010 44 815.61 0.0010 44 Comment: Node Stage w/Warning Stage: D12 [Icpr3] Node: D13 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs JBS 39 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Initial Stage:808.61 ft Warning Stage:815.29 ft Stage [ft]Area [ac]Area [ft2] 808.61 0.0010 44 815.29 0.0010 44 Comment: Node Stage w/Warning Stage: D13 [Icpr3] Node: D14 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.10 ft Warning Stage:815.99 ft JBS 40 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Stage [ft]Area [ac]Area [ft2] 809.10 0.0010 44 815.99 0.0010 44 Comment: Node Stage w/Warning Stage: D14 [Icpr3] Node: D15 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.35 ft Warning Stage:815.15 ft Stage [ft]Area [ac]Area [ft2] 809.35 0.0010 44 815.15 0.0010 44 JBS 41 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Comment: Node Stage w/Warning Stage: D15 [Icpr3] Node: D16 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.02 ft Warning Stage:817.37 ft Stage [ft]Area [ac]Area [ft2] 810.02 0.0010 44 817.37 0.0010 44 Comment: JBS 42 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D16 [Icpr3] Node: D17 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.30 ft Warning Stage:819.82 ft Stage [ft]Area [ac]Area [ft2] 815.30 0.0010 44 819.82 0.0010 44 Comment: JBS 43 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D17 [Icpr3] Node: D18 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.09 ft Warning Stage:819.78 ft Stage [ft]Area [ac]Area [ft2] 815.09 0.0010 44 819.78 0.0010 44 Comment: JBS 44 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D18 [Icpr3] Node: D19 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.85 ft Warning Stage:821.89 ft Stage [ft]Area [ac]Area [ft2] 813.85 0.0010 44 821.89 0.0010 44 Comment: JBS 45 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D19 [Icpr3] Node: D20 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.55 ft Warning Stage:821.65 ft Stage [ft]Area [ac]Area [ft2] 813.55 0.0010 44 821.65 0.0010 44 Comment: JBS 46 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D20 [Icpr3] Node: D23 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.48 ft Warning Stage:816.70 ft Stage [ft]Area [ac]Area [ft2] 810.48 0.0010 44 816.70 0.0010 44 Comment: JBS 47 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D23 [Icpr3] Node: D24 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.58 ft Warning Stage:816.78 ft Stage [ft]Area [ac]Area [ft2] 810.58 0.0010 44 816.78 0.0010 44 Comment: JBS 48 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D24 [Icpr3] Node: D25 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.97 ft Warning Stage:815.47 ft Stage [ft]Area [ac]Area [ft2] 810.97 0.0010 44 815.47 0.0010 44 Comment: JBS 49 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D25 [Icpr3] Node: D26 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.05 ft Warning Stage:815.52 ft Stage [ft]Area [ac]Area [ft2] 811.05 0.0010 44 815.52 0.0010 44 Comment: JBS 50 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D26 [Icpr3] Node: D27 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.11 ft Warning Stage:815.17 ft Stage [ft]Area [ac]Area [ft2] 811.11 0.0010 44 815.17 0.0010 44 Comment: JBS 51 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D27 [Icpr3] Node: D28 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.53 ft Warning Stage:816.57 ft Stage [ft]Area [ac]Area [ft2] 811.53 0.0010 44 816.57 0.0010 44 Comment: JBS 52 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D28 [Icpr3] Node: D31 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.87 ft Warning Stage:819.28 ft Stage [ft]Area [ac]Area [ft2] 811.87 0.0010 44 819.28 0.0010 44 Comment: JBS 53 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D31 [Icpr3] Node: D32 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.43 ft Warning Stage:815.41 ft Stage [ft]Area [ac]Area [ft2] 811.43 0.0010 44 815.41 0.0010 44 Comment: JBS 54 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D32 [Icpr3] Node: D33 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.69 ft Warning Stage:815.42 ft Stage [ft]Area [ac]Area [ft2] 811.69 0.0010 44 815.42 0.0010 44 Comment: JBS 55 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D33 [Icpr3] Node: D34 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.82 ft Warning Stage:820.63 ft Stage [ft]Area [ac]Area [ft2] 812.82 0.0010 44 820.63 0.0010 44 Comment: JBS 56 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D34 [Icpr3] Node: D35 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.90 ft Warning Stage:820.64 ft Stage [ft]Area [ac]Area [ft2] 812.90 0.0010 44 820.64 0.0010 44 Comment: JBS 57 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D35 [Icpr3] Node: D38 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.76 ft Warning Stage:815.99 ft Stage [ft]Area [ac]Area [ft2] 811.76 0.0010 44 815.99 0.0010 44 Comment: JBS 58 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D38 [Icpr3] Node: D41 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.97 ft Warning Stage:821.09 ft Stage [ft]Area [ac]Area [ft2] 815.97 0.0010 44 821.09 0.0010 44 Comment: JBS 59 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D41 [Icpr3] Node: D42 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.13 ft Warning Stage:822.16 ft Stage [ft]Area [ac]Area [ft2] 813.13 0.0010 44 822.16 0.0010 44 Comment: JBS 60 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D42 [Icpr3] Node: D43 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.53 ft Warning Stage:821.82 ft Stage [ft]Area [ac]Area [ft2] 813.53 0.0010 44 821.82 0.0010 44 Comment: JBS 61 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D43 [Icpr3] Node: D44 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:809.58 ft Warning Stage:815.92 ft Stage [ft]Area [ac]Area [ft2] 809.58 0.0010 44 815.92 0.0010 44 Comment: JBS 62 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D44 [Icpr3] Node: D45 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.08 ft Warning Stage:818.99 ft Stage [ft]Area [ac]Area [ft2] 812.08 0.0010 44 818.99 0.0010 44 Comment: JBS 63 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D45 [Icpr3] Node: D46 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.14 ft Warning Stage:818.87 ft Stage [ft]Area [ac]Area [ft2] 812.14 0.0010 44 818.87 0.0010 44 Comment: JBS 64 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D46 [Icpr3] Node: D5 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:810.04 ft Warning Stage:815.45 ft Stage [ft]Area [ac]Area [ft2] 810.04 0.0010 44 815.45 0.0010 44 Comment: JBS 65 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D5 [Icpr3] Node: D50 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.21 ft Warning Stage:819.76 ft Stage [ft]Area [ac]Area [ft2] 813.21 0.0010 44 819.76 0.0010 44 Comment: JBS 66 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D50 [Icpr3] Node: D51 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.44 ft Warning Stage:819.76 ft Stage [ft]Area [ac]Area [ft2] 813.44 0.0010 44 819.76 0.0010 44 Comment: JBS 67 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D51 [Icpr3] Node: D6 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:812.82 ft Warning Stage:818.14 ft Stage [ft]Area [ac]Area [ft2] 812.82 0.0010 44 818.14 0.0010 44 Comment: JBS 68 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D6 [Icpr3] Node: D7 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.46 ft Warning Stage:820.87 ft Stage [ft]Area [ac]Area [ft2] 813.46 0.0010 44 820.87 0.0010 44 Comment: JBS 69 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D7 [Icpr3] Node: D8 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.83 ft Warning Stage:820.86 ft Stage [ft]Area [ac]Area [ft2] 813.83 0.0010 44 820.86 0.0010 44 Comment: JBS 70 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D8 [Icpr3] Node: D9 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:815.10 ft Warning Stage:820.32 ft Stage [ft]Area [ac]Area [ft2] 815.10 0.0010 44 820.32 0.0010 44 Comment: JBS 71 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: D9 [Icpr3] Node: Outfall Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:807.94 ft Warning Stage:809.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 807.94 0 0 0 12.0000 809.00 0 0 0 30.0000 807.94 Comment: JBS 72 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: Outfall [Icpr3] Node: WET BASIN 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.70 ft Warning Stage:818.20 ft Stage [ft]Area [ac]Area [ft2] 811.70 0.1664 7248 812.00 0.1732 7545 812.50 0.1847 8046 813.00 0.1965 8560 813.50 0.2087 9091 814.00 0.2214 9644 814.50 0.2345 10215 815.00 0.2481 10807 815.50 0.2620 11413 816.00 0.2764 12040 816.50 0.2913 12689 JBS 73 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Stage [ft]Area [ac]Area [ft2] 817.00 0.3067 13360 817.50 0.3228 14061 818.00 0.3393 14780 818.50 0.3566 15533 819.00 0.3751 16339 819.20 0.3829 16679 Comment: Node Stage w/Warning Stage: WET BASIN 1 [Icpr3] Node: WET BASIN 2 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.30 ft Warning Stage:815.45 ft JBS 74 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Stage [ft]Area [ac]Area [ft2] 808.30 0.1898 8268 808.50 0.1953 8507 809.00 0.2089 9100 809.50 0.2228 9705 810.00 0.2371 10328 810.50 0.2516 10960 811.00 0.2663 11600 811.50 0.2815 12262 812.00 0.2970 12937 812.50 0.3128 13626 813.00 0.3290 14331 813.50 0.3458 15063 814.00 0.3629 15808 814.50 0.3807 16583 815.00 0.3989 17376 815.50 0.4177 18195 816.00 0.4373 19049 816.45 0.4556 19846 Comment: JBS 75 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Stage w/Warning Stage: WET BASIN 2 [Icpr3] Pipe Link: D12 - WET BASIN 2 Scenario:Icpr3 From Node:D12 To Node:WET BASIN 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:60.93 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:808.51 ft Invert:808.30 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: JBS 76 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Pipe Link: D13 - D12 Scenario:Icpr3 From Node:D13 To Node:D12 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:809.10 ft Invert:808.61 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D14 - D13 Scenario:Icpr3 From Node:D14 To Node:D13 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:141.27 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:809.35 ft Invert:809.10 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D15 - D14 Scenario:Icpr3 From Node:D15 To Node:D14 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:84.10 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:809.58 ft Invert:809.35 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip JBS 77 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D16 - D44 Scenario:Icpr3 From Node:D16 To Node:D44 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:145.82 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.29 ft Invert:809.85 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D17 - D18 Scenario:Icpr3 From Node:D17 To Node:D18 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:815.30 ft Invert:815.09 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D18 - D19 Scenario:Icpr3 Upstream Downstream Invert:815.09 ft Invert:813.85 ft JBS 78 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 From Node:D18 To Node:D19 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:154.43 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D19 - D20 Scenario:Icpr3 From Node:D19 To Node:D20 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:37.97 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.85 ft Invert:813.55 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D20 - D35 Scenario:Icpr3 From Node:D20 To Node:D35 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:216.06 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:813.55 ft Invert:812.90 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 79 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D23 - D16 Scenario:Icpr3 From Node:D23 To Node:D16 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:152.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.48 ft Invert:810.02 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D24 - D23 Scenario:Icpr3 From Node:D24 To Node:D23 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:33.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.58 ft Invert:810.48 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D25 - D24 Scenario:Icpr3 From Node:D25 To Node:D24 Upstream Downstream Invert:810.97 ft Invert:810.58 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 80 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:104.21 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D26 - D25 Scenario:Icpr3 From Node:D26 To Node:D25 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.05 ft Invert:810.97 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D27 - D26 Scenario:Icpr3 From Node:D27 To Node:D26 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:32.35 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Momentum Upstream Downstream Invert:811.11 ft Invert:811.05 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 81 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Comment: Pipe Link: D28 - D27 Scenario:Icpr3 From Node:D28 To Node:D27 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:139.91 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:811.53 ft Invert:811.11 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D31 - WET BASIN 1 Scenario:Icpr3 From Node:D31 To Node:WET BASIN 1 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:41.43 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.87 ft Invert:811.70 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D32 - D15 Scenario:Icpr3 From Node:D32 To Node:D15 Link Count:1 Flow Direction:Both Upstream Downstream Invert:810.98 ft Invert:809.45 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip JBS 82 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Damping:0.0000 ft Length:152.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D33 - D32 Scenario:Icpr3 From Node:D33 To Node:D32 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.24 ft Invert:811.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D34 - D45 Scenario:Icpr3 From Node:D34 To Node:D45 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:184.95 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.82 ft Invert:812.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: JBS 83 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Pipe Link: D35 - D34 Scenario:Icpr3 From Node:D35 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.90 ft Invert:812.82 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D38 - D33 Scenario:Icpr3 From Node:D38 To Node:D33 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:70.88 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:811.76 ft Invert:811.34 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D41 - D9 Scenario:Icpr3 From Node:D41 To Node:D9 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:76.99 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:815.97 ft Invert:815.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip JBS 84 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D42 - D14 Scenario:Icpr3 From Node:D42 To Node:D14 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:149.48 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.14 ft Invert:811.64 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D43 - D42 Scenario:Icpr3 From Node:D43 To Node:D42 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:30.03 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.54 ft Invert:813.24 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D44 - D15 Scenario:Icpr3 Upstream Downstream Invert:810.02 ft Invert:809.58 ft JBS 85 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 From Node:D44 To Node:D15 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:77.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D45 - D31 Scenario:Icpr3 From Node:D45 To Node:D31 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:53.05 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.08 ft Invert:811.87 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D46 - D45 Scenario:Icpr3 From Node:D46 To Node:D45 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:12.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:812.14 ft Invert:812.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 86 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D5 - WET BASIN 2 Scenario:Icpr3 From Node:D5 To Node:WET BASIN 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:48.52 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:810.04 ft Invert:808.30 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D50 - D34 Scenario:Icpr3 From Node:D51 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:57.67 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.21 ft Invert:812.92 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D51 - D50 Scenario:Icpr3 From Node:D50 To Node:D51 Upstream Downstream Invert:813.44 ft Invert:813.31 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 87 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D6 - D5 Scenario:Icpr3 From Node:D6 To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:268.51 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:812.82 ft Invert:810.14 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D7 - D6 Scenario:Icpr3 From Node:D7 To Node:D6 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:57.26 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.46 ft Invert:812.92 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 88 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Comment: Pipe Link: D8 - D7 Scenario:Icpr3 From Node:D8 To Node:D7 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.83 ft Invert:813.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D9 - D8 Scenario:Icpr3 From Node:D9 To Node:D8 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:113.42 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:815.10 ft Invert:813.93 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: WET BASIN 1 - D28 Scenario:Icpr3 From Node:WET BASIN 1 To Node:D28 Link Count:1 Flow Direction:Both Upstream Pipe Downstream Pipe Invert:811.70 ft Invert:811.53 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip JBS 89 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:55.94 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:811.70 ft Control Elevation:811.70 ft Max Depth:0.17 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:817.50 ft Control Elevation:817.50 ft Max Depth:0.75 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: JBS 90 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Weir Type:Horizontal Geometry Type:Rectangular Invert:818.70 ft Control Elevation:818.70 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: WET BASIN 2 - OUTFALL Scenario:Icpr3 From Node:WET BASIN 2 To Node:Outfall Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:99.11 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.30 ft Invert:806.18 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.30 ft Control Elevation:808.30 ft Max Depth:0.38 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 JBS 91 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:813.32 ft Control Elevation:813.32 ft Max Depth:0.38 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:815.70 ft Control Elevation:815.70 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:10/1/2024 10:10:39 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] JBS 92 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec JBS 93 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:10/1/2024 10:11:44 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] JBS 94 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] JBS 95 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D12 010yr 815.61 812.84 0.0027 24.17 17.77 153 D12 100yr 815.61 816.03 0.0030 28.35 27.99 153 D13 010yr 815.29 812.85 -0.0026 16.65 23.18 218 D13 100yr 815.29 816.04 0.0028 25.21 24.88 218 D14 010yr 815.99 812.85 -0.0010 15.37 15.35 335 D14 100yr 815.99 816.20 0.0010 23.13 22.79 328 D15 010yr 815.15 812.85 -0.0011 14.01 13.99 289 D15 100yr 815.15 816.29 0.0011 21.81 21.39 289 D16 010yr 817.37 812.86 0.0010 5.19 5.39 340 D16 100yr 817.37 816.46 0.0012 8.46 8.45 340 D17 010yr 819.82 817.77 0.0010 1.37 1.20 113 D17 100yr 819.82 823.63 0.0022 2.56 1.75 113 D18 010yr 819.78 817.77 0.0010 2.74 2.35 132 D18 100yr 819.78 823.58 0.0022 3.81 3.95 131 D19 010yr 821.89 817.77 0.0010 11.52 10.73 148 D19 100yr 821.89 822.28 0.0021 19.16 17.39 148 D20 010yr 821.65 817.77 0.0010 12.09 11.45 287 D20 100yr 821.65 821.36 0.0018 20.10 18.95 286 D23 010yr 816.70 812.86 -0.0010 5.20 4.72 220 D23 100yr 816.70 816.57 0.0012 8.07 8.05 220 D24 010yr 816.78 812.86 0.0007 4.20 3.83 133 D24 100yr 816.78 816.67 0.0012 7.46 7.42 133 D25 010yr 815.47 812.87 0.0006 2.32 2.27 125 D25 100yr 815.47 817.47 0.0012 6.61 6.67 125 D26 010yr 815.52 812.88 0.0006 2.07 1.88 113 D26 100yr 815.52 817.67 0.0012 6.49 6.53 113 D27 010yr 815.17 812.88 0.0006 1.83 1.61 150 D27 100yr 815.17 817.96 0.0012 6.41 6.43 150 D28 010yr 816.57 812.89 0.0006 0.66 0.66 130 D28 100yr 816.57 819.09 0.0012 6.23 6.23 130 D31 010yr 819.28 817.76 -0.0012 15.26 14.94 138 D31 100yr 819.28 819.64 -0.0010 26.21 25.76 138 D32 010yr 815.41 812.85 -0.0010 4.92 4.44 153 D32 100yr 815.41 816.45 0.0015 7.12 6.43 149 D33 010yr 815.42 812.85 -0.0012 3.83 3.40 113 D33 100yr 815.42 816.58 0.0015 5.54 4.52 113 D34 010yr 820.63 817.76 0.0010 12.53 12.20 280 D34 100yr 820.63 819.84 -0.0014 20.87 20.45 279 D35 010yr 820.64 817.77 0.0010 12.16 11.68 287 D35 100yr 820.64 820.01 0.0013 20.24 19.35 284 D38 010yr 815.99 812.86 -0.0010 2.06 1.94 113 D38 100yr 815.99 816.88 0.0016 3.71 2.32 113 D41 010yr 821.09 816.63 0.0005 2.41 2.38 113 D41 100yr 821.09 819.74 0.0013 4.68 3.25 113 D42 010yr 822.16 813.65 0.0003 1.51 1.48 133 D42 100yr 822.16 816.20 0.0008 2.84 2.63 133 D43 010yr 821.82 813.89 0.0002 0.72 0.71 113 JBS 96 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D43 100yr 821.82 816.20 0.0008 1.36 1.33 113 D44 010yr 815.92 812.85 0.0010 7.27 7.32 265 D44 100yr 815.92 816.35 0.0012 11.26 11.01 265 D45 010yr 818.99 817.76 0.0011 15.04 14.71 284 D45 100yr 818.99 819.67 -0.0010 25.64 25.18 283 D46 010yr 818.87 817.76 0.0010 3.60 3.13 113 D46 100yr 818.87 819.67 0.0009 7.11 6.24 113 D5 010yr 815.45 812.84 0.0008 8.52 8.52 241 D5 100yr 815.45 816.02 0.0010 11.31 10.86 223 D50 010yr 819.76 817.77 0.0010 0.74 0.35 113 D50 100yr 819.76 819.92 0.0012 1.36 0.75 113 D51 010yr 819.76 817.77 0.0010 0.92 0.70 113 D51 100yr 819.76 819.91 0.0012 1.61 1.50 113 D6 010yr 818.14 813.79 0.0005 5.79 5.77 247 D6 100yr 818.14 816.51 0.0012 6.88 6.59 246 D7 010yr 820.87 814.40 -0.0006 5.47 5.47 113 D7 100yr 820.87 817.03 0.0009 6.99 6.32 113 D8 010yr 820.86 814.96 -0.0010 4.74 4.67 113 D8 100yr 820.86 817.67 0.0010 6.56 5.67 113 D9 010yr 820.32 815.90 0.0005 3.44 3.39 138 D9 100yr 820.32 819.22 0.0012 5.39 4.26 138 Outfall 010yr 809.00 809.00 0.0015 1.07 0.14 0 Outfall 100yr 809.00 809.00 0.0013 7.96 0.02 0 WET BASIN 1 010yr 818.20 817.76 0.0010 30.03 0.65 14434 WET BASIN 1 100yr 818.20 819.64 0.0010 54.48 6.18 16680 WET BASIN 2 010yr 815.45 812.84 0.0010 28.05 1.07 14110 WET BASIN 2 100yr 815.45 816.02 0.0009 42.69 7.96 19078 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D12 010yr 2.11 11.7833 3.83 2.71 0.4800 89.4 0.00 0.00 BASIN D13 010yr 1.59 11.7833 3.83 2.66 0.3700 88.9 0.00 0.00 BASIN D14 010yr 0.04 11.7833 3.83 2.44 0.0100 86.4 0.00 0.00 BASIN D15 010yr 3.02 11.7833 3.83 2.67 0.7000 89.0 0.00 0.00 BASIN D16 010yr 0.72 11.7833 3.83 1.93 0.2400 80.2 0.00 0.00 BASIN D17 010yr 1.37 11.7833 3.83 2.83 0.3000 90.6 0.00 0.00 JBS 97 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D18 010yr 1.86 11.7833 3.83 2.80 0.4100 90.4 0.00 0.00 BASIN D19 010yr 3.19 11.7833 3.83 2.47 0.8000 86.8 0.00 0.00 BASIN D20 010yr 1.42 11.7833 3.83 2.45 0.3600 86.6 0.00 0.00 BASIN D23 010yr 1.41 11.7833 3.83 2.49 0.3500 87.0 0.00 0.00 BASIN D24 010yr 2.22 11.7833 3.83 2.80 0.4900 90.4 0.00 0.00 BASIN D25 010yr 0.47 11.7833 3.83 2.66 0.1100 88.8 0.00 0.00 BASIN D26 010yr 0.48 11.7833 3.83 2.67 0.1100 89.0 0.00 0.00 BASIN D27 010yr 1.52 11.7833 3.83 2.85 0.3300 90.9 0.00 0.00 BASIN D28 010yr 0.30 11.7833 3.83 1.92 0.1000 80.1 0.00 0.00 BASIN D31 010yr 0.62 11.7833 3.83 2.41 0.1600 86.1 0.00 0.00 BASIN D32 010yr 1.60 11.7833 3.83 2.68 0.3700 89.1 0.00 0.00 BASIN D33 010yr 1.96 11.7833 3.83 3.06 0.4000 92.9 0.00 0.00 BASIN D34 010yr 0.68 11.7833 3.83 2.79 0.1500 90.2 0.00 0.00 BASIN D35 010yr 0.75 11.7833 3.83 2.72 0.1700 89.5 0.00 0.00 BASIN D38 010yr 2.06 11.7833 3.83 3.06 0.4200 93.0 0.00 0.00 BASIN D40 010yr 1.63 11.9000 3.83 1.90 0.8800 80.0 0.00 0.00 BASIN D41 010yr 2.41 11.7833 3.83 2.61 0.5700 88.3 0.00 0.00 BASIN D42 010yr 0.80 11.7833 3.83 2.76 0.1800 89.9 0.00 0.00 BASIN D43 010yr 0.72 11.7833 3.83 2.80 0.1600 90.3 0.00 0.00 BASIN D44 010yr 2.84 11.7833 3.83 2.74 0.6400 89.7 0.00 0.00 BASIN D46 010yr 3.60 11.7833 3.83 2.53 0.8800 87.4 0.00 0.00 BASIN D48 010yr 3.02 11.7833 3.83 1.94 1.0000 80.4 0.00 0.00 BASIN D5 010yr 2.91 11.7833 3.83 2.69 0.6700 89.1 0.00 0.00 BASIN D50 010yr 0.59 11.7833 3.83 2.60 0.1400 88.2 0.00 0.00 JBS 98 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN D51 010yr 0.58 11.7833 3.83 2.55 0.1400 87.7 0.00 0.00 BASIN D6 010yr 0.34 11.7833 3.83 1.97 0.1100 80.7 0.00 0.00 BASIN D7 010yr 0.83 11.7833 3.83 3.04 0.1700 92.7 0.00 0.00 BASIN D8 010yr 1.35 11.7833 3.83 2.79 0.3000 90.2 0.00 0.00 BASIN D9 010yr 1.07 11.7833 3.83 2.38 0.2800 85.7 0.00 0.00 DIRECT 1 010yr 1.79 11.7833 3.83 2.46 0.4500 86.7 0.00 0.00 DIRECT 2 010yr 2.08 11.7833 3.83 2.43 0.5300 86.3 0.00 0.00 OFFSITE 1 010yr 10.20 11.7833 3.83 3.20 2.0100 94.3 0.00 0.00 OFFSITE 2 010yr 6.75 11.7833 3.83 3.61 1.2400 98.0 0.00 0.00 BASIN D12 100yr 4.02 11.7833 6.46 5.25 0.4800 89.4 0.00 0.00 BASIN D13 100yr 3.07 11.7833 6.46 5.19 0.3700 88.9 0.00 0.00 BASIN D14 100yr 0.08 11.7833 6.46 4.92 0.0100 86.4 0.00 0.00 BASIN D15 100yr 5.82 11.7833 6.46 5.20 0.7000 89.0 0.00 0.00 BASIN D16 100yr 1.64 11.7833 6.46 4.24 0.2400 80.2 0.00 0.00 BASIN D17 100yr 2.56 11.7833 6.46 5.39 0.3000 90.6 0.00 0.00 BASIN D18 100yr 3.49 11.7833 6.46 5.35 0.4100 90.4 0.00 0.00 BASIN D19 100yr 6.38 11.7833 6.46 4.95 0.8000 86.8 0.00 0.00 BASIN D20 100yr 2.86 11.7833 6.46 4.93 0.3600 86.6 0.00 0.00 BASIN D23 100yr 2.80 11.7833 6.46 4.98 0.3500 87.0 0.00 0.00 BASIN D24 100yr 4.17 11.7833 6.46 5.36 0.4900 90.4 0.00 0.00 BASIN D25 100yr 0.91 11.7833 6.46 5.18 0.1100 88.8 0.00 0.00 BASIN D26 100yr 0.91 11.7833 6.46 5.20 0.1100 89.0 0.00 0.00 BASIN D27 100yr 2.83 11.7833 6.46 5.41 0.3300 90.9 0.00 0.00 BASIN D28 100yr 0.68 11.7833 6.46 4.23 0.1000 80.1 0.00 0.00 BASIN D31 100yr 1.26 11.7833 6.46 4.88 0.1600 86.1 0.00 0.00 BASIN D32 100yr 3.08 11.7833 6.46 5.21 0.3700 89.1 0.00 0.00 BASIN D33 100yr 3.53 11.7833 6.46 5.65 0.4000 92.9 0.00 0.00 BASIN 100yr 1.27 11.7833 6.46 5.34 0.1500 90.2 0.00 0.00 JBS 99 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA D34 BASIN D35 100yr 1.43 11.7833 6.46 5.26 0.1700 89.5 0.00 0.00 BASIN D38 100yr 3.71 11.7833 6.46 5.66 0.4200 93.0 0.00 0.00 BASIN D40 100yr 3.74 11.9000 6.46 4.20 0.8800 80.0 0.00 0.00 BASIN D41 100yr 4.68 11.7833 6.46 5.13 0.5700 88.3 0.00 0.00 BASIN D42 100yr 1.52 11.7833 6.46 5.31 0.1800 89.9 0.00 0.00 BASIN D43 100yr 1.36 11.7833 6.46 5.35 0.1600 90.3 0.00 0.00 BASIN D44 100yr 5.39 11.7833 6.46 5.28 0.6400 89.7 0.00 0.00 BASIN D46 100yr 7.11 11.7833 6.46 5.03 0.8800 87.4 0.00 0.00 BASIN D48 100yr 6.87 11.7833 6.46 4.26 1.0000 80.4 0.00 0.00 BASIN D5 100yr 5.59 11.7833 6.46 5.22 0.6700 89.1 0.00 0.00 BASIN D50 100yr 1.15 11.7833 6.46 5.11 0.1400 88.2 0.00 0.00 BASIN D51 100yr 1.14 11.7833 6.46 5.05 0.1400 87.7 0.00 0.00 BASIN D6 100yr 0.76 11.7833 6.46 4.29 0.1100 80.7 0.00 0.00 BASIN D7 100yr 1.50 11.7833 6.46 5.63 0.1700 92.7 0.00 0.00 BASIN D8 100yr 2.55 11.7833 6.46 5.34 0.3000 90.2 0.00 0.00 BASIN D9 100yr 2.18 11.7833 6.46 4.83 0.2800 85.7 0.00 0.00 DIRECT 1 100yr 3.58 11.7833 6.46 4.95 0.4500 86.7 0.00 0.00 DIRECT 2 100yr 4.19 11.7833 6.46 4.90 0.5300 86.3 0.00 0.00 OFFSITE 1 100yr 18.05 11.7833 6.46 5.81 2.0100 94.3 0.00 0.00 OFFSITE 2 100yr 11.47 11.7833 6.46 6.25 1.2400 98.0 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D12 - WET BASIN 2 010yr 17.77 -0.06 2.53 4.30 3.99 4.15 D13 - D12 010yr 23.18 -0.87 -22.95 5.70 4.72 4.99 D14 - D13 010yr 15.35 0.00 1.02 4.89 6.15 5.34 D15 - D14 010yr 13.99 0.00 1.41 4.45 4.45 4.45 D16 - D44 010yr 5.39 0.00 1.11 3.00 1.84 2.42 D17 - D18 010yr 1.20 0.00 -0.53 3.38 2.16 2.77 JBS 100 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D18 - D19 010yr 2.35 0.00 0.04 4.11 3.00 3.39 D19 - D20 010yr 10.73 0.00 -0.35 6.11 6.07 6.07 D20 - D35 010yr 11.45 -0.05 0.54 4.37 4.17 4.25 D23 - D16 010yr 4.72 0.00 -1.02 3.23 2.11 2.67 D24 - D23 010yr 3.83 0.00 -0.88 3.33 3.32 3.31 D25 - D24 010yr 2.27 0.00 0.15 3.04 2.08 2.55 D26 - D25 010yr 1.88 0.00 -0.25 2.78 2.73 2.75 D27 - D26 010yr 1.61 0.00 0.17 2.33 2.37 2.35 D28 - D27 010yr 0.66 0.00 -0.04 1.86 1.38 1.59 D31 - WET BASIN 1 010yr 14.94 -0.09 -1.98 4.76 4.76 4.76 D32 - D15 010yr 4.44 0.00 -0.23 4.88 4.13 4.18 D33 - D32 010yr 3.40 0.00 -0.42 4.46 4.15 4.26 D34 - D45 010yr 12.20 -0.09 0.82 3.88 3.88 3.88 D35 - D34 010yr 11.68 -0.09 2.17 3.87 3.76 3.81 D38 - D33 010yr 1.94 0.00 0.02 3.99 3.30 3.58 D41 - D9 010yr 2.38 0.00 0.00 4.32 4.86 4.59 D42 - D14 010yr 1.48 0.00 0.00 3.63 4.33 3.98 D43 - D42 010yr 0.71 0.00 0.00 2.88 2.97 2.69 D44 - D15 010yr 7.32 0.00 -1.53 3.73 2.33 2.81 D45 - D31 010yr 14.71 -0.07 -1.89 4.68 4.68 4.68 D46 - D45 010yr 3.13 -0.21 -0.78 2.55 2.55 2.55 D5 - WET BASIN 2 010yr 8.52 0.00 -0.05 7.26 9.78 7.69 D50 - D34 010yr 0.70 -0.36 0.15 2.05 2.23 2.14 D51 - D50 010yr 0.35 -0.18 -0.01 1.68 1.46 1.48 D6 - D5 010yr 5.77 0.00 0.04 5.63 5.30 5.47 D7 - D6 010yr 5.47 0.00 -0.01 5.48 5.51 5.49 D8 - D7 010yr 4.67 0.00 -0.01 5.95 6.30 6.13 D9 - D8 010yr 3.39 0.00 0.00 5.11 5.09 4.87 WET BASIN 1 - D28 - Pipe 010yr 0.65 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 1 010yr 0.24 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 2 010yr 0.42 0.00 0.00 1.63 1.63 1.63 WET BASIN 1 - D28 - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Pipe 010yr 1.07 -0.14 -0.01 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 1 010yr 1.07 -0.14 -0.02 9.73 9.73 9.73 JBS 101 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] WET BASIN 2 - OUTFALL - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 4 010yr 0.00 0.00 0.00 0.00 0.00 0.00 D12 - WET BASIN 2 100yr 27.99 -0.02 2.68 5.70 5.70 5.70 D13 - D12 100yr 24.88 -1.37 17.61 5.07 5.07 5.07 D14 - D13 100yr 22.79 0.00 0.72 7.25 7.25 7.25 D15 - D14 100yr 21.39 0.00 1.32 6.81 6.81 6.81 D16 - D44 100yr 8.45 0.00 0.85 2.77 2.69 2.69 D17 - D18 100yr 1.75 -0.03 -0.62 2.57 2.23 2.23 D18 - D19 100yr 3.95 0.00 0.07 5.03 5.03 5.03 D19 - D20 100yr 17.39 0.00 2.59 9.84 9.84 9.84 D20 - D35 100yr 18.95 -0.01 0.90 6.03 6.03 6.03 D23 - D16 100yr 8.05 0.00 0.71 2.63 2.56 2.56 D24 - D23 100yr 7.42 0.00 0.44 4.20 4.20 4.20 D25 - D24 100yr 6.67 -0.19 -0.04 5.44 5.44 5.44 D26 - D25 100yr 6.53 0.00 0.09 5.32 5.32 5.32 D27 - D26 100yr 6.43 0.00 0.08 5.24 5.24 5.24 D28 - D27 100yr 6.23 -0.55 0.02 5.08 5.08 5.08 D31 - WET BASIN 1 100yr 25.76 -0.11 -1.92 8.20 8.20 8.20 D32 - D15 100yr 6.43 0.00 -0.21 5.24 5.24 5.24 D33 - D32 100yr 4.52 0.00 -0.14 4.04 3.68 3.68 D34 - D45 100yr 20.45 -0.08 0.86 6.51 6.51 6.51 D35 - D34 100yr 19.35 -0.02 3.08 6.16 6.16 6.16 D38 - D33 100yr 2.32 0.00 -0.04 3.79 3.08 3.29 D41 - D9 100yr 3.25 0.00 0.01 4.89 4.97 4.75 D42 - D14 100yr 2.63 0.00 0.08 4.51 4.69 4.37 D43 - D42 100yr 1.33 0.00 0.75 3.50 2.86 3.00 D44 - D15 100yr 11.01 0.00 -1.43 3.50 3.50 3.50 D45 - D31 100yr 25.18 -0.08 1.89 8.01 8.01 8.01 D46 - D45 100yr 6.24 -0.19 0.90 5.09 5.09 5.09 D5 - WET BASIN 2 100yr 10.86 0.00 1.19 8.85 8.85 8.85 D50 - D34 100yr 1.50 -0.50 -0.25 2.05 2.23 2.14 D51 - D50 100yr 0.75 -0.26 0.03 0.95 0.95 0.95 D6 - D5 100yr 6.59 0.00 0.01 5.37 5.37 5.37 D7 - D6 100yr 6.32 0.00 -0.11 5.80 5.78 5.71 D8 - D7 100yr 5.67 0.00 -0.35 7.22 7.22 7.22 D9 - D8 100yr 4.26 0.00 0.02 5.43 5.43 5.43 WET BASIN 1 - D28 - Pipe 100yr 6.18 0.00 0.00 0.00 0.00 0.00 WET BASIN 1 - D28 - Weir: 100yr 0.24 0.00 0.00 0.00 0.00 0.00 JBS 102 C:\Users\Josh.Koone\Documents\ICPR\170325000\146th and Gray\10/1/2024 10:19 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] 1 WET BASIN 1 - D28 - Weir: 2 100yr 3.58 0.00 0.00 4.77 4.77 4.77 WET BASIN 1 - D28 - Weir: 3 100yr 5.18 0.00 0.00 1.71 1.71 1.71 WET BASIN 2 - OUTFALL - Pipe 100yr 7.96 -0.02 0.00 0.00 0.00 0.00 WET BASIN 2 - OUTFALL - Weir: 1 100yr 1.27 -0.02 0.01 11.53 11.53 11.53 WET BASIN 2 - OUTFALL - Weir: 3 100yr 2.84 0.00 0.00 7.58 7.58 7.58 WET BASIN 2 - OUTFALL - Weir: 4 100yr 4.53 0.00 -0.01 1.80 1.80 1.80 Meadowstone Community – 10/14/24 17 Appendix J: Water Quality Calculations Stormwater Technical Standards - Chapter 10 – Page 5 FIGURE 10-1 Curve Number Calculation for Water Quality Storm Event Wa t e r Q u a l i t y C u r v e N u m b e r 707274767880828486889092949698 10 0 0 10 20 30 40 50 60 70 80 90 10 0 Pe r c e n t I m p e r v i o u s n e s s Water Quality Curve Number (CNwq) Site has 62% impervious area CNwq = 95.5 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170325000 Printed 8/14/2024Prepared by Kimley-Horn & Associates Page 1HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: CNwq D4 Runoff = 12.13 cfs @ 11.96 hrs, Volume= 0.566 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 12.060 95 Matches Value From Spreadsheet 12.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Multi-Event Tables170325000 Printed 8/14/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 3S: CNwq D4 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 12.13 0.566 0.56 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170325000 Printed 8/14/2024Prepared by Kimley-Horn & Associates Page 1HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: CNwq D11 Runoff = 2.29 cfs @ 11.96 hrs, Volume= 0.107 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 2.280 95 Matches Value From Spreadsheet 2.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Multi-Event Tables170325000 Printed 8/14/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 4S: CNwq D11 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 2.29 0.107 0.56 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 STR D11 BYPASS FLOW = 13.69 CFS STR D4 BYPASS FLOW = 6.74 CFS STR WQ TREATMENT FLOW = 2.29 CFS STR D11 WQ TREATMENT FLOW = 12.13 CFS STR D11 STR D4 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only 170325000 Meadowstone Community DATE:9/16/2024 Inputs Value P 1 A 14.34 CN 85 IMPERVIOUS CN 98 PERVIOUS CN 76 Impervious Cover Calculation CN = ((IMPERVIOUS CN x IMPERVIOUS AREA) + (PERVIOUS CN x PERVIOUS AREA))/(TOTAL AREA) CN = 98x + 76 (1-x) CN = 85 Rv = 0.05 + 0.009(I) Rv = 0.05 + 0.009*65 Rv=0.635 Inputs Value I 65 Rv 0.752 WQv Calculation WQv = (P*Rv*A)/12 WQv=(1*0.635*14.34)/12 WQv=0.76 ac-ft Proposed Detention Volume = 4.06 ac-ft 3*0.76 = 2.28 ac-ft < 4.06 ac-ft check % Impervious Cover Notes WATER QUALITY VOLUME CALCULATION inch acres Calculated composite curve number Notes Roof, asphalt, concrete, gravel, etc. Grass, soils, etc. Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-SwirlŠ XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-6 CCW XC-6 STD Aqua-SwirlŠ Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 48 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-SwirlŠ specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 3000 lbs [1400 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-6 inlet/outlet pipe size ranges up to 36 in [914 mm]. XC-6 chamber height may vary up to 133 in [3378 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90ƒ to a maximum of 180ƒ. Clockwise or counterclockwise orientation as needed. 2 3 3 2 90 in [2286 mm] 90 in [2286 mm] P36 in [P914 mm] 2 Octagonal Base Plate P78 in [P1984 mm] 133 in [3378 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed)Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. 79 in [2007 mm] Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 P78 in [P1981 mm] Optional inlet orientations available (See note 4) P36 in [P914 mm] 180ƒ Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Lifting Lugs Lifting Lugs Plan View SCALE 1:60 Elevation View SCALE 1:60 Projected View SCALE 1:100 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-SwirlŠ XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-11 CCW XC-11 STD Aqua-SwirlŠ Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 48 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-SwirlŠ specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 11500 lbs [5200 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-11 inlet/outlet pipe size ranges up to 48 in [1219 mm]. XC-11 chamber height may vary up to 206 in [5232 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90ƒ to a maximum of 180ƒ. Clockwise or counterclockwise orientation as needed. 2 3 3 2 150 in [3810 mm] 150 in [3810 mm] P48 in [P1219 mm] 2 Octagonal Base Plate P138 in [P3509 mm] 206 in [5232 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed) Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 P138 in [P3505 mm] Optional inlet orientations available (See note 4) 134 in [3404 mm] P48 in [P1219 mm] 180ƒ Lifting Lugs Lifting Lugs Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Meadowstone Community – 10/14/24 18 Appendix K: Salsbery Brothers Drainage Report TECHNICAL INFORMATION REPORT Salsbery Brothers Landscaping New Shop Building 4317 East 146th Street Carmel, IN 46032 Prepared For: Jeff Salsbery 4317 E 146th Street Carmel, IN 46032 07-Dec-2020 Prepared By: Andy Cash TABLE OF CONTENTS Page 1 of 2 Date: 11-Nov-2020 I. Drainage Calculations a. Pre-development calculations i. Pre-development watershed map ii. Pre-existing HSG calculations iii. HSG calculations iv. Existing conditions peak runoff 1. Runoff CN 2. Time of concentration b. Post-developed calculations i. Post-developed watershed map ii. HSG calculations iii. Post-developed peak runoff 1. Runoff CN 2. Time of concentration c. Detention calculations i. Stage/storage relationship ii. Pond routing II. Summary Report a. Project description b. Significant drainage problems c. Analysis procedure d. Assumptions e. Drainage control system design f. Pre and Post design summary table g. Existing soils limitations h. Receiving drain existing conditions i. Additional water quality permits j. Engineer’s errors and omission insurance k. Current revision date l. Flood statement m. Stormwater Quality TABLE OF CONTENTS Page 2 of 2 Date: 11-Nov-2020 III. Hydrologic and Hydraulic Analysis a. Hydraulic report i. Pre and Post drainage patterns ii. Land use iii. Off-site drainage iv. Downstream restrictions v. Design process b. Design computations c. Simulation input and output d. Simulation schematics e. Design conclusion IV. Appendices EXHIBITS A. Site Map B. Soils Map C. HSG & CN Tables D. Rainfall Depth and Intensity Tables E. Flood Map F. Basin Maps 1. Pre-Basin Map 2. Post-Basin Map G. HSG Values and CN Summary Table H. Detention Modeling 1. Basin, Node & Link Schematic 2. Stage Storage 3. Detention Model Graphs 4. SCS Unit Hydrograph 2 Year Design Results 5. SCS Unit Hydrograph 10 Year Design Results 6. SCS Unit Hydrograph 100 Year Design Results I. Drainage Calculations Page 3 of 120   Site Location Map  Undeveloped Land Curve Numbers      NRCS HSG Table Urban CN Table 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Page 11 of 120 Exh. D Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 1545578 2065680 2585781 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 Page 12 of 120 USGS The National Map: Orthoimagery. Data refreshed April 2020 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 9/15/2020 at 1:18 PM 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°6'2"W 40°0'12"N 86°5'24"W 39°59'44"N Runoff Area Surface Summary Salsbery New Shop 4317 E 146th Street North Basin Existing Total Area 1.600 ac Surface Description Area (ac) HSG CN % Area CNw Structures 0.065 B 98 4% 4 Stone 0.394 B 98 25% 24 Tree Farm 1.140 B 58 71% 41 Total 1.600 100% 69 South Basin Existing Total Area 3.300 ac Surface Description Area (ac) HSG CN % Area CNw Structures 0.163 B 98 5% 5 Turf 0.024 B 61 1% 0 Concrete Pad 0.057 B 98 2% 2 Pavement 0.240 B 98 7% 7 Compacted Stone 0.717 B 91 22% 20 Tree Farm 2.099 B 58 64% 37 Total 3.300 100% 71 North Basin Post‐Construction (HSG Change Only) Total Area 1.600 ac Surface Description Area (ac) HSG CN % Area CNw Structures 0.065 C 98 4% 4 Stone 0.394 C 91 25% 22 Tree Farm 1.140 C 72 71% 51 Total 1.600 100% 78 South Basin Post‐Construction Total Area 3.300 ac Surface Description Area (ac) HSG CN % Area CNw New Shop 0.250 C 98 8% 7 Poly Structure 0.067 C 98 2% 2 Pavement 0.210 C 98 6% 6 Compacted Stone 0.387 C 91 12% 11 Turf 0.281 C 74 9% 6 Pond 0.115 C 98 3% 3 Tree Farm 1.990 B 58 60% 35 Total 3.300 100% 71 Date: 07‐Dec‐2020 Page: 1 of 2 Runoff Area Surface Summary Salsbery New Shop 4317 E 146th Street Existing New Building Disturbed Area Total Area 0.583 ac Surface Description Area (ac) HSG CN % Area CNw Roof 0.080 B 98 14% 13 Compacted Stone 0.422 B 91 72% 66 Pavement 0.057 B 98 10% 10 Turf 0.024 B 61 4% 3 Total 0.583 100% 91 Existing Pond Disturbed Area Total Area 0.378 ac Surface Description Area (ac) HSG CN % Area CNw Compacted Stone 0.312 B 91 83% 75 Tree Farm 0.066 B 61 17% 11 Total 0.378 100% 86 Existing Combined Disturbed Area Total Area 0.961 ac Surface Description Area (ac) HSG CN % Area CNw New Building 0.583 B 91 61% 55 Pond 0.378 B 86 39% 34 Total 0.961 100% 89 Developed Combined Disturbed Area to Pond (South Basin) Total Area 0.961 ac Surface Description Area (ac) HSG CN % Area CNw Roof 0.250 C 98 26% 25 Compacted Stone 0.123 C 91 13% 12 Pavement 0.210 C 98 22% 21 Turf 0.270 C 74 28% 21 Pond Surface 0.108 C 98 11% 11 Total 0.961 100% 90 Date: 07‐Dec‐2020 Page: 2 of 2 Runoff & Areas Summary Salsbery New Shop 4317 E 146th StreetReturn Time Existing Peak Runoff (cfs) 2 yr 10 yr 100 yr Ex Basin North (1.6 ac) 0.82 2.20 6.11 Ex Basin South (3.3 ac) 2.06 5.07 13.43 Disturbed Area (0.961 ac) 2.22 3.66 6.88 Developed Peak Runoff (cfs) 2 yr 10 yr 100 yr North Basin (1.6 ac) 1.72 3.47 7.86 South Basin (3.3 ac) 2.06 5.07 13.44 Disturbed Area (0.961 ac) 2.57 4.13 7.62 Regional Detention Standard Area 0.10 cfs/acre 0.30 cfs/acre North Basin 1.600 0.16 0.48 Allowable Developed Release Rate (cfs) 10 yr 2.38 (Ex N Basin 0.10 cfs/acre + Disturbed Area 2 Yr ) 100 yr 4.14 (Ex N Basin  0.30 cfs/acre + Disturbed Area 10 Yr) Pond Design Basin Area (ac) North Basin Shop Disturbed Pond Disturbed Total 1.600 0.583 0.378 2.561 Pond Performance (N.P. = 823.00) Return Time Peak Rate (cfs) Pond Elev 2 yr 0.49 824.01 10 yr 1.19 824.66 100 yr 3.55 825.98 (TOB = 827.00) Combined Offsite 8.6 ac Gray Oaks Basin Return Time 8.6 ac Predeveloped (cfs) 8.6 ac Post‐Developed (cfs) Pond Elev 2 yr 5.53 0.95 823.95 10 yr 12.99 4.55 824.88 100 yr 33.26 24.98 826.39 Date: 07‐Dec‐2020 Page: 1 of 1 Rylinn Engineering 8070 Castleton Road Indianapolis, IN 46250 BMP Volume & Flow Rate Sizing Project: Salsbery Shop Date: 28‐Sep‐2020 Detention BMP Sizing Water Quality Volume Calculation Drainage Area = 95,091.48 sf 2.183 acre Volumetric Runoff Coefficient Percent Impervious Cover I = 45% Rv = 0.46 One Inch Rainfall P=1in WQv = 0.083 acre‐feet 3,606 cubic feet Flow Through BMP Sizing Curve Numberwater quality Qa = 0.455 CNwq =93   12 ARPWQv v  IRv009.005.0    PQQQP CN aaa wq 25.11010510 1000 2     Detention Pond Sizing Model      Offsite Detention Model      Water Quality Volume Drain Down  Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Nov 11 2020 <Name> Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 6.00 Total Depth (ft) = 1.00 Side Slope (z:1) = 3.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.00 Q (cfs) = 26.04 Area (sqft) = 9.00 Velocity (ft/s) = 2.89 Top Width (ft) = 12.00 0 2 4 6 8 10 12 14 16 18 Depth (ft)Depth (ft)<Name> -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. Detention Pond Stage Storage Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume              (sq. ft) Avg. End Avg. End Conic Conic              (cu. ft) (cu. ft) (cu. ft) (cu. ft)   815.00 239.75 N/A N/A 0.00 N/A 0.00 815.10 267.24 0.10 25.35 25.35 25.34 25.34 815.20 294.99 0.10 28.11 53.46 28.10 53.44 815.30 322.99 0.10 30.90 84.36 30.89 84.33 815.40 351.25 0.10 33.71 118.07 33.70 118.03 815.50 379.77 0.10 36.55 154.62 36.54 154.57 815.60 408.55 0.10 39.42 194.04 39.41 193.98 815.70 437.59 0.10 42.31 236.35 42.30 236.28 815.80 466.88 0.10 45.22 281.57 45.22 281.49 815.90 496.43 0.10 48.17 329.74 48.16 329.65 816.00 526.24 0.10 51.13 380.87 51.13 380.78 816.10 556.31 0.10 54.13 435.00 54.12 434.90 816.20 586.63 0.10 57.15 492.14 57.14 492.04 816.30 617.22 0.10 60.19 552.34 60.19 552.22 816.40 648.06 0.10 63.26 615.60 63.26 615.48 816.50 679.16 0.10 66.36 681.96 66.35 681.84 816.60 710.51 0.10 69.48 751.44 69.48 751.31 816.70 742.13 0.10 72.63 824.08 72.63 823.94 816.80 774.00 0.10 75.81 899.88 75.80 899.74 816.90 806.13 0.10 79.01 978.89 79.00 978.74 817.00 838.52 0.10 82.23 1,061.12 82.23 1,060.97 817.10 871.16 0.10 85.48 1,146.61 85.48 1,146.45 817.20 904.07 0.10 88.76 1,235.37 88.76 1,235.20 817.30 937.23 0.10 92.06 1,327.43 92.06 1,327.26 817.40 970.65 0.10 95.39 1,422.83 95.39 1,422.65 817.50 1,004.33 0.10 98.75 1,521.58 98.74 1,521.40 817.60 1,038.26 0.10 102.13 1,623.70 102.12 1,623.52 817.70 1,072.45 0.10 105.54 1,729.24 105.53 1,729.05 817.80 1,106.90 0.10 108.97 1,838.21 108.96 1,838.02 817.90 1,141.61 0.10 112.43 1,950.63 112.42 1,950.44 818.00 1,176.58 0.10 115.91 2,066.54 115.91 2,066.34 818.10 1,211.80 0.10 119.42 2,185.96 119.41 2,185.76 818.20 1,247.29 0.10 122.95 2,308.92 122.95 2,308.71 818.30 1,283.02 0.10 126.52 2,435.43 126.51 2,435.22 818.40 1,319.02 0.10 130.10 2,565.53 130.10 2,565.32 818.50 1,355.28 0.10 133.72 2,699.25 133.71 2,699.03 Date: 11‐Nov‐2020 Page: 1 of 4 Detention Pond Stage Storage Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume              (sq. ft) Avg. End Avg. End Conic Conic              (cu. ft) (cu. ft) (cu. ft) (cu. ft)   818.60 1,391.79 0.10 137.35 2,836.60 137.35 2,836.38 818.70 1,428.56 0.10 141.02 2,977.62 141.01 2,977.39 818.80 1,465.59 0.10 144.71 3,122.33 144.70 3,122.09 818.90 1,502.88 0.10 148.42 3,270.75 148.42 3,270.51 819.00 1,540.42 0.10 152.17 3,422.92 152.16 3,422.68 819.10 1,578.23 0.10 155.93 3,578.85 155.93 3,578.60 819.20 1,616.29 0.10 159.73 3,738.58 159.72 3,738.33 819.30 1,654.60 0.10 163.54 3,902.12 163.54 3,901.87 819.40 1,693.18 0.10 167.39 4,069.51 167.39 4,069.25 819.50 1,732.01 0.10 171.26 4,240.77 171.26 4,240.51 819.60 1,771.11 0.10 175.16 4,415.93 175.15 4,415.66 819.70 1,810.46 0.10 179.08 4,595.00 179.07 4,594.74 819.80 1,850.06 0.10 183.03 4,778.03 183.02 4,777.76 819.90 1,889.93 0.10 187.00 4,965.03 187.00 4,964.75 820.00 1,930.05 0.10 191.00 5,156.03 191.00 5,155.75 820.10 1,970.43 0.10 195.02 5,351.05 195.02 5,350.77 820.20 2,011.07 0.10 199.08 5,550.13 199.07 5,549.84 820.30 2,051.97 0.10 203.15 5,753.28 203.15 5,752.99 820.40 2,093.12 0.10 207.25 5,960.53 207.25 5,960.24 820.50 2,134.54 0.10 211.38 6,171.92 211.38 6,171.62 820.60 2,176.21 0.10 215.54 6,387.45 215.53 6,387.16 820.70 2,218.13 0.10 219.72 6,607.17 219.71 6,606.87 820.80 2,260.32 0.10 223.92 6,831.09 223.92 6,830.79 820.90 2,302.76 0.10 228.15 7,059.25 228.15 7,058.94 821.00 2,345.47 0.10 232.41 7,291.66 232.41 7,291.35 821.10 2,388.42 0.10 236.69 7,528.35 236.69 7,528.04 821.20 2,431.64 0.10 241.00 7,769.36 241.00 7,769.04 821.30 2,475.12 0.10 245.34 8,014.70 245.33 8,014.37 821.40 2,518.85 0.10 249.70 8,264.39 249.70 8,264.07 821.50 2,562.84 0.10 254.08 8,518.48 254.08 8,518.15 821.60 2,607.09 0.10 258.50 8,776.98 258.49 8,776.64 821.70 2,651.60 0.10 262.93 9,039.91 262.93 9,039.57 821.80 2,696.36 0.10 267.40 9,307.31 267.39 9,306.97 821.90 2,741.38 0.10 271.89 9,579.19 271.88 9,578.85 822.00 2,786.66 0.10 276.40 9,855.60 276.40 9,855.25 822.10 2,832.20 0.10 280.94 10,136.54 280.94 10,136.19 Date: 11‐Nov‐2020 Page: 2 of 4 Detention Pond Stage Storage Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume              (sq. ft) Avg. End Avg. End Conic Conic              (cu. ft) (cu. ft) (cu. ft) (cu. ft)   822.20 2,878.00 0.10 285.51 10,422.05 285.51 10,421.70 822.30 2,924.05 0.10 290.10 10,712.15 290.10 10,711.80 822.40 2,970.36 0.10 294.72 11,006.87 294.72 11,006.52 822.50 4,306.00 0.10 363.82 11,370.69 361.76 11,368.27 822.60 4,388.10 0.10 434.71 11,805.40 434.70 11,802.97 822.70 4,470.77 0.10 442.94 12,248.34 442.94 12,245.91 822.80 4,554.00 0.10 451.24 12,699.58 451.23 12,697.14 822.90 4,637.79 0.10 459.59 13,159.17 459.58 13,156.72 823.00 4,722.14 0.10 468.00 13,627.16 467.99 13,624.71 823.10 4,807.06 0.10 476.46 14,103.62 476.45 14,101.17 823.20 4,892.54 0.10 484.98 14,588.60 484.97 14,586.14 823.30 4,978.58 0.10 493.56 15,082.16 493.55 15,079.69 823.40 5,065.18 0.10 502.19 15,584.35 502.18 15,581.87 823.50 5,152.35 0.10 510.88 16,095.22 510.87 16,092.74 823.60 5,240.07 0.10 519.62 16,614.84 519.61 16,612.36 823.70 5,328.36 0.10 528.42 17,143.27 528.42 17,140.77 823.80 5,417.22 0.10 537.28 17,680.55 537.27 17,678.05 823.90 5,506.63 0.10 546.19 18,226.74 546.19 18,224.23 824.00 5,596.61 0.10 555.16 18,781.90 555.16 18,779.39 824.10 5,687.15 0.10 564.19 19,346.09 564.18 19,343.57 824.20 5,778.25 0.10 573.27 19,919.36 573.26 19,916.83 824.30 5,869.91 0.10 582.41 20,501.77 582.40 20,499.24 824.40 5,962.14 0.10 591.60 21,093.37 591.60 21,090.83 824.50 6,054.93 0.10 600.85 21,694.22 600.85 21,691.68 824.60 6,148.28 0.10 610.16 22,304.38 610.15 22,301.84 824.70 6,242.19 0.10 619.52 22,923.91 619.52 22,921.35 824.80 6,336.67 0.10 628.94 23,552.85 628.94 23,550.29 824.90 6,431.71 0.10 638.42 24,191.27 638.41 24,188.70 825.00 6,527.31 0.10 647.95 24,839.22 647.95 24,836.65 825.10 6,623.47 0.10 657.54 25,496.76 657.53 25,494.18 825.20 6,720.20 0.10 667.18 26,163.94 667.18 26,161.36 825.30 6,817.49 0.10 676.88 26,840.83 676.88 26,838.24 825.40 6,915.34 0.10 686.64 27,527.47 686.64 27,524.87 825.50 7,013.75 0.10 696.45 28,223.92 696.45 28,221.32 825.60 7,112.72 0.10 706.32 28,930.24 706.32 28,927.64 825.70 7,212.26 0.10 716.25 29,646.49 716.24 29,643.88 Date: 11‐Nov‐2020 Page: 3 of 4 Detention Pond Stage Storage Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume              (sq. ft) Avg. End Avg. End Conic Conic              (cu. ft) (cu. ft) (cu. ft) (cu. ft)   825.80 7,312.36 0.10 726.23 30,372.72 726.23 30,370.11 825.90 7,413.02 0.10 736.27 31,108.99 736.26 31,106.37 826.00 7,514.25 0.10 746.36 31,855.36 746.36 31,852.73 826.10 7,616.03 0.10 756.51 32,611.87 756.51 32,609.24 826.20 7,718.38 0.10 766.72 33,378.59 766.72 33,375.95 826.30 7,821.29 0.10 776.98 34,155.58 776.98 34,152.93 826.40 7,924.77 0.10 787.30 34,942.88 787.30 34,940.23 826.50 8,028.81 0.10 797.68 35,740.56 797.67 35,737.90 826.60 8,133.40 0.10 808.11 36,548.67 808.10 36,546.01 826.70 8,238.56 0.10 818.60 37,367.27 818.59 37,364.60 826.80 8,344.29 0.10 829.14 38,196.41 829.14 38,193.74 826.90 8,450.57 0.10 839.74 39,036.15 839.74 39,033.47 827.00 8,557.54 0.10 850.41 39,886.56 850.40 39,883.87 Date: 11‐Nov‐2020 Page: 4 of 4 2 YEAR DETENTION MODEL     STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Project Description Salsbery Drainage Design Rev 4 07-Dec-2020.SPF Project Options CFS Elevation SCS TR-20 SCS TR-55 Hydrodynamic YES NO Analysis Options Sep 15, 2020 00:00:00 Sep 16, 2020 00:00:00 Sep 15, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:01:00 days hh:mm:ss 3 seconds Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Time Series 2 Yr Type II Cumulative inches Indiana Hamilton 2 2.66 SCS Type II 24-hr Runoff (Dry Weather) Time Step .............. Runoff (Wet Weather) Time Step ............. Reporting Time Step ................................ Routing Time Step .................................... Enable Overflow Ponding at Nodes ......... Skip Steady State Analysis Time Periods Start Analysis On ...................................... End Analysis On ....................................... Start Reporting On ................................... Antecedent Dry Days ............................... File Name ................................................. Flow Units ................................................. Elevation Type .......................................... Hydrology Method .................................... Time of Concentration (TOC) Method ...... Link Routing Method ................................ STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Summary Subbasin Area Weighted Total Total Total Peak ID Curve Rainfall Runoff Runoff Runoff Number Volume (ac)(in)(in)(ac-in)(cfs) Ex_North_Basin 1.60 69.00 2.66 0.50 0.79 0.82 Ex_South_Basin 3.30 71.00 2.66 0.57 1.89 2.07 Exist_Dist_Area 0.96 89.03 2.66 1.60 1.54 2.22 Post_Dist_Area 0.96 90.36 2.66 1.70 1.64 2.57 Post_North_Basin 1.60 78.00 2.66 0.89 1.43 1.72 Post_North_Detained 1.60 78.00 2.66 0.89 1.43 1.72 Post_South_Basin 3.30 71.00 2.66 0.57 1.89 2.07 South_Basin_Tree_Farm 1.99 58.00 2.66 0.17 0.35 0.14 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Node Summary Element Invert Ground/Rim Initial Peak Max HGL ID Elevation (Max)Water Inflow Elevation Elevation Elevation Attained (ft)(ft)(ft)(cfs)(ft) Jun-01 822.10 826.00 822.10 0.49 822.49 Out-01 829.63 0.82 829.63 Out-02 829.63 1.72 829.63 Out-03 821.10 2.06 821.10 Out-04 821.10 2.06 821.10 Out-5 821.10 2.22 821.10 Out-6 821.10 0.14 821.10 Site_Outlet 822.00 0.49 822.31 Pond 815.00 827.00 823.00 3.64 824.01 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Link Summary Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Node Elevation Elevation (ft)(ft)(ft)(%)(in)(cfs)(cfs) Pipe Jun-01 Site_Outlet 31.00 822.14 822.00 0.4500 12.000 0.0130 0.49 2.39 Orifice Pond Jun-01 815.00 822.10 3.500 0.31 Orifice Pond Jun-01 815.00 822.10 8.000 0.00 Orifice Pond Jun-01 815.00 822.10 6.000 0.18 Orifice Pond Jun-01 815.00 822.10 24.000 0.00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Hydrology Subbasin : Ex_North_Basin Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................69.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 B 69.00 Composite Area & Weighted CN 1.60 69.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :0.15 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :2.90 0.00 0.00 Velocity (ft/sec) :0.12 0.00 0.00 Computed Flow Time (min) :13.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :125 0.00 0.00 Slope (%) :2 0.00 0.00 Surface Type :Unpaved Unpaved Unpaved Velocity (ft/sec) :1.50 0.00 0.00 Computed Flow Time (min) :1.39 0.00 0.00 Total TOC (min) ..................14.97 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.50 Peak Runoff (cfs) ............................................................0.82 Weighted Curve Number .................................................69.00 Time of Concentration (days hh:mm:ss) .........................0 00:14:58 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Ex_South_Basin Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 B 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :0.15 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :2.90 0.00 0.00 Velocity (ft/sec) :0.12 0.00 0.00 Computed Flow Time (min) :13.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 Surface Type :Unpaved Unpaved Unpaved Velocity (ft/sec) :1.50 0.00 0.00 Computed Flow Time (min) :1.11 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.08 0.00 0.00 Flow Length (ft) :50 0.00 0.00 Channel Slope (%) :2.5 0.00 0.00 Cross Section Area (ft²) :10 0.00 0.00 Wetted Perimeter (ft) :11 0.00 0.00 Velocity (ft/sec) :2.76 0.00 0.00 Computed Flow Time (min) :0.30 0.00 0.00 Total TOC (min) ..................14.99 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.57 Peak Runoff (cfs) ............................................................2.07 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:14:59 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Exist_Dist_Area Input Data Area (ac) .........................................................................0.96 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................89.03 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Building_Area 0.58 B 91.00 Pond_Area 0.38 B 86.00 Composite Area & Weighted CN 0.96 89.03 Time of Concentration User-Defined TOC override (minutes): 8 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................1.60 Peak Runoff (cfs) ............................................................2.22 Weighted Curve Number .................................................89.03 Time of Concentration (days hh:mm:ss) .........................0 00:08:00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_Dist_Area Input Data Area (ac) .........................................................................0.96 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................90.36 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Roof 0.25 C 98.00 Compacted_Stone 0.12 C 91.00 Pavement 0.21 C 98.00 Turf 0.27 C 74.00 Pond_Surface 0.11 C 98.00 Composite Area & Weighted CN 0.96 90.36 Time of Concentration User-Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................1.70 Peak Runoff (cfs) ............................................................2.57 Weighted Curve Number .................................................90.36 Time of Concentration (days hh:mm:ss) .........................0 00:05:00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_North_Basin Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.89 Peak Runoff (cfs) ............................................................1.72 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_North_Detained Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.89 Peak Runoff (cfs) ............................................................1.72 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_South_Basin Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 C 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.57 Peak Runoff (cfs) ............................................................2.07 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : South_Basin_Tree_Farm Input Data Area (ac) .........................................................................1.99 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................58.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number South_Basin_Tree_Farm 1.99 B 58.00 Composite Area & Weighted CN 1.99 58.00 Time of Concentration User-Defined TOC override (minutes): 15 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.17 Peak Runoff (cfs) ............................................................0.14 Weighted Curve Number .................................................58.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial ID Elevation (Max)(Max)Water Water Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Jun-01 822.10 826.00 3.90 822.10 0.00 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Results SN Element Peak Peak Max HGL Max HGL Time of ID Inflow Lateral Elevation Depth Max HGL Inflow Attained Attained Occurrence (cfs)(cfs)(ft)(ft)(days hh:mm) 1 Jun-01 0.49 0.00 822.49 0.39 0 12:34 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 31.00 822.14 0.04 822.00 0.00 0.14 0.4500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min) 1 Link-01 0.49 0 12:35 2.39 0.20 2.18 0.24 STORMWATER DETENTION MODEL 2 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Storage Nodes Storage Node : Pond Input Data 815.00 827.00 12.00 823.00 8.00 0.00 0.00 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in)(in)(in)(ft) 1 BMP_Orifice Side CIRCULAR No 3.50 823.00 0.61 2 High_Orifice Side CIRCULAR No 8.00 824.69 0.61 3 Low_Orifice Side CIRCULAR No 6.00 823.75 0.61 4 Over_Flow Bottom Rectangular No 24.00 24.00 826.00 0.63 Output Summary Results 3.64 3.64 0.49 0.00 824.01 9.01 823.29 8.29 0 12:34 0.000 0 0 0.00 Total Time Flooded (min) ................................. Total Retention Time (sec) ............................... Max HGL Depth Attained (ft) ............................ Average HGL Elevation Attained (ft) ................ Average HGL Depth Attained (ft) ...................... Time of Max HGL Occurrence (days hh:mm) ... Total Exfiltration Volume (1000-ft³) ................... Total Flooded Volume (ac-in) ........................... Evaporation Loss .............................................. Peak Inflow (cfs) ............................................... Peak Lateral Inflow (cfs) ................................... Peak Outflow (cfs) ............................................ Peak Exfiltration Flow Rate (cfm) ..................... Max HGL Elevation Attained (ft) ....................... Invert Elevation (ft) ........................................... Max (Rim) Elevation (ft) .................................... Max (Rim) Offset (ft) ......................................... Initial Water Elevation (ft) ................................. Initial Water Depth (ft) ...................................... Ponded Area (ft²) .............................................. 10 YEAR DETENTION MODEL     STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Project Description Salsbery Drainage Design Rev 4 07-Dec-2020.SPF Project Options CFS Elevation SCS TR-20 SCS TR-55 Hydrodynamic YES NO Analysis Options Sep 15, 2020 00:00:00 Sep 16, 2020 00:00:00 Sep 15, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:01:00 days hh:mm:ss 3 seconds Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Time Series 10 Yr Type II Cumulative inches Indiana Hamilton 10 3.83 SCS Type II 24-hr Runoff (Dry Weather) Time Step ............... Runoff (Wet Weather) Time Step .............. Reporting Time Step .................................. Routing Time Step ..................................... Enable Overflow Ponding at Nodes ........... Skip Steady State Analysis Time Periods .. Start Analysis On ....................................... End Analysis On ........................................ Start Reporting On ..................................... Antecedent Dry Days ................................. File Name .................................................. Flow Units .................................................. Elevation Type ........................................... Hydrology Method ...................................... Time of Concentration (TOC) Method ....... Link Routing Method .................................. STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Summary Subbasin Area Weighted Total Total Total Peak ID Curve Rainfall Runoff Runoff Runoff Number Volume (ac)(in)(in)(ac-in)(cfs) Ex_North_Basin 1.60 69.00 3.83 1.16 1.85 2.20 Ex_South_Basin 3.30 71.00 3.83 1.28 4.22 5.09 Exist_Dist_Area 0.96 89.03 3.83 2.67 2.56 3.66 Post_Dist_Area 0.96 90.36 3.83 2.79 2.68 4.14 Post_North_Basin 1.60 78.00 3.83 1.75 2.80 3.47 Post_North_Detained 1.60 78.00 3.83 1.75 2.80 3.47 Post_South_Basin 3.30 71.00 3.83 1.28 4.22 5.09 South_Basin_Tree_Farm 1.99 58.00 3.83 0.59 1.17 1.11 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Node Summary Element Invert Ground/Rim Initial Peak Max HGL ID Elevation (Max)Water Inflow Elevation Elevation Elevation Attained (ft)(ft)(ft)(cfs)(ft) Jun-01 822.10 826.00 822.10 1.19 822.73 Out-01 829.63 2.20 829.63 Out-02 829.63 3.47 829.63 Out-03 821.10 5.07 821.10 Out-04 821.10 5.07 821.10 Out-5 821.10 3.66 821.10 Out-6 821.10 1.11 821.10 Site_Outlet 822.00 1.19 822.50 Pond 815.00 827.00 823.00 6.54 824.66 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Link Summary Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Node Elevation Elevation (ft)(ft)(ft)(%)(in)(cfs)(cfs) Pipe Jun-01 Site_Outlet 31.00 822.14 822.00 0.4500 12.000 0.0130 1.19 2.39 Orifice Pond Jun-01 815.00 822.10 3.500 0.41 Orifice Pond Jun-01 815.00 822.10 8.000 0.00 Orifice Pond Jun-01 815.00 822.10 6.000 0.79 Orifice Pond Jun-01 815.00 822.10 24.000 0.00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Hydrology Subbasin : Ex_North_Basin Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................69.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 B 69.00 Composite Area & Weighted CN 1.60 69.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :0.15 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :2.90 0.00 0.00 Velocity (ft/sec) :0.12 0.00 0.00 Computed Flow Time (min) :13.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :125 0.00 0.00 Slope (%) :2 0.00 0.00 Surface Type :Unpaved Unpaved Unpaved Velocity (ft/sec) :1.50 0.00 0.00 Computed Flow Time (min) :1.39 0.00 0.00 Total TOC (min) ..................14.97 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.16 Peak Runoff (cfs) ............................................................2.20 Weighted Curve Number .................................................69.00 Time of Concentration (days hh:mm:ss) .........................0 00:14:58 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Ex_South_Basin Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 B 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :0.15 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :2.90 0.00 0.00 Velocity (ft/sec) :0.12 0.00 0.00 Computed Flow Time (min) :13.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 Surface Type :Unpaved Unpaved Unpaved Velocity (ft/sec) :1.50 0.00 0.00 Computed Flow Time (min) :1.11 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.08 0.00 0.00 Flow Length (ft) :50 0.00 0.00 Channel Slope (%) :2.5 0.00 0.00 Cross Section Area (ft²) :10 0.00 0.00 Wetted Perimeter (ft) :11 0.00 0.00 Velocity (ft/sec) :2.76 0.00 0.00 Computed Flow Time (min) :0.30 0.00 0.00 Total TOC (min) ..................14.99 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.28 Peak Runoff (cfs) ............................................................5.09 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:14:59 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Exist_Dist_Area Input Data Area (ac) .........................................................................0.96 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................89.03 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Building_Area 0.58 B 91.00 Pond_Area 0.38 B 86.00 Composite Area & Weighted CN 0.96 89.03 Time of Concentration User-Defined TOC override (minutes): 8 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................2.67 Peak Runoff (cfs) ............................................................3.66 Weighted Curve Number .................................................89.03 Time of Concentration (days hh:mm:ss) .........................0 00:08:00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_Dist_Area Input Data Area (ac) .........................................................................0.96 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................90.36 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Roof 0.25 C 98.00 Compacted_Stone 0.12 C 91.00 Pavement 0.21 C 98.00 Turf 0.27 C 74.00 Pond_Surface 0.11 C 98.00 Composite Area & Weighted CN 0.96 90.36 Time of Concentration User-Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................2.79 Peak Runoff (cfs) ............................................................4.14 Weighted Curve Number .................................................90.36 Time of Concentration (days hh:mm:ss) .........................0 00:05:00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_North_Basin Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.75 Peak Runoff (cfs) ............................................................3.47 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_North_Detained Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.75 Peak Runoff (cfs) ............................................................3.47 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_South_Basin Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 C 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.28 Peak Runoff (cfs) ............................................................5.09 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : South_Basin_Tree_Farm Input Data Area (ac) .........................................................................1.99 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................58.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number South_Basin_Tree_Farm 1.99 B 58.00 Composite Area & Weighted CN 1.99 58.00 Time of Concentration User-Defined TOC override (minutes): 15 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................0.59 Peak Runoff (cfs) ............................................................1.11 Weighted Curve Number .................................................58.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial ID Elevation (Max)(Max)Water Water Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Jun-01 822.10 826.00 3.90 822.10 0.00 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Results SN Element Peak Peak Max HGL Max HGL Time of ID Inflow Lateral Elevation Depth Max HGL Inflow Attained Attained Occurrence (cfs)(cfs)(ft)(ft)(days hh:mm) 1 Jun-01 1.19 0.00 822.73 0.63 0 12:25 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 31.00 822.14 0.04 822.00 0.00 0.14 0.4500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min) 1 Link-01 1.19 0 12:25 2.39 0.50 2.72 0.19 STORMWATER DETENTION MODEL 10 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Storage Nodes Storage Node : Pond Input Data 815.00 827.00 12.00 823.00 8.00 0.00 0.00 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in)(in)(in)(ft) 1 BMP_Orifice Side CIRCULAR No 3.50 823.00 0.61 2 High_Orifice Side CIRCULAR No 8.00 824.69 0.61 3 Low_Orifice Side CIRCULAR No 6.00 823.75 0.61 4 Over_Flow Bottom Rectangular No 24.00 24.00 826.00 0.63 Output Summary Results 6.54 6.54 1.19 0.00 824.66 9.66 823.43 8.43 0 12:25 0.000 0 0 0.00 Total Time Flooded (min) ................................. Total Retention Time (sec) ............................... Max HGL Depth Attained (ft) ............................ Average HGL Elevation Attained (ft) ................ Average HGL Depth Attained (ft) ...................... Time of Max HGL Occurrence (days hh:mm) ... Total Exfiltration Volume (1000-ft³) ................... Total Flooded Volume (ac-in) ........................... Evaporation Loss .............................................. Peak Inflow (cfs) ............................................... Peak Lateral Inflow (cfs) ................................... Peak Outflow (cfs) ............................................ Peak Exfiltration Flow Rate (cfm) ..................... Max HGL Elevation Attained (ft) ....................... Invert Elevation (ft) ........................................... Max (Rim) Elevation (ft) .................................... Max (Rim) Offset (ft) ......................................... Initial Water Elevation (ft) ................................. Initial Water Depth (ft) ...................................... Ponded Area (ft²) .............................................. 100 YEAR DETENTION MODEL     STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Project Description Salsbery Drainage Design Rev 4 07-Dec-2020.SPF Project Options CFS Elevation SCS TR-20 SCS TR-55 Hydrodynamic YES NO Analysis Options Sep 15, 2020 00:00:00 Sep 16, 2020 00:00:00 Sep 15, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:01:00 days hh:mm:ss 3 seconds Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Time Series 100 Yr Type II Cumulative inches Indiana Hamilton 100 6.46 SCS Type II 24-hr Runoff (Dry Weather) Time Step ................. Runoff (Wet Weather) Time Step ................ Reporting Time Step .................................... Routing Time Step ....................................... Enable Overflow Ponding at Nodes ............. Skip Steady State Analysis Time Periods .... Start Analysis On ......................................... End Analysis On .......................................... Start Reporting On ....................................... Antecedent Dry Days ................................... File Name .................................................... Flow Units .................................................... Elevation Type ............................................. Hydrology Method ........................................ Time of Concentration (TOC) Method ......... Link Routing Method .................................... STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Summary Subbasin Area Weighted Total Total Total Peak ID Curve Rainfall Runoff Runoff Runoff Number Volume (ac)(in)(in)(ac-in)(cfs) Ex_North_Basin 1.60 69.00 6.46 3.08 4.92 6.11 Ex_South_Basin 3.30 71.00 6.46 3.27 10.80 13.45 Exist_Dist_Area 0.96 89.03 6.46 5.19 4.98 6.89 Post_Dist_Area 0.96 90.36 6.46 5.34 5.13 7.62 Post_North_Basin 1.60 78.00 6.46 3.99 6.38 7.88 Post_North_Detained 1.60 78.00 6.46 3.99 6.38 7.88 Post_South_Basin 3.30 71.00 6.46 3.27 10.80 13.44 South_Basin_Tree_Farm 1.99 58.00 6.46 2.05 4.08 4.88 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Node Summary Element Invert Ground/Rim Initial Peak Max HGL ID Elevation (Max)Water Inflow Elevation Elevation Elevation Attained (ft)(ft)(ft)(cfs)(ft) Jun-01 822.10 826.00 822.10 3.55 823.62 Out-01 829.63 6.11 829.63 Out-02 829.63 7.86 829.63 Out-03 821.10 13.43 821.10 Out-04 821.10 13.44 821.10 Out-5 821.10 6.88 821.10 Out-6 821.10 4.86 821.10 Site_Outlet 822.00 3.55 823.00 Pond 815.00 827.00 823.00 13.49 825.98 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Link Summary Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Node Elevation Elevation (ft)(ft)(ft)(%)(in)(cfs)(cfs) Pipe Jun-01 Site_Outlet 31.00 822.14 822.00 0.4500 12.000 0.0130 3.55 2.39 Orifice Pond Jun-01 815.00 822.10 3.500 0.51 Orifice Pond Jun-01 815.00 822.10 8.000 1.68 Orifice Pond Jun-01 815.00 822.10 6.000 1.36 Weir Pond Jun-01 815.00 822.10 0.00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Hydrology Subbasin : Ex_North_Basin Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................69.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 B 69.00 Composite Area & Weighted CN 1.60 69.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :0.15 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :2.90 0.00 0.00 Velocity (ft/sec) :0.12 0.00 0.00 Computed Flow Time (min) :13.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :125 0.00 0.00 Slope (%) :2 0.00 0.00 Surface Type :Unpaved Unpaved Unpaved Velocity (ft/sec) :1.50 0.00 0.00 Computed Flow Time (min) :1.39 0.00 0.00 Total TOC (min) ..................14.97 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.08 Peak Runoff (cfs) ............................................................6.11 Weighted Curve Number .................................................69.00 Time of Concentration (days hh:mm:ss) .........................0 00:14:58 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Ex_South_Basin Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 B 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :0.15 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :2.90 0.00 0.00 Velocity (ft/sec) :0.12 0.00 0.00 Computed Flow Time (min) :13.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 Surface Type :Unpaved Unpaved Unpaved Velocity (ft/sec) :1.50 0.00 0.00 Computed Flow Time (min) :1.11 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.08 0.00 0.00 Flow Length (ft) :50 0.00 0.00 Channel Slope (%) :2.5 0.00 0.00 Cross Section Area (ft²) :10 0.00 0.00 Wetted Perimeter (ft) :11 0.00 0.00 Velocity (ft/sec) :2.76 0.00 0.00 Computed Flow Time (min) :0.30 0.00 0.00 Total TOC (min) ..................14.99 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.27 Peak Runoff (cfs) ............................................................13.45 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:14:59 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Exist_Dist_Area Input Data Area (ac) .........................................................................0.96 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................89.03 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Building_Area 0.58 B 91.00 Pond_Area 0.38 B 86.00 Composite Area & Weighted CN 0.96 89.03 Time of Concentration User-Defined TOC override (minutes): 8 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................5.19 Peak Runoff (cfs) ............................................................6.89 Weighted Curve Number .................................................89.03 Time of Concentration (days hh:mm:ss) .........................0 00:08:00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_Dist_Area Input Data Area (ac) .........................................................................0.96 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................90.36 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Roof 0.25 C 98.00 Compacted_Stone 0.12 C 91.00 Pavement 0.21 C 98.00 Turf 0.27 C 74.00 Pond_Surface 0.11 C 98.00 Composite Area & Weighted CN 0.96 90.36 Time of Concentration User-Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................5.34 Peak Runoff (cfs) ............................................................7.62 Weighted Curve Number .................................................90.36 Time of Concentration (days hh:mm:ss) .........................0 00:05:00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_North_Basin Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.99 Peak Runoff (cfs) ............................................................7.88 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_North_Detained Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.99 Peak Runoff (cfs) ............................................................7.88 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Post_South_Basin Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 C 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.27 Peak Runoff (cfs) ............................................................13.44 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : South_Basin_Tree_Farm Input Data Area (ac) .........................................................................1.99 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................58.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number South_Basin_Tree_Farm 1.99 B 58.00 Composite Area & Weighted CN 1.99 58.00 Time of Concentration User-Defined TOC override (minutes): 15 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................2.05 Peak Runoff (cfs) ............................................................4.88 Weighted Curve Number .................................................58.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial ID Elevation (Max)(Max)Water Water Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Jun-01 822.10 826.00 3.90 822.10 0.00 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Results SN Element Peak Peak Max HGL Max HGL Time of ID Inflow Lateral Elevation Depth Max HGL Inflow Attained Attained Occurrence (cfs)(cfs)(ft)(ft)(days hh:mm) 1 Jun-01 3.55 0.00 823.62 1.52 0 12:17 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 31.00 822.14 0.04 822.00 0.00 0.14 0.4500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min) 1 Link-01 3.55 0 12:17 2.39 1.48 4.51 0.11 STORMWATER DETENTION MODEL 100 Year Design Salsbery REV 4 DATE: 07-Dec-2020 Storage Nodes Storage Node : Pond Input Data 815.00 827.00 12.00 823.00 8.00 0.00 0.00 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in)(in)(in)(ft) 1 BMP_Orifice Side CIRCULAR No 3.50 823.00 0.61 2 High_Orifice Side CIRCULAR No 8.00 824.69 0.61 3 Low_Orifice Side CIRCULAR No 6.00 823.75 0.61 Output Summary Results 13.49 13.49 3.55 0.00 825.98 10.98 823.68 8.68 0 12:17 0.000 0 0 0.00 Total Time Flooded (min) .................................. Total Retention Time (sec) ............................... Max HGL Depth Attained (ft) ............................ Average HGL Elevation Attained (ft) ................. Average HGL Depth Attained (ft) ...................... Time of Max HGL Occurrence (days hh:mm) ... Total Exfiltration Volume (1000-ft³) ................... Total Flooded Volume (ac-in) ........................... Evaporation Loss .............................................. Peak Inflow (cfs) ............................................... Peak Lateral Inflow (cfs) ................................... Peak Outflow (cfs) ............................................ Peak Exfiltration Flow Rate (cfm) ...................... Max HGL Elevation Attained (ft) ....................... Invert Elevation (ft) ............................................ Max (Rim) Elevation (ft) .................................... Max (Rim) Offset (ft) ......................................... Initial Water Elevation (ft) ................................. Initial Water Depth (ft) ....................................... Ponded Area (ft²) .............................................. 2 YEAR OFFSITE MODEL     STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Project Description Salsbery Drainage Design Rev 4 Final 07-Dec-2020.SPF Project Options CFS Elevation SCS TR-20 SCS TR-55 Hydrodynamic YES NO Analysis Options Sep 15, 2020 00:00:00 Sep 16, 2020 00:00:00 Sep 15, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:01:00 days hh:mm:ss 3 seconds Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Time Series 2 Yr Type II Cumulative inches Indiana Hamilton 2 2.66 SCS Type II 24-hr Runoff (Dry Weather) Time Step .............. Runoff (Wet Weather) Time Step ............. Reporting Time Step ................................ Routing Time Step .................................... Enable Overflow Ponding at Nodes ......... Skip Steady State Analysis Time Periods Start Analysis On ...................................... End Analysis On ....................................... Start Reporting On ................................... Antecedent Dry Days ............................... File Name ................................................. Flow Units ................................................. Elevation Type .......................................... Hydrology Method .................................... Time of Concentration (TOC) Method ...... Link Routing Method ................................ STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Summary Subbasin Area Weighted Total Total Total Peak ID Curve Rainfall Runoff Runoff Runoff Number Volume (ac)(in)(in)(ac-in)(cfs) NW_Off_Site_Remaining 5.30 61.00 2.66 0.25 1.30 0.72 Onsite_North 1.60 78.00 2.66 0.89 1.43 1.72 Onsite_South 3.30 71.00 2.66 0.57 1.89 2.07 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Node Summary Element Invert Ground/Rim Initial Peak Max HGL ID Elevation (Max)Water Inflow Elevation Elevation Elevation Attained (ft)(ft)(ft)(cfs)(ft) Jun-01 822.10 826.00 822.10 0.42 822.44 Swale 822.00 828.00 822.00 0.95 822.22 Outlet 821.90 0.95 822.11 Pond 815.00 827.00 823.00 3.78 823.95 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Link Summary Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Depth Node Elevation Elevation (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft) Pipe Jun-01 Swale 31.00 822.14 822.00 0.4500 12.000 0.0130 0.42 2.39 0.24 Channel Swale Outlet 10.00 822.00 821.90 1.0000 18.000 0.0500 0.95 36.50 0.22 Orifice Pond Jun-01 815.00 822.10 3.500 0.30 Orifice Pond Jun-01 815.00 822.10 8.000 0.00 Orifice Pond Jun-01 815.00 822.10 6.000 0.13 Orifice Pond Jun-01 815.00 822.10 24.000 0.00 Weir Pond Swale 815.00 822.00 0.00 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Hydrology Subbasin : NW_Off_Site_Remaining Input Data Area (ac) .........................................................................5.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................61.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Grass_Pasture 5.30 B 61.00 Composite Area & Weighted CN 5.30 61.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness User-Defined TOC override (minutes): 19 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.25 Peak Runoff (cfs) ............................................................0.72 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Weighted Curve Number .................................................61.00 Time of Concentration (days hh:mm:ss) .........................0 00:19:00 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Onsite_North Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.89 Peak Runoff (cfs) ............................................................1.72 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Onsite_South Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 C 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration User-Defined TOC override (minutes): 15 Subbasin Runoff Results Total Rainfall (in) .............................................................2.66 Total Runoff (in) ..............................................................0.57 Peak Runoff (cfs) ............................................................2.07 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial ID Elevation (Max)(Max)Water Water Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Jun-01 822.10 826.00 3.90 822.10 0.00 2 Swale 822.00 828.00 6.00 822.00 0.00 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Results SN Element Peak Peak Max HGL Max HGL Time of ID Inflow Lateral Elevation Depth Max HGL Inflow Attained Attained Occurrence (cfs)(cfs)(ft)(ft)(days hh:mm) 1 Jun-01 0.42 0.00 822.44 0.34 0 13:02 2 Swale 0.95 0.71 822.22 0.22 0 12:11 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 31.00 822.14 0.04 822.00 0.00 0.14 0.4500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min) 1 Link-01 0.42 0 13:02 2.39 0.18 2.99 0.17 STORMWATER DETENTION MODEL 2 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Storage Nodes Storage Node : Pond Input Data 815.00 827.00 12.00 823.00 8.00 0.00 0.00 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in)(in)(in)(ft) 1 BMP_Orifice Side CIRCULAR No 3.50 823.00 0.61 2 High_Orifice Side CIRCULAR No 8.00 824.69 0.61 3 Low_Orifice Side CIRCULAR No 6.00 823.75 0.61 4 Over_Flow Bottom Rectangular No 24.00 24.00 826.00 0.63 Output Summary Results 3.78 3.78 0.42 0.00 823.95 8.95 823.31 8.31 0 13:02 0.000 0 0 0.00 Total Time Flooded (min) ................................. Total Retention Time (sec) ............................... Max HGL Depth Attained (ft) ............................ Average HGL Elevation Attained (ft) ................ Average HGL Depth Attained (ft) ...................... Time of Max HGL Occurrence (days hh:mm) ... Total Exfiltration Volume (1000-ft³) ................... Total Flooded Volume (ac-in) ........................... Evaporation Loss .............................................. Peak Inflow (cfs) ............................................... Peak Lateral Inflow (cfs) ................................... Peak Outflow (cfs) ............................................ Peak Exfiltration Flow Rate (cfm) ..................... Max HGL Elevation Attained (ft) ....................... Invert Elevation (ft) ........................................... Max (Rim) Elevation (ft) .................................... Max (Rim) Offset (ft) ......................................... Initial Water Elevation (ft) ................................. Initial Water Depth (ft) ...................................... Ponded Area (ft²) .............................................. 10 YEAR OFFSITE MODEL     STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Project Description Salsbery Drainage Design Rev 4 Final 07-Dec-2020.SPF Project Options CFS Elevation SCS TR-20 SCS TR-55 Hydrodynamic YES NO Analysis Options Sep 15, 2020 00:00:00 Sep 16, 2020 00:00:00 Sep 15, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:01:00 days hh:mm:ss 3 seconds Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Time Series 10 Yr Type II Cumulative inches Indiana Hamilton 10 3.83 SCS Type II 24-hr File Name .................................................. Flow Units .................................................. Elevation Type ........................................... Hydrology Method ...................................... Time of Concentration (TOC) Method ....... Link Routing Method .................................. Runoff (Dry Weather) Time Step ............... Runoff (Wet Weather) Time Step .............. Reporting Time Step .................................. Routing Time Step ..................................... Enable Overflow Ponding at Nodes ........... Skip Steady State Analysis Time Periods .. Start Analysis On ....................................... End Analysis On ........................................ Start Reporting On ..................................... Antecedent Dry Days ................................. This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Summary Subbasin Area Weighted Total Total Total Peak ID Curve Rainfall Runoff Runoff Runoff Number Volume (ac)(in)(in)(ac-in)(cfs) NW_Off_Site_Remaining 5.30 61.00 3.83 0.73 3.86 3.55 Onsite_North 1.60 78.00 3.83 1.75 2.80 3.47 Onsite_South 3.30 71.00 3.83 1.28 4.22 5.09 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Node Summary Element Invert Ground/Rim Initial Peak Max HGL ID Elevation (Max)Water Inflow Elevation Elevation Elevation Attained (ft)(ft)(ft)(cfs)(ft) Jun-01 822.10 826.00 822.10 1.48 822.75 Swale 822.00 828.00 822.00 4.55 822.55 Outlet 821.90 4.55 822.41 Pond 815.00 827.00 823.00 8.54 824.88 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Link Summary Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Depth Node Elevation Elevation (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft) Pipe Jun-01 Swale 31.00 822.14 822.00 0.4500 12.000 0.0130 1.48 2.39 0.56 Channel Swale Outlet 10.00 822.00 821.90 1.0000 18.000 0.0500 4.55 36.50 0.53 Orifice Pond Jun-01 815.00 822.10 3.500 0.43 Orifice Pond Jun-01 815.00 822.10 8.000 0.15 Orifice Pond Jun-01 815.00 822.10 6.000 0.91 Orifice Pond Jun-01 815.00 822.10 24.000 0.00 Weir Pond Swale 815.00 822.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Hydrology Subbasin : NW_Off_Site_Remaining Input Data Area (ac) .........................................................................5.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................61.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Grass_Pasture 5.30 B 61.00 Composite Area & Weighted CN 5.30 61.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness User-Defined TOC override (minutes): 19 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................0.73 Peak Runoff (cfs) ............................................................3.55 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Weighted Curve Number .................................................61.00 Time of Concentration (days hh:mm:ss) .........................0 00:19:00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Onsite_North Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.75 Peak Runoff (cfs) ............................................................3.47 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 This document was created by an application that isn’t licensed to use novaPDF. 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STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Onsite_South Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 C 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration User-Defined TOC override (minutes): 15 Subbasin Runoff Results Total Rainfall (in) .............................................................3.83 Total Runoff (in) ..............................................................1.28 Peak Runoff (cfs) ............................................................5.09 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial ID Elevation (Max)(Max)Water Water Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Jun-01 822.10 826.00 3.90 822.10 0.00 2 Swale 822.00 828.00 6.00 822.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Results SN Element Peak Peak Max HGL Max HGL Time of ID Inflow Lateral Elevation Depth Max HGL Inflow Attained Attained Occurrence (cfs)(cfs)(ft)(ft)(days hh:mm) 1 Jun-01 1.48 0.00 822.75 0.65 0 12:18 2 Swale 4.55 3.55 822.55 0.55 0 12:09 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 31.00 822.14 0.04 822.00 0.00 0.14 0.4500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min) 1 Link-01 1.48 0 12:32 2.39 0.62 3.97 0.13 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. STORMWATER DETENTION MODEL 10 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Storage Nodes Storage Node : Pond Input Data 815.00 827.00 12.00 823.00 8.00 0.00 0.00 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in)(in)(in)(ft) 1 BMP_Orifice Side CIRCULAR No 3.50 823.00 0.61 2 High_Orifice Side CIRCULAR No 8.00 824.69 0.61 3 Low_Orifice Side CIRCULAR No 6.00 823.75 0.61 4 Over_Flow Bottom Rectangular No 24.00 24.00 826.00 0.63 Output Summary Results 8.54 8.54 1.48 0.00 824.88 9.88 823.54 8.54 0 12:32 0.000 0 0 0.00 Invert Elevation (ft) ........................................... Max (Rim) Elevation (ft) .................................... Max (Rim) Offset (ft) ......................................... Initial Water Elevation (ft) ................................. Initial Water Depth (ft) ...................................... Ponded Area (ft²) .............................................. Evaporation Loss .............................................. Peak Inflow (cfs) ............................................... Peak Lateral Inflow (cfs) ................................... Peak Outflow (cfs) ............................................ Peak Exfiltration Flow Rate (cfm) ..................... Max HGL Elevation Attained (ft) ....................... Total Time Flooded (min) ................................. Total Retention Time (sec) ............................... Max HGL Depth Attained (ft) ............................ Average HGL Elevation Attained (ft) ................ Average HGL Depth Attained (ft) ...................... Time of Max HGL Occurrence (days hh:mm) ... Total Exfiltration Volume (1000-ft³) ................... Total Flooded Volume (ac-in) ........................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 100 YEAR OFFSITE MODEL  STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Project Description Salsbery Drainage Design Rev 4 Final 07-Dec-2020.SPF Project Options CFS Elevation SCS TR-20 SCS TR-55 Hydrodynamic YES NO Analysis Options Sep 15, 2020 00:00:00 Sep 16, 2020 00:00:00 Sep 15, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:01:00 days hh:mm:ss 3 seconds Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Time Series 100 Yr Type II Cumulative inches Indiana Hamilton 100 6.46 SCS Type II 24-hr Runoff (Dry Weather) Time Step ................. Runoff (Wet Weather) Time Step ................ Reporting Time Step .................................... Routing Time Step ....................................... Enable Overflow Ponding at Nodes ............. Skip Steady State Analysis Time Periods .... Start Analysis On ......................................... End Analysis On .......................................... Start Reporting On ....................................... Antecedent Dry Days ................................... File Name .................................................... Flow Units .................................................... Elevation Type ............................................. Hydrology Method ........................................ Time of Concentration (TOC) Method ......... Link Routing Method .................................... STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Summary Subbasin Area Weighted Total Total Total Peak ID Curve Rainfall Runoff Runoff Runoff Number Volume (ac)(in)(in)(ac-in)(cfs) NW_Off_Site_Remaining 5.30 61.00 6.46 2.32 12.29 13.49 Onsite_North 1.60 78.00 6.46 3.99 6.38 7.88 Onsite_South 3.30 71.00 6.46 3.27 10.80 13.44 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Node Summary Element Invert Ground/Rim Initial Peak Max HGL ID Elevation (Max)Water Inflow Elevation Elevation Elevation Attained (ft)(ft)(ft)(cfs)(ft) Jun-01 822.10 826.00 822.10 7.44 826.04 Swale 822.00 828.00 822.00 24.99 823.35 Outlet 821.90 24.98 823.15 Pond 815.00 827.00 823.00 21.30 826.39 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Link Summary Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Depth Node Elevation Elevation (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft) Pipe Jun-01 Swale 31.00 822.14 822.00 0.4500 12.000 0.0130 7.45 2.39 1.00 Channel Swale Outlet 10.00 822.00 821.90 1.0000 18.000 0.0500 24.98 36.50 1.30 Orifice Pond Jun-01 815.00 822.10 3.500 0.53 Orifice Pond Jun-01 815.00 822.10 8.000 1.89 Orifice Pond Jun-01 815.00 822.10 6.000 1.41 Orifice Pond Jun-01 815.00 822.10 24.000 5.64 Weir Pond Swale 815.00 822.00 5.70 100 Year Offsite Design Pond Overflow & Emergency Weir Flow vs Time Graph This document was created by an application that isn’t licensed to use novaPDF. 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STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin Hydrology Subbasin : NW_Off_Site_Remaining Input Data Area (ac) .........................................................................5.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................61.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Grass_Pasture 5.30 B 61.00 Composite Area & Weighted CN 5.30 61.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness User-Defined TOC override (minutes): 19 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................2.32 Peak Runoff (cfs) ............................................................13.49 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Weighted Curve Number .................................................61.00 Time of Concentration (days hh:mm:ss) .........................0 00:19:00 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Onsite_North Input Data Area (ac) .........................................................................1.60 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................78.00 Rain Gage ID ..................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 1.60 C 78.00 Composite Area & Weighted CN 1.60 78.00 Time of Concentration User-Defined TOC override (minutes): 15.00 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.99 Peak Runoff (cfs) ............................................................7.88 Weighted Curve Number .................................................78.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Subbasin : Onsite_South Input Data Area (ac) .........................................................................3.30 Peak Rate Factor ............................................................484.00 Weighted Curve Number .................................................71.00 Rain Gage ID ..................................................................* Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number Composite 3.30 C 71.00 Composite Area & Weighted CN 3.30 71.00 Time of Concentration User-Defined TOC override (minutes): 15 Subbasin Runoff Results Total Rainfall (in) .............................................................6.46 Total Runoff (in) ..............................................................3.27 Peak Runoff (cfs) ............................................................13.44 Weighted Curve Number .................................................71.00 Time of Concentration (days hh:mm:ss) .........................0 00:15:00 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial ID Elevation (Max)(Max)Water Water Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Jun-01 822.10 826.00 3.90 822.10 0.00 2 Swale 822.00 828.00 6.00 822.00 0.00 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Junction Results SN Element Peak Peak Max HGL Max HGL Time of ID Inflow Lateral Elevation Depth Max HGL Inflow Attained Attained Occurrence (cfs)(cfs)(ft)(ft)(days hh:mm) 1 Jun-01 7.44 0.00 826.04 3.94 0 12:11 2 Swale 24.99 13.49 823.35 1.35 0 12:10 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 31.00 822.14 0.04 822.00 0.00 0.14 0.4500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min) 1 Link-01 7.45 0 12:14 2.39 3.11 9.49 0.05 STORMWATER DETENTION MODEL 100 Year Offsite Design Salsbery REV 4 DATE: 07-Dec-2020 Storage Nodes Storage Node : Pond Input Data 815.00 827.00 12.00 823.00 8.00 0.00 0.00 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in)(in)(in)(ft) 1 BMP_Orifice Side CIRCULAR No 3.50 823.00 0.61 2 High_Orifice Side CIRCULAR No 8.00 824.69 0.61 3 Low_Orifice Side CIRCULAR No 6.00 823.75 0.61 4 Over_Flow Bottom Rectangular No 24.00 24.00 826.00 0.63 Output Summary Results 21.30 21.30 13.09 0.00 826.39 11.39 824.00 9 0 12:11 0.000 0 0 0.00 Total Time Flooded (min) ................................. Total Retention Time (sec) ............................... Max HGL Depth Attained (ft) ............................ Average HGL Elevation Attained (ft) ................ Average HGL Depth Attained (ft) ...................... Time of Max HGL Occurrence (days hh:mm) ... Total Exfiltration Volume (1000-ft³) ................... Total Flooded Volume (ac-in) ........................... Evaporation Loss .............................................. Peak Inflow (cfs) ............................................... Peak Lateral Inflow (cfs) ................................... Peak Outflow (cfs) ............................................ Peak Exfiltration Flow Rate (cfm) ..................... Max HGL Elevation Attained (ft) ....................... Invert Elevation (ft) ........................................... Max (Rim) Elevation (ft) .................................... Max (Rim) Offset (ft) ......................................... Initial Water Elevation (ft) ................................. Initial Water Depth (ft) ...................................... Ponded Area (ft²) .............................................. II. Summary Report Page 110 of 120 Summary Report Page 1 of 3 Date: 07-Dec-2020 a. Salsbery Brothers Landscaping plans to replace their existing shop building at their property located along the south side of 146th Street approximately 1,400 ft west of Gray Road in Carmel, IN. The new structure will be located over the footprint of the existing barn situated towards the south end of the combined 9.5 ac property. The operation accesses the property directly from 146th Street and there are no improvements planned for the existing commercial driveway. The project currently operates as a commercial landscaping business. The project will consist of a single commercial steel exterior building, pavement improvements and a stormwater detention area. The new shop building and pavement improvements will disturb approximately 0.583 acres. Stormwater improvements include a detention pond and forebay. b. The planned stormwater improvements are intended to reduce concentrated developed peak flows and site sediment currently discharged through the Gray Oaks development located south of the property. c. The allowable development release rates are based on the disturbed area within the “south” 3.3 acre drainage basin. The pond was sized to provide 10 yr and 100 yr detention volume for the 0.583 acre disturbed area and the 1.3 acre “north” basin. The “north” basin historically sheet drained to the east property line; however, a 12” HDPE pipe now directs this drainage south to the identified site discharge point. The City Engineer required that the new detention pond address the “north” basin cross-watershed diversion. A total 4.9 acre drainage basin drains through the pond in the post-developed condition. Additionally, the City Engineer required that the current design consider the 1.6 acre cross-watershed diversion in addition to the 8.60 acre “Northwest Offsite Basin” identified in the March 11th, 2013 Gray Oaks Technical Report. The following table summarizes the pre and post-construction Gray Oaks offsite flow comparison. Return Time 8.6 Acre Basin (pre) 10.2 Acre Basin (post) 2 Year 5.53 0.95 10 Year 12.99 4.55 100 Year 33.26 24.98 The above listed “post” values were the results of the “final design” drainage model which combines the Salsbery 4.9 acre onsite basin routed through the detention pond with the direct discharge from the remaining 5.3 acre Northwest Offsite Basin. The resulting peak flow do not exceed the original offsite peak flows presented in the Gray Oaks report. d. Assumptions with the runoff calculation methods incorporated in this design include the following: Summary Report Page 2 of 3 Date: 07-Dec-2020 Unit Hydrograph Method – Detention Modeling  Excess rainfall has constant intensity during duration and is uniformly distributed over the watershed.  Base time of runoff is constant.  Ordinates of unit hydrograph are proportional to total runoff.  Unit hydrograph represents all characteristics of the watershed and is time invariant. e. The detention pond outlet control consists of a low and high stage orifice designed to attenuate the 10 yr and 100 yr developed peak runoff rate, respectively. The lowest orifice, a 3.5” diameter orifice functions to retain the water quality volume for a minimum 12 hour period. The stormwater detention system provides storage capacity equal to 18,300 cubic feet and serves to attenuate the post-developed 100 year peak runoff to a rate less than the sum of the pre-developed 10 year runoff (disturbed area) and 0.3 cfs/acre general release rate (cross-watershed diversion). The pond will have a normal pool at elev = 823.00. The pond is 8.0’ deep at normal pool. The top of bank is at elev. = 827.00. With a 3.50”, 6” and 8” orifice the detention pond outlet structure functions to meet water quality volume, 10 year and 100 year design requirements, respectively. An emergency overflow weir in the pond bank will convey flows exceeding the 100 year design. The weir capacity equals 1.25 x the peak pond inflow. f. The following table outlines the pre-developed and post-developed peak runoff rates and pond performance. Q_2 year (cfs) Q_10 year (cfs) Q_100 year (cfs) Pre North Basin 0.82 2.20 6.11 Pre South Basin 2.06 5.07 13.43 Pre Disturbed Area 2.22 3.66 6.88 Post North Basin 1.72 3.47 7.86 Post South Basin 2.06 5.07 13.44 Post Disturbed Area 2.57 4.13 7.62 Allowable Disturbed Area - 0.16 0.48 Total Allowable - 2.38 4.14 Design Release Rates - 1.19 3.55 Peak Runoff and Pond Performance Table g. Existing soils limitations include poorly drained soils and high-water tables. Summary Report Page 3 of 3 Date: 07-Dec-2020 h. The existing and post-developed areas drain to through a combination of subsurface and overland drainage ways to the UG Mitchner Hamilton County Regulated Drain. The planned onsite drainage improvements are aimed at reducing offsite peak flows and sediment. i. There are no Federal or State permits or construction notices required other than the IDEM Indiana Rule 5 NOI for construction stormwater discharge. j. The requested insurance information is included with this technical report. k. The current construction plan and technical report revision date is 11-Dec-2020. l. Based upon interpretation of the Flood Insurance Map, Panel 226 of 300, Map No.18057 C0226 G for Hamilton County, Indiana, dated November 19, 2014 the subject tract is fully located within Zone X and subject to minimal flood risk. m. Local stormwater quality requirements include installation of two best management practices. The project BMP design includes the following devices: 1. Sump structures with snouts/skirts 2. Wet pond forebay 3. Wet pond a. WQ Volume (1.6 + 0.583 acres) = 3,600 cubic feet b. Forebay volume = 10% of WQ Volume = 360 cubic feet minimum 4. Infiltration trench This report includes a BMP Volume & Flow Rate Sizing calculation sheet and Water Quality Drain Down exhibits in support of the pond BMP function design. Project Narrative Page 1 of 1 Date: 07-Dec-2020 Salsbery Brothers Landscaping plans to replace their existing shop building at their property located along the south side of 146th Street approximately 1,400 ft west of Gray Road in Carmel, IN. The new structure will be located over the footprint of the existing barn situated towards the south end of the combined 9.5 ac property. The operation accesses the property directly from 146th Street and there are no improvements planned for the existing commercial driveway. Based upon interpretation of the Flood Insurance Map, Panel 226 of 300, Map No.18057 C0226 G for Hamilton County, Indiana, dated November 19, 2014 the subject tract is fully located within Zone X and subject to minimal flood risk. The project site currently operates as a landscape installation and maintenance business. The owner also grows trees and shrubs on the property in addition to the storage and maintenance of construction equipment. The project will consist of a single 10,900 sf commercial building, pavement improvements and stormwater management pond which will disturb a total 0.960 acres. The improved areas will continue to sheet drain east and south towards the site discharge point similar to existing conditions. Stormwater quality and detention requirements will apply to the “south” basin disturbed area and the 1.6 acre “north” basin as defined in the July 24th, 2020 conceptual drainage letter addressed to Carmel Engineering. Please find a courtesy copy of the conceptual drainage letter included with this report. The project will utilize existing storm sewers, sheet flow and a new stormwater detention system to comply with local drainage requirements. The stormwater improvements serve to attenuate the post-developed 100 year runoff to a rate to a rate less than the combined pre-developed 10 year runoff (disturbed area) and the general release rate (1.6 acre cross- watershed diversion). The supporting calculations included with this narrative confirm that the detention system reduces the post-developed 100 yr peak flow to the acceptable rates as described in the conceptual drainage design letter. The project includes both existing and proposed best management practices designed to meet the local agency post-construction stormwater quality requirements. There are no negative downstream impacts anticipated for this project. III. Hydrologic and Hydraulic Analysis Page 114 of 120 Hydrology and Hydraulic Analysis Page 1 of 1 Date: 11-Nov-2020 a. Information specific to the hydraulic design include the following:  Pre and post drainage patterns are as described by the drainage map exhibits in Section I of this report and as described in Section II, item (a) in this report.  Land use is governed by R-1 district restrictions with approved variances according to the following Dockets: 1. Docket No. 20020006 UV UDO Sec. 2.09 Non-permitted use, Commercial landscape business expansion. 2. Docket No. 20020007 V UDO Sec. 5.19.F 30-ft wide East bufferyard required, 15-ft requested. 3. Docket No. 20020008 V UDO Sec. 5.28.E Paved/curbed parking lots required, No curbs in drive aisles requested. 4. Docket No. 20020009 V UDO Sec. 1.07 Transportation Plan Compliance, 60-ft half right of way required, keep existing 50-ft half requested. 5. Docket No. 20020010 V UDO Sec. 5.39.H Existing Ground Sign, ≥ 5-ft setback from street right of way required, < 5-ft requested.  The existing property use is a commercial landscape installation and maintenance operation. The owner also maintains a commercial tree farm on the property. The proposed use is consistent with the existing use and involves the replacement of the 3,500 sf barn/shop with a 10,900 sf commercial steel sided pole barn type structure. The surrounding uses include residential to the west and south, vacant property to the east and the 146th Street R/Way to the north.  There is no offsite drainage outside the limits of the combined 9.5 acre property boundary that impacts the drainage design.  There are no downstream restrictions known for the Gray Oaks Subdivision.  The design procedure follows the analysis procedure presented in Section II, item (c) in this report. b. The stormwater analysis for this project incorporated the SCS Unit Hydrograph Method for hydrograph/detention modeling. All design computations for stormwater detention are presented in Section I of this report, specifically Exhibit H. c. Stormwater analysis model input/output are presented in Section I of this report, specifically Exhibits H.1 thru 6. d. Simulation schematics for detention modeling are presented in Section I of this report, specifically Exhibit H. e. In conclusion the presented design meets the requirements of the local stormwater review agency and conforms to the design parameters presented for post- developed allowable release rates per the agency Stormwater Technical Standards Manual. Appendices Page 116 of 120   317‐606‐3875  Andy Cash         July 24, 2020  Rylinn Engineering  8070 Castleton Road  Indianapolis, IN 46250    John Thomas  Carmel City Engineer’s Office  1 Civic Square  Carmel, IN 46032    RE: Salsbery Brothers Landscaping     4317 E 146th Street     Carmel, IN 46033    Dear Mr. Thomas,    Salsbery Brothers Landscaping, LLC (owner) has requested the assistance of Rylinn Engineering to provide  stormwater improvement design for their landscaping business located in Carmel, IN.  The owner has expressed  a desire to immediately address offsite sedimentation concerns impacting the downstream Gray Oaks common  areas.  In addition to the offsite sedimentation concerns the owner plans to replace their 3,500 sf shop building  with a new 10,600 sf commercial building.    Included with this letter please find the “Preliminary Site BMP Schematic” which depicts a 4.9 acre watershed  contributing to the offsite sedimentation.  The watershed drains by both sheet drainage and subsurface drainage  to the southeast corner of the 9.5 acre property.  The owner has selected a combination of Post Construction  BMPs to address the City’s two BMP requirement.  In addition to the non‐structural BMPs the owner plans to  provide a SWPPP and O&M according to City requirements.  By implementing the SWPPP the owner intends to  increase awareness throughout the organization and more effectively manage and significantly reduce sediment  loss.    The redevelopment project consists of replacing the existing shop building.  The new building footprint does not  exceed the 1/4 ac land disturbance threshold; however, with building perimeter grading the project will exceed  the threshold for stormwater improvements.  The owner would prefer to install the necessary stormwater  improvements for the future building concurrently with the BMPs intended to address the offsite sediment  concerns.      During our July 7th, 2020 teleconference we discussed the following conceptual plan for addressing the current  offsite sedimentation concerns and the future shop building construction:   1) 3.3 acre drainage basin accounted for in Gray Oaks report – Land surface characteristics have not  changed since the Gray Oaks design.  Currently planned improvements, i.e., drip irrigation, sump  structure, and filter strip designed to address stormwater quality only.   2) 1.6 acre drainage basin cross‐watershed diversion – Currently planned improvements designed to  address stormwater quality and quantity according to the general release rate requirements.       3) New shop building construction – Stormwater requirements for the redeveloped land area disturbed for  construction of the new building shall adhere to the current BMP requirements and the 2‐10‐100 year  staged detention requirement.  For the purpose of determining the predevelopment release rates the  design will consider a CN = 73 corresponding to the 2012 Gray Oaks report.      Sincerely,    _____________________  William A. Cash    Page 1 of 1      Andy Cash  Rylinn Engineering  8070 Castleton Road  Indianapolis, IN 46250      John Thomas  Carmel City Engineer’s Office  1 Civic Square  Carmel, IN 46032    December 7th, 2020    RE: Salsbery Brothers Landscaping   4317 E 146th Street   Carmel, IN 46033    Dear Mr. Thomas,    In support of a redevelopment project including a new shop building, Salsbery Brothers Landscaping, LLC has  requested the assistance of Rylinn Engineering to provide a stormwater improvement design.  In an effort to meet  current drainage requirements and remedy existing downstream drainage and sedimentation concerns the owner  plans to construct a wet‐bottom detention basin.    With this letter the owner requests a variance of technical standards to construct a wet‐bottom detention  basin with a water surface area less than one‐half acre.  Other alternatives considered to meet the site stormwater  quality requirements included a dry‐bottom/extended detention basin and dynamic separator.  The sediment  removal capacity of the wet pond is preferred over the dry pond and the overall stone and natural type surface cover  on the property prevents use of a dynamic separator typically specified for entirely paved surfaces.  The pond volume  provided meets the requirements for both stormwater quality and quantity.  The owner operates a commercial  business at the property and limits access to the proposed detention pond to essential personnel only.  The owner  prohibits public access to the south portion of the property where they’ll construct the stormwater pond.  The waiver will be from Section 302.07.1 of the STSM.  This section requires that facilities designed with  permanent pools or containing permanent lakes shall have a water area of at least one‐half (0.5) acre.  Furthermore,  the design of the basin shall be in accordance with the Hamilton County Surveyor’s Office Standard Details D‐6  through D‐8.  The HCSO details reference a safety ledge width of 10 feet.  The project pond design includes a 5 foot  safety ledge.  The HCSO details reference a bank slope above the safety ledge of 4:1.  The project design includes a  3:1 slope above the safety ledge.  The HCSO details reference a minimum bank slope below the safety ledge of 3:1.   The project design includes a 2:1 slope below the safety ledge.  Lastly, the HCSO details reference a minimum  freeboard of 2 feet above the 100‐year pond elevation.  The project design includes a 1.0 foot freeboard.  The owner plans to install a fountain and/or aerator designed to counteract conditions that could lead to  stagnation or eutrophication of the reduced sized pond.         For these reasons the owner respectfully requests approval for construction of the wet‐bottom pond with a surface  area of one‐tenth acre and as shown on the submitted site development plans.                 Sincerely,      _____________________  William A. Cash          “By Reference on File at Carmel Engineering Office”  ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? 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All rights reserved.ACORD 25 (2016/03) CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) $ $ $ $ $ The ACORD name and logo are registered marks of ACORD SAPPFA1 OP ID: K1 09/28/2020 Kristin Milburn Witkemper Insurance Group 104 East 10th Street P.O. Box 547 Greensburg, IN 47240 Kyle Nichols 812-663-3500 812-663-3421 kmilburn@wig-ins.com Hiscox Rylinn Engineering LLC Jim Sapp 8070 Castleton Road Indianapolis, IN 46250 1,000,000 X A X 02/14/2020 02/14/2021 2,500 Rylinn Engineering LLC 812-663-3500 Retention ANE430597820Professional Liab Meadowstone Community – 10/14/24 19 Appendix L: Gray Oaks Drainage Report   