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THE RESIDENCIES AT 340 NORTH COMPUTATIONS FOR FINAL STORMWATER MANAGEMENT ST. THOMAS U.S. VIRGIN ISLANDS FEBRUARY 2025 I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed professional engineer under the laws of the U.S. VIRGIN ISLANDS, License Number ________ Expiration Date _________ Signature Date Printed Name FREDERICK WARD ASSOCIATES, INC. P.O. BOX 727 5 SOUTH MAIN STREET BEL AIR, MARYLAND 21014-0727 (410) 838-7900 FWA Project #2081093.01 Developer: AC Development, LLC. P.O. Box 11451 St. Thomas, VI 00801 Attn: Mr. Ajani Corneiro PHONE: (203) 893-7280 Cecil Thomas 2/6/2025 THE RESIDENCIES AT 340 NORTH STORMWATER MANAGEMENT – FINAL TABLE OF CONTENTS SECTION PAGE TABLE OF CONTENTS ................................................................................................... 2 VICINITY MAP ................................................................................................................. 3 SWM NARRATIVE ........................................................................................................... 5 USGS HYDROLOGIC SOIL CONDITIONS ..................................................................... 9 USGS ERODIBLE SOILS .............................................................................................. 14 FEMA MAP .................................................................................................................... 18 NOAA RAINFALL MODELING DATA ............................................................................ 20 EXISTING CONDITIONS TR-55 .................................................................................... 22 PROPOSED CONDITIONS TR-55 ................................................................................ 27 EXISTING CONDITIONS HYDRAULIC ANALYSIS ....................................................... 32 PROPOSED CONDITIONS HYDRAULIC ANALYSIS ................................................... 58 VICINITY MAP PROJECT LOCATION NARRATIVE THE RESIDENCIES AT 340 NORTH STORMWATER MANAGEMENT NARRATIVE A. GENERAL SITE INFORMATION The proposed project site consists of two parcels, parcels 103-003-030-600 and 103-003-038-700 totaling approximately 11.65 acres of total site area. The project site is located south of Rosendahl Drive and north of Valdemar A Hill Senior Drive and bounded to the west by Shady Lane in the St. Thomas, U.S. Virgin Islands. The property is being developed by AC Development, LLC. These parcels will be subdivided as a portion of the PUD with a mix of community open space, townhomes, and single family units. The site consists of existing forest with upstream drainage consisting of forest, single family houses, and public roadways. The site consists entirely of hydrologic soil type ‘B’ soils. Soil groups present on site are listed in the table below. The site drains to the adjacent roadway ditches which contributes to a minor tributary discharging directly to Lovenlund Bay. The property boundary is not within the 100-year flood plain based on the FEMA Flood plain map 7800000027G, dated April 16, 2007. The proposed construction consists of 80 townhouses and single family homes between 2 and 3 stories in height with the first level providing garage parking and the remaining floor space serving as primary living area. These units are to be accessed off the community road proposed with concrete swales draining supporting inlets and storm sewer serving and to direct runoff to appropriate underground management vaults. Runoff from this proposed construction will be captured and treated on site by 3 facilities listed as Facility ‘A’, ‘B’, and ‘C’ respectively serving their minor contributing drainage areas. A sewer main connects to each house and is conveyed under the community road to a designated treatment location. Potable water will be harvested from rooftop runoff serving individual units based on local standard practice. Since the available volume of storage in the tank is unknown prior to the storm event, this additional volume has not be utilized but we believe provides an additional level of safety to protect against storm events. B. STORMWATER MANAGEMENT QUANTITY CONTROL The existing land use of the property is hydrologic soil B with woods in good condition while upstream drainage areas are a mix of woods and other sparse land covers. For existing condition modeling purposes we denoted the three drainage areas as woods in good condition. The overall site and drainage area convey to one study point along Rosendahl Drive. This was our primary location of analysis to ensure the 10 Year storm event was managed. There are 3 sub-drainage areas contributing to this study point. These were analyzed to ensure compliance in managing the 10 year peak discharge and also to mimic current hydrologic divides. Each of these sub-drainage areas have their own management facility capturing runoff prior to leaving the property. Drainage areas 1A and 1B then utilize a Reach to carry these flows down to Study Point #1 which is also the discharge for sub-drainage area 1C. The three proposed facilities will have No. 57 stone bottoms designed to encourage infiltration into the natural ground providing water quality treatment along with the water quality provided by rooftop water harvesting. 2 Years Management is provided for sub drainage area 1B and 1C. Drainage area 1A provides most of the quantity management for this storm however due to the grade of the cul-de-sac at the end of the road, some of the developed area bypasses the facility and it is impractical to mitigate. The increase in drainage area 1A is minimal and should not negatively impact the properties downstream. 10 Year Management is provided for all three sub drainage areas and for Study Point 1 using underground storage facilities and associated control structures. This storm event along with the 2 year event were the primary focus for quantity management. 100 Year Conveyance is provided for the sub drainage areas to their respective discharge points. These discharges continue to Study Point 1. Calculations and peak discharges for existing and proposed drainage areas are provided in the appendix with a summary provided below: C. STORMWATER MANAGEMENT QUANTITY CONTROL FACILITY SUMMARY The following proposed stormwater management practices will allow us to treat the ESDv to the MEP for the site: FACILITY 1A: • Contributing Drainage Area: 11.60 acres • Total Design Storage Volume: 60,000 CF • Overall Facility Height: 10’ FACILITY 1B: • Contributing Drainage Area: 17.26 acres • Total Design Storage Volume: 40,000 CF • Overall Facility Height: 10’ FACILITY 1C: • Contributing Drainage Area: 2.69 acres • Total Design Storage Volume: 25,000 CF • Overall Facility Height: 10’ Note: Recharge Volume ReV will be provided on site via a 9” stone layer below the proposed underground stormwater management detention facility. The underground detention facility will have an open bottomed section which will allow for runoff to enter the stone layer. F. SEDIMENT CONTROL MEASURES The Stormwater Management Plan shows some erosion controls to be implemented in association with the Stormwater Management facilities. Sediment Controls will include, storm inlet protection devices, silt fences, and erosion control blanket on slopes steeper than 3:1. Due to the soils being stable and having a low erodibility value we believe the soils will be relatively easy to manage as we will focus opening small phases to allow for managing the disturbed area on site, additional measures will be taken to mitigate the migration of sediment as they present themselve. This will include same day stabilization, soil stabilization matting, and silt fences at the toe of disturbed slopes. Generally, the sequence of construction should proceed as follows: 1. Install Stabilized Construction Entrance 2. Install Silt Fence at perimeter locations shown on plan. 3. Strip topsoil and stockpile 4. Rough grade site. 5. Install storm drains, utilities, and other underground features. Install Inlet Protections. 6. Construct buildings, paving, and related utility lines. 7. Seed, mulch & mat as needed to stabilize disturbed earth. 8. Flush all storm drain system with high pressure hose to remove all sediment. 9. Activate quantity facility for each respective phase and allow for runoff to enter facilities. Silt fence and super silt fences will be installed around the perimeter of the LOD boundary & stormwater facilities to prevent sediment laden runoff from entering the facilities while they are being installed. Stormwater should be diverted away from the quantity facilities using berms and silt fences if needed until facilities are stabilized. Pumping water to a suitable outfall after large rainfall events may also be necessary to protect the Stormwater management facilities. USGS WEBSOIL SURVEY HYDROLOGIC SOIL CONDITIONS Hydrologic Soil Group—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 2029780 2029870 2029960 2030050 2030140 2030230 2030320 2030410 2029690 2029780 2029870 2029960 2030050 2030140 2030230 2030320 2030410 297640 297730 297820 297910 298000 298090 298180 297640 297730 297820 297910 298000 298090 298180 18° 21' 14'' N 64° 54' 54'' W 18° 21' 14'' N 64° 54' 35'' W 18° 20' 50'' N 64° 54' 54'' W 18° 20' 50'' N 64° 54' 35'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 20N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,590 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 1:12,000. 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: Virgin Islands of the United States Survey Area Data: Version 6, Sep 10, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 1, 2016—Feb 16, 2023 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—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DoE Dorothea-Susannaberg complex, 20 to 40 percent slopes, extremely stony B 9.7 15.7% DoF Dorothea-Susannaberg complex, 40 to 60 percent slopes, extremely stony B 45.2 72.9% DoG Dorothea-Susannaberg complex, 60 to 90 percent slopes, extremely stony B 7.1 11.4% Totals for Area of Interest 62.0 100.0% Hydrologic Soil Group—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 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—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 USGS WEB SOIL SURVEY ERODIBLE SOILS K Factor, Whole Soil—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 2029780 2029870 2029960 2030050 2030140 2030230 2030320 2030410 2029690 2029780 2029870 2029960 2030050 2030140 2030230 2030320 2030410 297640 297730 297820 297910 298000 298090 298180 297640 297730 297820 297910 298000 298090 298180 18° 21' 14'' N 64° 54' 54'' W 18° 21' 14'' N 64° 54' 35'' W 18° 20' 50'' N 64° 54' 54'' W 18° 20' 50'' N 64° 54' 35'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 20N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,590 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 .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Lines .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Points .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 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 1:12,000. 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: Virgin Islands of the United States Survey Area Data: Version 6, Sep 10, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 1, 2016—Feb 16, 2023 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. K Factor, Whole Soil—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DoE Dorothea-Susannaberg complex, 20 to 40 percent slopes, extremely stony .17 9.7 15.7% DoF Dorothea-Susannaberg complex, 40 to 60 percent slopes, extremely stony .17 45.2 72.9% DoG Dorothea-Susannaberg complex, 60 to 90 percent slopes, extremely stony .17 7.1 11.4% Totals for Area of Interest 62.0 100.0% Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Factor K does not apply to organic horizons and is not reported for those layers. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) K Factor, Whole Soil—Virgin Islands of the United States Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/30/2025 FEMA MAPPING PROJECT AREA NOAA 14 RAINFALL MODELING DATA 20 EXISTING CONDITIONS TR-55 WinTR-55 Current Data Description --- Identification Data --- User: TMM Date: 2/4/2025 Project: USVI Units: English SubTitle: Existing Cond Areal Units: Acres State: Maryland County: USVI Filename: <new file> --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc EX-1A Sub Area 1A 1A to SP1 14.96 55 .111 EX-1B Sub Area 1B 1B to SP1 17.26 55 .147 EX-1C Study Point 1 Outlet 2.74 55 .123 Total area: 34.96 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 4.12 .0 7.96 10.6 .0 15.3 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type III Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.10 2/4/2025 3:14:22 PM TMM USVI Existing Cond USVI County, Maryland Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 4.12 .0 7.96 10.6 .0 15.3 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type III Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.10 2/4/2025 3:14:22 PM TMM USVI Existing Cond USVI County, Maryland Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) EX-1A SHEET 100 0.2700 0.240 0.074 SHALLOW 647 0.3350 0.050 0.019 CHANNEL 449 7.000 0.018 Time of Concentration .111 EX-1B SHEET 100 0.1400 0.240 0.096 SHALLOW 504 0.4190 0.050 0.013 CHANNEL 964 7.000 0.038 Time of Concentration .147 EX-1C SHEET 100 0.2500 0.240 0.076 SHALLOW 566 0.3390 0.050 0.017 CHANNEL 751 7.000 0.030 Time of Concentration .123 WinTR-55, Version 1.00.10 2/4/2025 3:14:22 PM TMM USVI Existing Cond USVI County, Maryland Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) EX-1A Woods (good) B 14.956 55 Total Area / Weighted Curve Number 14.96 55 ===== == EX-1B Woods (good) B 17.261 55 Total Area / Weighted Curve Number 17.26 55 ===== == EX-1C Woods (good) B 2.738 55 Total Area / Weighted Curve Number 2.74 55 ==== == WinTR-55, Version 1.00.10 2/4/2025 3:14:22 PM PROPOSED CONDITIONS TR-55 WinTR-55 Current Data Description --- Identification Data --- User: TMM Date: 2/4/2025 Project: USVI Units: English SubTitle: Prop Cond - Unmanaged Areal Units: Acres State: Maryland County: USVI Filename: M:\FWA Business Development\Proposals\Engineering\2024\USVI ST\SWM\Prop.w55 --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc PR-1A Sub Area 1A 1A to SP1 11.6 63 .106 PR-1B Sub Area 1B 1B to SP1 15.74 59 .134 PR-1C Study Point 1 Outlet 2.69 85 .123 PR-1A-REM Rem Area not to Fac 1A to SP1 3.51 68 0.100 PR-1B-REM Rem Area not to Fac 1B to SP1 1.41 85 0.100 Total area: 34.95 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 4.12 .0 7.96 10.6 .0 15.3 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type III Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.10 2/4/2025 3:29:50 PM TMM USVI Prop Cond - Unmanaged USVI County, Maryland Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 4.12 .0 7.96 10.6 .0 15.3 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type III Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.10 2/4/2025 3:29:50 PM TMM USVI Prop Cond - Unmanaged USVI County, Maryland Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) PR-1A SHEET 100 0.2700 0.240 0.074 SHALLOW 647 0.3320 0.050 0.019 CHANNEL 326 7.000 0.013 Time of Concentration .106 PR-1B SHEET 100 0.1400 0.240 0.096 SHALLOW 504 0.4160 0.050 0.013 CHANNEL 626 7.000 0.025 Time of Concentration .134 PR-1C SHEET 100 0.2500 0.240 0.076 SHALLOW 566 0.3390 0.050 0.017 CHANNEL 751 7.000 0.030 Time of Concentration .123 PR-1A-REM User-provided 0.100 Time of Concentration 0.100 PR-1B-REM User-provided 0.100 Time of Concentration 0.100 WinTR-55, Version 1.00.10 2/4/2025 3:29:50 PM TMM USVI Prop Cond - Unmanaged USVI County, Maryland Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) PR-1A Residential districts (1/8 acre) B 3 85 Woods (good) B 8.602 55 Total Area / Weighted Curve Number 11.6 63 ==== == PR-1B Residential districts (1/8 acre) B 1.997 85 Woods (good) B 13.738 55 Total Area / Weighted Curve Number 15.74 59 ===== == PR-1C Residential districts (1/8 acre) B 2.694 85 Total Area / Weighted Curve Number 2.69 85 ==== == PR-1A-REM Residential districts (1/8 acre) B 1.502 85 Woods (good) B 2.013 55 Total Area / Weighted Curve Number 3.51 68 ==== == PR-1B-REM Residential districts (1/8 acre) B 1.406 85 Total Area / Weighted Curve Number 1.41 85 ==== == WinTR-55, Version 1.00.10 2/4/2025 3:29:50 PM EXISTING CONDITIONS HYDRAULIC ANALYSIS Hydraflow Table of Contents Ex Cond.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, EX-1A.................................................................................... 4 Hydrograph No. 2, SCS Runoff, EX-1B.................................................................................... 5 Hydrograph No. 3, SCS Runoff, EX-1C................................................................................... 6 Hydrograph No. 4, Reach, 1B to SP#1.................................................................................... 7 Hydrograph No. 5, Reach, 1A to SP1....................................................................................... 8 Hydrograph No. 6, Combine, SP1............................................................................................ 9 10 - Year Summary Report....................................................................................................................... 10 Hydrograph Reports................................................................................................................. 11 Hydrograph No. 1, SCS Runoff, EX-1A.................................................................................. 11 Hydrograph No. 2, SCS Runoff, EX-1B.................................................................................. 12 Hydrograph No. 3, SCS Runoff, EX-1C................................................................................. 13 Hydrograph No. 4, Reach, 1B to SP#1.................................................................................. 14 Hydrograph No. 5, Reach, 1A to SP1..................................................................................... 15 Hydrograph No. 6, Combine, SP1.......................................................................................... 16 100 - Year Summary Report....................................................................................................................... 17 Hydrograph Reports................................................................................................................. 18 Hydrograph No. 1, SCS Runoff, EX-1A.................................................................................. 18 Hydrograph No. 2, SCS Runoff, EX-1B.................................................................................. 19 Hydrograph No. 3, SCS Runoff, EX-1C................................................................................. 20 Hydrograph No. 4, Reach, 1B to SP#1.................................................................................. 21 Hydrograph No. 5, Reach, 1A to SP1..................................................................................... 22 Hydrograph No. 6, Combine, SP1.......................................................................................... 23 IDF Report.................................................................................................................. 24 1 2 3 4 5 6 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Project: Ex Cond.gpw Wednesday, 02 / 5 / 2025 Hyd. Origin Description Legend 1 SCS Runoff EX-1A 2 SCS Runoff EX-1B 3 SCS Runoff EX-1C 4 Reach 1B to SP#1 5 Reach 1A to SP1 6 Combine SP1 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 6.123 43.73 76.61 140.75 EX-1A 2 SCS Runoff 12.07 75.60 129.79 235.78 EX-1B 3 SCS Runoff 2.075 12.61 21.54 38.96 EX-1C 4 Reach 2 11.81 75.32 129.70 235.55 1B to SP#1 5 Reach 1 5.847 42.97 75.77 140.14 1A to SP1 6 Combine 3, 4, 5 15.60 109.67 191.18 351.35 SP1 Proj. file: Ex Cond.gpw Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 6.123 1 728 30,621 EX-1A 2 SCS Runoff 12.07 1 721 36,236 EX-1B 3 SCS Runoff 2.075 1 720 5,609 EX-1C 4 Reach 11.81 1 723 36,235 2 1B to SP#1 5 Reach 5.847 1 731 30,620 1 1A to SP1 6 Combine 15.60 1 724 72,464 3, 4, 5 SP1 Ex Cond.gpw Return Period: 2 Year Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 1 EX-1A Hydrograph type = SCS Runoff Peak discharge = 6.123 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 1 min Hyd. volume = 30,621 cuft Drainage area = 14.960 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.70 min Total precip. = 4.12 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) EX-1A Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 2 EX-1B Hydrograph type = SCS Runoff Peak discharge = 12.07 cfs Storm frequency = 2 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 36,236 cuft Drainage area = 17.260 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.82 min Total precip. = 4.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 5 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) EX-1B Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 3 EX-1C Hydrograph type = SCS Runoff Peak discharge = 2.075 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 5,609 cuft Drainage area = 2.740 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.38 min Total precip. = 4.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) EX-1C Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 4 1B to SP#1 Hydrograph type = Reach Peak discharge = 11.81 cfs Storm frequency = 2 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 36,235 cuft Inflow hyd. No. = 2 - EX-1B Section type = Trapezoidal Reach length = 649.0 ft Channel slope = 10.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 5.579 Rating curve m = 1.356 Ave. velocity = 6.83 ft/s Routing coeff. = 0.5995 Modified Att-Kin routing method used. 7 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) 1B to SP#1 Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 5 1A to SP1 Hydrograph type = Reach Peak discharge = 5.847 cfs Storm frequency = 2 yrs Time to peak = 731 min Time interval = 1 min Hyd. volume = 30,620 cuft Inflow hyd. No. = 1 - EX-1A Section type = Trapezoidal Reach length = 940.0 ft Channel slope = 13.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 6.307 Rating curve m = 1.356 Ave. velocity = 6.26 ft/s Routing coeff. = 0.4261 Modified Att-Kin routing method used. 8 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) 1A to SP1 Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 6 SP1 Hydrograph type = Combine Peak discharge = 15.60 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 72,464 cuft Inflow hyds. = 3, 4, 5 Contrib. drain. area = 2.740 ac 9 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) SP1 Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydrograph Summary Report 10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 43.73 1 726 145,964 EX-1A 2 SCS Runoff 75.60 1 720 172,723 EX-1B 3 SCS Runoff 12.61 1 719 26,734 EX-1C 4 Reach 75.32 1 721 172,723 2 1B to SP#1 5 Reach 42.97 1 728 145,963 1 1A to SP1 6 Combine 109.67 1 722 345,420 3, 4, 5 SP1 Ex Cond.gpw Return Period: 10 Year Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 1 EX-1A Hydrograph type = SCS Runoff Peak discharge = 43.73 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 1 min Hyd. volume = 145,964 cuft Drainage area = 14.960 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.70 min Total precip. = 7.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 11 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) EX-1A Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 2 EX-1B Hydrograph type = SCS Runoff Peak discharge = 75.60 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 172,723 cuft Drainage area = 17.260 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.82 min Total precip. = 7.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 12 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) EX-1B Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 3 EX-1C Hydrograph type = SCS Runoff Peak discharge = 12.61 cfs Storm frequency = 10 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 26,734 cuft Drainage area = 2.740 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.38 min Total precip. = 7.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 13 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) EX-1C Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 4 1B to SP#1 Hydrograph type = Reach Peak discharge = 75.32 cfs Storm frequency = 10 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 172,723 cuft Inflow hyd. No. = 2 - EX-1B Section type = Trapezoidal Reach length = 649.0 ft Channel slope = 10.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 5.579 Rating curve m = 1.356 Ave. velocity = 11.05 ft/s Routing coeff. = 0.8183 Modified Att-Kin routing method used. 14 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) 1B to SP#1 Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 5 1A to SP1 Hydrograph type = Reach Peak discharge = 42.97 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 1 min Hyd. volume = 145,963 cuft Inflow hyd. No. = 1 - EX-1A Section type = Trapezoidal Reach length = 940.0 ft Channel slope = 13.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 6.307 Rating curve m = 1.356 Ave. velocity = 10.48 ft/s Routing coeff. = 0.6239 Modified Att-Kin routing method used. 15 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) 1A to SP1 Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 6 SP1 Hydrograph type = Combine Peak discharge = 109.67 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 345,420 cuft Inflow hyds. = 3, 4, 5 Contrib. drain. area = 2.740 ac 16 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 Q (cfs) Time (min) SP1 Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydrograph Summary Report 17 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 140.75 1 726 452,495 EX-1A 2 SCS Runoff 235.78 1 719 535,450 EX-1B 3 SCS Runoff 38.96 1 718 82,877 EX-1C 4 Reach 235.55 1 720 535,450 2 1B to SP#1 5 Reach 140.14 1 727 452,496 1 1A to SP1 6 Combine 351.35 1 721 1,070,822 3, 4, 5 SP1 Ex Cond.gpw Return Period: 100 Year Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 1 EX-1A Hydrograph type = SCS Runoff Peak discharge = 140.75 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 1 min Hyd. volume = 452,495 cuft Drainage area = 14.960 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.70 min Total precip. = 15.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) EX-1A Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 2 EX-1B Hydrograph type = SCS Runoff Peak discharge = 235.78 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 535,450 cuft Drainage area = 17.260 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.82 min Total precip. = 15.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 19 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) EX-1B Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 3 EX-1C Hydrograph type = SCS Runoff Peak discharge = 38.96 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 82,877 cuft Drainage area = 2.740 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.38 min Total precip. = 15.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 20 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) EX-1C Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 4 1B to SP#1 Hydrograph type = Reach Peak discharge = 235.55 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 535,450 cuft Inflow hyd. No. = 2 - EX-1B Section type = Trapezoidal Reach length = 649.0 ft Channel slope = 10.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 5.579 Rating curve m = 1.356 Ave. velocity = 14.89 ft/s Routing coeff. = 0.9654 Modified Att-Kin routing method used. 21 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) 1B to SP#1 Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 5 1A to SP1 Hydrograph type = Reach Peak discharge = 140.14 cfs Storm frequency = 100 yrs Time to peak = 727 min Time interval = 1 min Hyd. volume = 452,496 cuft Inflow hyd. No. = 1 - EX-1A Section type = Trapezoidal Reach length = 940.0 ft Channel slope = 13.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 6.307 Rating curve m = 1.356 Ave. velocity = 14.24 ft/s Routing coeff. = 0.7624 Modified Att-Kin routing method used. 22 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) 1A to SP1 Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 6 SP1 Hydrograph type = Combine Peak discharge = 351.35 cfs Storm frequency = 100 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 1,070,822 cuft Inflow hyds. = 3, 4, 5 Contrib. drain. area = 2.740 ac 23 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 50.00 50.00 100.00 100.00 150.00 150.00 200.00 200.00 250.00 250.00 300.00 300.00 350.00 350.00 400.00 400.00 Q (cfs) Time (min) SP1 Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydraflow Rainfall Report 24 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 4.12 0.00 3.30 7.96 10.60 6.80 15.30 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 2.75 0.00 0.00 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 0.00 6.00 0.00 PROPOSED CONDITIONS HYDRAULIC ANALYSIS Hydraflow Table of Contents Prop Cond.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, PR-1A.................................................................................... 4 Hydrograph No. 2, SCS Runoff, PR-1B................................................................................... 5 Hydrograph No. 3, SCS Runoff, PR-1C................................................................................... 6 Hydrograph No. 4, Reservoir, Facility A Route......................................................................... 7 Pond Report - Facility A....................................................................................................... 8 Hydrograph No. 5, Reservoir, Facility B Route......................................................................... 9 Pond Report - Facility B..................................................................................................... 10 Hydrograph No. 6, Reservoir, Facility C Route...................................................................... 11 Pond Report - Facility C..................................................................................................... 12 Hydrograph No. 7, SCS Runoff, PR-1A-REM........................................................................ 13 Hydrograph No. 8, SCS Runoff, PR-1B-REM........................................................................ 14 Hydrograph No. 9, Combine, SP-1B...................................................................................... 15 Hydrograph No. 10, Combine, SP-1A.................................................................................... 16 Hydrograph No. 11, Reach, SP-1A Reach............................................................................. 17 Hydrograph No. 12, Reach, SP-1B Reach............................................................................. 18 Hydrograph No. 13, Combine, SP-1....................................................................................... 19 10 - Year Summary Report....................................................................................................................... 20 Hydrograph Reports................................................................................................................. 21 Hydrograph No. 1, SCS Runoff, PR-1A.................................................................................. 21 Hydrograph No. 2, SCS Runoff, PR-1B................................................................................. 22 Hydrograph No. 3, SCS Runoff, PR-1C................................................................................. 23 Hydrograph No. 4, Reservoir, Facility A Route....................................................................... 24 Hydrograph No. 5, Reservoir, Facility B Route....................................................................... 25 Hydrograph No. 6, Reservoir, Facility C Route...................................................................... 26 Hydrograph No. 7, SCS Runoff, PR-1A-REM........................................................................ 27 Hydrograph No. 8, SCS Runoff, PR-1B-REM........................................................................ 28 Hydrograph No. 9, Combine, SP-1B...................................................................................... 29 Hydrograph No. 10, Combine, SP-1A.................................................................................... 30 Hydrograph No. 11, Reach, SP-1A Reach............................................................................. 31 Hydrograph No. 12, Reach, SP-1B Reach............................................................................. 32 Hydrograph No. 13, Combine, SP-1....................................................................................... 33 100 - Year Summary Report....................................................................................................................... 34 Hydrograph Reports................................................................................................................. 35 Hydrograph No. 1, SCS Runoff, PR-1A.................................................................................. 35 Hydrograph No. 2, SCS Runoff, PR-1B................................................................................. 36 Hydrograph No. 3, SCS Runoff, PR-1C................................................................................. 37 Hydrograph No. 4, Reservoir, Facility A Route....................................................................... 38 Contents continued... Prop Cond.gpw Hydrograph No. 5, Reservoir, Facility B Route....................................................................... 39 Hydrograph No. 6, Reservoir, Facility C Route...................................................................... 40 Hydrograph No. 7, SCS Runoff, PR-1A-REM........................................................................ 41 Hydrograph No. 8, SCS Runoff, PR-1B-REM........................................................................ 42 Hydrograph No. 9, Combine, SP-1B...................................................................................... 43 Hydrograph No. 10, Combine, SP-1A.................................................................................... 44 Hydrograph No. 11, Reach, SP-1A Reach............................................................................. 45 Hydrograph No. 12, Reach, SP-1B Reach............................................................................. 46 Hydrograph No. 13, Combine, SP-1....................................................................................... 47 IDF Report.................................................................................................................. 48 1 2 3 4 5 6 7 8 9 10 11 12 13 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Project: Prop Cond.gpw Wednesday, 02 / 5 / 2025 Hyd. Origin Description Legend 1 SCS Runoff PR-1A 2 SCS Runoff PR-1B 3 SCS Runoff PR-1C 4 Reservoir Facility A Route 5 Reservoir Facility B Route 6 Reservoir Facility C Route 7 SCS Runoff PR-1A-REM 8 SCS Runoff PR-1B-REM 9 Combine SP-1B 10 Combine SP-1A 11 Reach SP-1A Reach 12 Reach SP-1B Reach 13 Combine SP-1 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 12.11 51.01 81.85 139.23 PR-1A 2 SCS Runoff 12.07 75.60 129.79 235.78 PR-1B 3 SCS Runoff 11.36 26.08 36.09 53.71 PR-1C 4 Reservoir 1 2.862 16.19 69.82 136.70 Facility A Route 5 Reservoir 2 1.624 60.07 122.51 235.07 Facility B Route 6 Reservoir 3 1.761 11.52 31.10 52.46 Facility C Route 7 SCS Runoff 8.282 27.22 41.37 67.24 PR-1A-REM 8 SCS Runoff 6.550 15.03 20.80 30.95 PR-1B-REM 9 Combine 5, 8 7.105 68.24 137.42 261.01 SP-1B 10 Combine 4, 7, 8.716 33.90 76.23 155.41 SP-1A 11 Reach 10 8.293 33.06 74.22 154.83 SP-1A Reach 12 Reach 9 6.856 68.05 137.16 260.84 SP-1B Reach 13 Combine 6, 11, 12 16.69 109.74 215.54 443.37 SP-1 Proj. file: Prop Cond.gpw Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 12.11 1 725 42,719 PR-1A 2 SCS Runoff 12.07 1 721 36,236 PR-1B 3 SCS Runoff 11.36 1 718 24,423 PR-1C 4 Reservoir 2.862 1 753 42,710 1 593.98 11,862 Facility A Route 5 Reservoir 1.624 1 762 36,227 2 522.32 9,273 Facility B Route 6 Reservoir 1.761 1 730 24,415 3 403.95 9,867 Facility C Route 7 SCS Runoff 8.282 1 718 16,839 PR-1A-REM 8 SCS Runoff 6.550 1 717 13,540 PR-1B-REM 9 Combine 7.105 1 718 49,768 5, 8 SP-1B 10 Combine 8.716 1 718 59,550 4, 7, SP-1A 11 Reach 8.293 1 720 59,470 10 SP-1A Reach 12 Reach 6.856 1 720 49,695 9 SP-1B Reach 13 Combine 16.69 1 720 133,579 6, 11, 12 SP-1 Prop Cond.gpw Return Period: 2 Year Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 1 PR-1A Hydrograph type = SCS Runoff Peak discharge = 12.11 cfs Storm frequency = 2 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 42,719 cuft Drainage area = 11.600 ac Curve number = 63 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.36 min Total precip. = 4.12 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) PR-1A Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 2 PR-1B Hydrograph type = SCS Runoff Peak discharge = 12.07 cfs Storm frequency = 2 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 36,236 cuft Drainage area = 17.260 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.80 min Total precip. = 4.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 5 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) PR-1B Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 3 PR-1C Hydrograph type = SCS Runoff Peak discharge = 11.36 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 24,423 cuft Drainage area = 2.690 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.38 min Total precip. = 4.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) PR-1C Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 4 Facility A Route Hydrograph type = Reservoir Peak discharge = 2.862 cfs Storm frequency = 2 yrs Time to peak = 753 min Time interval = 1 min Hyd. volume = 42,710 cuft Inflow hyd. No. = 1 - PR-1A Max. Elevation = 593.98 ft Reservoir name = Facility A Max. Storage = 11,862 cuft Storage Indication method used. Exfiltration extracted from Outflow. 7 0 180 360 540 720 900 1080 1260 1440 1620 1800 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) Facility A Route Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 1 Total storage used = 11,862 cuft Pond Report 8 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Pond No. 1 - Facility A Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 592.00 n/a 0 0 1.00 593.00 n/a 6,000 6,000 2.00 594.00 n/a 6,000 12,000 3.00 595.00 n/a 6,000 18,000 4.00 596.00 n/a 6,000 24,000 5.00 597.00 n/a 6,000 30,000 6.00 598.00 n/a 6,000 36,000 7.00 599.00 n/a 6,000 42,000 8.00 600.00 n/a 6,000 48,000 9.00 601.00 n/a 6,000 54,000 10.00 602.00 n/a 6,000 60,000 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 48.00 6.00 6.00 0.00 Span (in) = 48.00 12.00 22.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft) = 592.00 592.00 594.00 0.00 Length (ft) = 100.00 0.00 0.00 0.00 Slope (%) = 10.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft) = 20.00 0.00 0.00 0.00 Crest El. (ft) = 600.00 0.00 0.00 0.00 Weir Coeff. = 3.10 2.60 3.33 3.33 Weir Type = Rect Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 6.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 592.00 0.00 0.00 0.00 --- 0.00 --- --- --- 0.000 --- 0.000 1.00 6,000 593.00 1.81 ic 1.80 ic 0.00 --- 0.00 --- --- --- 0.000 --- 1.803 2.00 12,000 594.00 2.92 ic 2.89 ic 0.00 --- 0.00 --- --- --- 0.000 --- 2.885 3.00 18,000 595.00 7.55 ic 3.47 ic 3.82 ic --- 0.00 --- --- --- 0.000 --- 7.287 4.00 24,000 596.00 10.25 ic 4.11 ic 5.84 ic --- 0.00 --- --- --- 0.000 --- 9.944 5.00 30,000 597.00 12.33 ic 4.69 ic 7.32 ic --- 0.00 --- --- --- 0.000 --- 12.01 6.00 36,000 598.00 14.04 ic 5.22 ic 8.55 ic --- 0.00 --- --- --- 0.000 --- 13.77 7.00 42,000 599.00 15.33 ic 5.71 ic 9.62 ic --- 0.00 --- --- --- 0.000 --- 15.33 8.00 48,000 600.00 17.16 ic 6.17 ic 10.58 ic --- 0.00 --- --- --- 0.000 --- 16.75 9.00 54,000 601.00 77.81 ic 5.58 ic 10.23 ic --- 62.00 --- --- --- 0.000 --- 77.81 10.00 60,000 602.00 159.11 ic 2.51 ic 4.59 ic --- 152.00 s --- --- --- 0.000 --- 159.10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 5 Facility B Route Hydrograph type = Reservoir Peak discharge = 1.624 cfs Storm frequency = 2 yrs Time to peak = 762 min Time interval = 1 min Hyd. volume = 36,227 cuft Inflow hyd. No. = 2 - PR-1B Max. Elevation = 522.32 ft Reservoir name = Facility B Max. Storage = 9,273 cuft Storage Indication method used. Exfiltration extracted from Outflow. 9 0 180 360 540 720 900 1080 1260 1440 1620 1800 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) Facility B Route Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 2 Total storage used = 9,273 cuft Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Pond No. 2 - Facility B Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 520.00 n/a 0 0 1.00 521.00 n/a 4,000 4,000 2.00 522.00 n/a 4,000 8,000 3.00 523.00 n/a 4,000 12,000 4.00 524.00 n/a 4,000 16,000 5.00 525.00 n/a 4,000 20,000 6.00 526.00 n/a 4,000 24,000 7.00 527.00 n/a 4,000 28,000 8.00 528.00 n/a 4,000 32,000 9.00 529.00 n/a 4,000 36,000 10.00 530.00 n/a 4,000 40,000 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 60.00 5.00 16.00 0.00 Span (in) = 60.00 7.00 60.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft) = 520.00 520.00 522.40 0.00 Length (ft) = 100.00 0.00 0.00 0.00 Slope (%) = 13.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft) = 6.00 20.00 0.00 0.00 Crest El. (ft) = 526.40 529.00 0.00 0.00 Weir Coeff. = 3.10 3.10 3.33 3.33 Weir Type = Rect Rect --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 4.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 520.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- 0.000 --- 0.000 1.00 4,000 521.00 1.04 ic 0.97 ic 0.00 --- 0.00 0.00 --- --- 0.000 --- 0.973 2.00 8,000 522.00 1.49 ic 1.49 ic 0.00 --- 0.00 0.00 --- --- 0.000 --- 1.488 3.00 12,000 523.00 9.93 ic 1.66 ic 7.91 ic --- 0.00 0.00 --- --- 0.000 --- 9.567 4.00 16,000 524.00 33.52 ic 1.69 ic 31.01 ic --- 0.00 0.00 --- --- 0.000 --- 32.70 5.00 20,000 525.00 46.68 ic 1.92 ic 44.63 ic --- 0.00 0.00 --- --- 0.000 --- 46.55 6.00 24,000 526.00 57.14 ic 2.16 ic 54.98 ic --- 0.00 0.00 --- --- 0.000 --- 57.13 7.00 28,000 527.00 75.51 ic 2.33 ic 63.66 ic --- 8.64 0.00 --- --- 0.000 --- 74.63 8.00 32,000 528.00 106.06 ic 2.41 ic 66.00 ic --- 37.64 0.00 --- --- 0.000 --- 106.05 9.00 36,000 529.00 145.83 ic 2.39 ic 65.46 ic --- 77.98 0.00 --- --- 0.000 --- 145.83 10.00 40,000 530.00 189.06 ic 2.19 ic 60.05 ic --- 126.82 s 62.00 --- --- 0.000 --- 251.06 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 6 Facility C Route Hydrograph type = Reservoir Peak discharge = 1.761 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 24,415 cuft Inflow hyd. No. = 3 - PR-1C Max. Elevation = 403.95 ft Reservoir name = Facility C Max. Storage = 9,867 cuft Storage Indication method used. Exfiltration extracted from Outflow. 11 0 180 360 540 720 900 1080 1260 1440 1620 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Facility C Route Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 3 Total storage used = 9,867 cuft Pond Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Pond No. 3 - Facility C Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 400.00 n/a 0 0 1.00 401.00 n/a 2,500 2,500 2.00 402.00 n/a 2,500 5,000 3.00 403.00 n/a 2,500 7,500 4.00 404.00 n/a 2,500 10,000 5.00 405.00 n/a 2,500 12,500 6.00 406.00 n/a 2,500 15,000 7.00 407.00 n/a 2,500 17,500 8.00 408.00 n/a 2,500 20,000 9.00 409.00 n/a 2,500 22,500 10.00 410.00 n/a 2,500 25,000 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 36.00 6.00 6.00 0.00 Span (in) = 36.00 6.00 24.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft) = 400.00 400.00 404.00 0.00 Length (ft) = 40.00 0.00 0.00 0.00 Slope (%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft) = 6.00 0.00 0.00 0.00 Crest El. (ft) = 408.00 0.00 0.00 0.00 Weir Coeff. = 3.10 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 4.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 400.00 0.00 0.00 0.00 --- 0.00 --- --- --- 0.000 --- 0.000 1.00 2,500 401.00 0.81 ic 0.78 ic 0.00 --- 0.00 --- --- --- 0.000 --- 0.782 2.00 5,000 402.00 1.22 ic 1.20 ic 0.00 --- 0.00 --- --- --- 0.000 --- 1.199 3.00 7,500 403.00 1.53 ic 1.51 ic 0.00 --- 0.00 --- --- --- 0.000 --- 1.513 4.00 10,000 404.00 1.77 ic 1.77 ic 0.00 --- 0.00 --- --- --- 0.000 --- 1.774 5.00 12,500 405.00 6.08 ic 1.91 ic 4.17 ic --- 0.00 --- --- --- 0.000 --- 6.078 6.00 15,000 406.00 8.68 ic 2.09 ic 6.37 ic --- 0.00 --- --- --- 0.000 --- 8.461 7.00 17,500 407.00 10.39 ic 2.27 ic 7.98 ic --- 0.00 --- --- --- 0.000 --- 10.26 8.00 20,000 408.00 11.86 ic 2.44 ic 9.32 ic --- 0.00 --- --- --- 0.000 --- 11.77 9.00 22,500 409.00 31.53 ic 2.43 ic 10.49 ic --- 18.60 --- --- --- 0.000 --- 31.53 10.00 25,000 410.00 65.26 ic 2.08 ic 10.57 ic --- 52.61 --- --- --- 0.000 --- 65.26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 7 PR-1A-REM Hydrograph type = SCS Runoff Peak discharge = 8.282 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 16,839 cuft Drainage area = 3.510 ac Curve number = 68 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 13 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) PR-1A-REM Hyd. No. 7 -- 2 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 8 PR-1B-REM Hydrograph type = SCS Runoff Peak discharge = 6.550 cfs Storm frequency = 2 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 13,540 cuft Drainage area = 1.410 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 14 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) PR-1B-REM Hyd. No. 8 -- 2 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 9 SP-1B Hydrograph type = Combine Peak discharge = 7.105 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 49,768 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 1.410 ac 15 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) SP-1B Hyd. No. 9 -- 2 Year Hyd No. 9 Hyd No. 5 Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 10 SP-1A Hydrograph type = Combine Peak discharge = 8.716 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 59,550 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 3.510 ac 16 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) SP-1A Hyd. No. 10 -- 2 Year Hyd No. 10 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 11 SP-1A Reach Hydrograph type = Reach Peak discharge = 8.293 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 59,470 cuft Inflow hyd. No. = 10 - SP-1A Section type = Trapezoidal Reach length = 940.0 ft Channel slope = 13.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 6.307 Rating curve m = 1.356 Ave. velocity = 6.87 ft/s Routing coeff. = 0.4580 Modified Att-Kin routing method used. 17 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) SP-1A Reach Hyd. No. 11 -- 2 Year Hyd No. 11 Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 12 SP-1B Reach Hydrograph type = Reach Peak discharge = 6.856 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 49,695 cuft Inflow hyd. No. = 9 - SP-1B Section type = Trapezoidal Reach length = 649.0 ft Channel slope = 10.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 5.579 Rating curve m = 1.356 Ave. velocity = 5.94 ft/s Routing coeff. = 0.5428 Modified Att-Kin routing method used. 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) SP-1B Reach Hyd. No. 12 -- 2 Year Hyd No. 12 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 13 SP-1 Hydrograph type = Combine Peak discharge = 16.69 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 133,579 cuft Inflow hyds. = 6, 11, 12 Contrib. drain. area = 0.000 ac 19 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) SP-1 Hyd. No. 13 -- 2 Year Hyd No. 13 Hyd No. 6 Hyd No. 11 Hyd No. 12 Hydrograph Summary Report 20 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 51.01 1 725 157,943 PR-1A 2 SCS Runoff 75.60 1 720 172,723 PR-1B 3 SCS Runoff 26.08 1 718 58,786 PR-1C 4 Reservoir 16.19 1 745 157,934 1 599.60 45,574 Facility A Route 5 Reservoir 60.07 1 723 172,715 2 526.31 25,253 Facility B Route 6 Reservoir 11.52 1 725 58,777 3 407.83 19,563 Facility C Route 7 SCS Runoff 27.22 1 718 55,208 PR-1A-REM 8 SCS Runoff 15.03 1 717 32,591 PR-1B-REM 9 Combine 68.24 1 721 205,306 5, 8 SP-1B 10 Combine 33.90 1 718 213,142 4, 7, SP-1A 11 Reach 33.06 1 720 213,062 10 SP-1A Reach 12 Reach 68.05 1 723 205,233 9 SP-1B Reach 13 Combine 109.74 1 721 477,073 6, 11, 12 SP-1 Prop Cond.gpw Return Period: 10 Year Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 1 PR-1A Hydrograph type = SCS Runoff Peak discharge = 51.01 cfs Storm frequency = 10 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 157,943 cuft Drainage area = 11.600 ac Curve number = 63 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.36 min Total precip. = 7.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 21 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) PR-1A Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 2 PR-1B Hydrograph type = SCS Runoff Peak discharge = 75.60 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 172,723 cuft Drainage area = 17.260 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.80 min Total precip. = 7.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 22 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) PR-1B Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 3 PR-1C Hydrograph type = SCS Runoff Peak discharge = 26.08 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 58,786 cuft Drainage area = 2.690 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.38 min Total precip. = 7.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 23 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) PR-1C Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 4 Facility A Route Hydrograph type = Reservoir Peak discharge = 16.19 cfs Storm frequency = 10 yrs Time to peak = 745 min Time interval = 1 min Hyd. volume = 157,934 cuft Inflow hyd. No. = 1 - PR-1A Max. Elevation = 599.60 ft Reservoir name = Facility A Max. Storage = 45,574 cuft Storage Indication method used. Exfiltration extracted from Outflow. 24 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Facility A Route Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 1 Total storage used = 45,574 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 5 Facility B Route Hydrograph type = Reservoir Peak discharge = 60.07 cfs Storm frequency = 10 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 172,715 cuft Inflow hyd. No. = 2 - PR-1B Max. Elevation = 526.31 ft Reservoir name = Facility B Max. Storage = 25,253 cuft Storage Indication method used. Exfiltration extracted from Outflow. 25 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Facility B Route Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 2 Total storage used = 25,253 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 6 Facility C Route Hydrograph type = Reservoir Peak discharge = 11.52 cfs Storm frequency = 10 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 58,777 cuft Inflow hyd. No. = 3 - PR-1C Max. Elevation = 407.83 ft Reservoir name = Facility C Max. Storage = 19,563 cuft Storage Indication method used. Exfiltration extracted from Outflow. 26 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Facility C Route Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 3 Total storage used = 19,563 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 7 PR-1A-REM Hydrograph type = SCS Runoff Peak discharge = 27.22 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 55,208 cuft Drainage area = 3.510 ac Curve number = 68 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 7.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 27 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) PR-1A-REM Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 8 PR-1B-REM Hydrograph type = SCS Runoff Peak discharge = 15.03 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 32,591 cuft Drainage area = 1.410 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 7.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 28 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) PR-1B-REM Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 9 SP-1B Hydrograph type = Combine Peak discharge = 68.24 cfs Storm frequency = 10 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 205,306 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 1.410 ac 29 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) SP-1B Hyd. No. 9 -- 10 Year Hyd No. 9 Hyd No. 5 Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 10 SP-1A Hydrograph type = Combine Peak discharge = 33.90 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 213,142 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 3.510 ac 30 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) SP-1A Hyd. No. 10 -- 10 Year Hyd No. 10 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 11 SP-1A Reach Hydrograph type = Reach Peak discharge = 33.06 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 213,062 cuft Inflow hyd. No. = 10 - SP-1A Section type = Trapezoidal Reach length = 940.0 ft Channel slope = 13.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 6.307 Rating curve m = 1.356 Ave. velocity = 9.80 ft/s Routing coeff. = 0.5956 Modified Att-Kin routing method used. 31 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) SP-1A Reach Hyd. No. 11 -- 10 Year Hyd No. 11 Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 12 SP-1B Reach Hydrograph type = Reach Peak discharge = 68.05 cfs Storm frequency = 10 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 205,233 cuft Inflow hyd. No. = 9 - SP-1B Section type = Trapezoidal Reach length = 649.0 ft Channel slope = 10.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 5.579 Rating curve m = 1.356 Ave. velocity = 10.76 ft/s Routing coeff. = 0.8053 Modified Att-Kin routing method used. 32 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) SP-1B Reach Hyd. No. 12 -- 10 Year Hyd No. 12 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 13 SP-1 Hydrograph type = Combine Peak discharge = 109.74 cfs Storm frequency = 10 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 477,073 cuft Inflow hyds. = 6, 11, 12 Contrib. drain. area = 0.000 ac 33 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 Q (cfs) Time (min) SP-1 Hyd. No. 13 -- 10 Year Hyd No. 13 Hyd No. 6 Hyd No. 11 Hyd No. 12 Hydrograph Summary Report 34 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 139.23 1 725 433,245 PR-1A 2 SCS Runoff 235.78 1 719 535,450 PR-1B 3 SCS Runoff 53.71 1 718 127,278 PR-1C 4 Reservoir 136.70 1 726 433,237 1 601.60 57,623 Facility A Route 5 Reservoir 235.07 1 720 535,441 2 529.88 39,521 Facility B Route 6 Reservoir 52.46 1 719 127,269 3 409.64 24,096 Facility C Route 7 SCS Runoff 67.24 1 717 142,097 PR-1A-REM 8 SCS Runoff 30.95 1 717 70,563 PR-1B-REM 9 Combine 261.01 1 719 606,005 5, 8 SP-1B 10 Combine 155.41 1 724 575,334 4, 7, SP-1A 11 Reach 154.83 1 726 575,254 10 SP-1A Reach 12 Reach 260.84 1 720 605,932 9 SP-1B Reach 13 Combine 443.37 1 721 1,308,457 6, 11, 12 SP-1 Prop Cond.gpw Return Period: 100 Year Wednesday, 02 / 5 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 1 PR-1A Hydrograph type = SCS Runoff Peak discharge = 139.23 cfs Storm frequency = 100 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 433,245 cuft Drainage area = 11.600 ac Curve number = 63 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.36 min Total precip. = 15.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 35 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) PR-1A Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 2 PR-1B Hydrograph type = SCS Runoff Peak discharge = 235.78 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 535,450 cuft Drainage area = 17.260 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.80 min Total precip. = 15.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 36 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) PR-1B Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 3 PR-1C Hydrograph type = SCS Runoff Peak discharge = 53.71 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 127,278 cuft Drainage area = 2.690 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.38 min Total precip. = 15.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 37 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) PR-1C Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 4 Facility A Route Hydrograph type = Reservoir Peak discharge = 136.70 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 1 min Hyd. volume = 433,237 cuft Inflow hyd. No. = 1 - PR-1A Max. Elevation = 601.60 ft Reservoir name = Facility A Max. Storage = 57,623 cuft Storage Indication method used. Exfiltration extracted from Outflow. 38 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Facility A Route Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 1 Total storage used = 57,623 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 5 Facility B Route Hydrograph type = Reservoir Peak discharge = 235.07 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 535,441 cuft Inflow hyd. No. = 2 - PR-1B Max. Elevation = 529.88 ft Reservoir name = Facility B Max. Storage = 39,521 cuft Storage Indication method used. Exfiltration extracted from Outflow. 39 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) Facility B Route Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 2 Total storage used = 39,521 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 6 Facility C Route Hydrograph type = Reservoir Peak discharge = 52.46 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 127,269 cuft Inflow hyd. No. = 3 - PR-1C Max. Elevation = 409.64 ft Reservoir name = Facility C Max. Storage = 24,096 cuft Storage Indication method used. Exfiltration extracted from Outflow. 40 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Facility C Route Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 3 Total storage used = 24,096 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 7 PR-1A-REM Hydrograph type = SCS Runoff Peak discharge = 67.24 cfs Storm frequency = 100 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 142,097 cuft Drainage area = 3.510 ac Curve number = 68 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 15.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 41 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) PR-1A-REM Hyd. No. 7 -- 100 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 8 PR-1B-REM Hydrograph type = SCS Runoff Peak discharge = 30.95 cfs Storm frequency = 100 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 70,563 cuft Drainage area = 1.410 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 15.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 42 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) PR-1B-REM Hyd. No. 8 -- 100 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 9 SP-1B Hydrograph type = Combine Peak discharge = 261.01 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 606,005 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 1.410 ac 43 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 Q (cfs) Time (min) SP-1B Hyd. No. 9 -- 100 Year Hyd No. 9 Hyd No. 5 Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 10 SP-1A Hydrograph type = Combine Peak discharge = 155.41 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 575,334 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 3.510 ac 44 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) SP-1A Hyd. No. 10 -- 100 Year Hyd No. 10 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 11 SP-1A Reach Hydrograph type = Reach Peak discharge = 154.83 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 1 min Hyd. volume = 575,254 cuft Inflow hyd. No. = 10 - SP-1A Section type = Trapezoidal Reach length = 940.0 ft Channel slope = 13.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 6.307 Rating curve m = 1.356 Ave. velocity = 14.61 ft/s Routing coeff. = 0.7747 Modified Att-Kin routing method used. 45 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) SP-1A Reach Hyd. No. 11 -- 100 Year Hyd No. 11 Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 12 SP-1B Reach Hydrograph type = Reach Peak discharge = 260.84 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 605,932 cuft Inflow hyd. No. = 9 - SP-1B Section type = Trapezoidal Reach length = 649.0 ft Channel slope = 10.8 % Manning's n = 0.030 Bottom width = 5.0 ft Side slope = 3.0:1 Max. depth = 20.0 ft Rating curve x = 5.579 Rating curve m = 1.356 Ave. velocity = 15.30 ft/s Routing coeff. = 0.9788 Modified Att-Kin routing method used. 46 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 Q (cfs) Time (min) SP-1B Reach Hyd. No. 12 -- 100 Year Hyd No. 12 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Hyd. No. 13 SP-1 Hydrograph type = Combine Peak discharge = 443.37 cfs Storm frequency = 100 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 1,308,457 cuft Inflow hyds. = 6, 11, 12 Contrib. drain. area = 0.000 ac 47 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 60.00 60.00 120.00 120.00 180.00 180.00 240.00 240.00 300.00 300.00 360.00 360.00 420.00 420.00 480.00 480.00 Q (cfs) Time (min) SP-1 Hyd. No. 13 -- 100 Year Hyd No. 13 Hyd No. 6 Hyd No. 11 Hyd No. 12 Hydraflow Rainfall Report 48 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 02 / 5 / 2025 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 4.12 0.00 3.30 7.96 10.60 6.80 15.30 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 2.75 0.00 0.00 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 0.00 6.00 0.00