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HomeMy WebLinkAbout46_Flood Hazard Eval Flood Hazard Evaluation Report Baxter Creek Urban Farm Phase 2 Northwest of Huffine Ln & S Cottonwood Rd Intersection Gallatin County, Montana November, 2023 Prepared By: Hyalite Engineers, PLLC 2304 N 7th Ave. Suite L Bozeman, MT 59715 11/16/2023 BAXTER CREEK FLOOD STUDY – Bozeman, MT Table of Contents Page ii Version 11/15/2023 Table of Contents Table of Contents ........................................................................................................................ ii List of Appendices ...................................................................................................................... iii 1 Introduction ...................................................................................................................... 1-1 1.1 Purpose of Report ..................................................................................................... 1-1 1.2 Overview ................................................................................................................... 1-2 2 Location and Site Information .......................................................................................... 2-1 2.1 Location .................................................................................................................... 2-1 2.2 Local Topography ..................................................................................................... 2-1 2.3 Site Geology and Soil Conditions .............................................................................. 2-2 2.4 Regional Groundwater Conditions ............................................................................ 2-2 3 Hydrologic Analysis.......................................................................................................... 3-3 3.1 General Hydrologic Information and Basin Description ............................................. 3-3 3.2 Floodplain Characteristics ......................................................................................... 3-3 3.3 Determination of 100-year Flows .............................................................................. 3-3 3.4 Flow Contribution from Up-Gradient Hydraulic Structures ......................................... 3-4 3.5 Total Flows Used in Hydraulic Modeling ................................................................... 3-4 4 Hydraulic Analysis ........................................................................................................... 4-5 4.1 Hydraulic Analysis and Methodology ........................................................................ 4-5 4.2 HEC RAS 2D Modeling Analysis & Assumptions ...................................................... 4-5 4.3 Discussion of Results ................................................................................................ 4-7 5 Study Limitations ............................................................................................................. 5-1 References ............................................................................................................................. 5-2 BAXTER CREEK FLOOD STUDY – Bozeman, MT List of Appendices Page iii Version 11/15/2023 List of Figures Figure 1 - Study area (project site) map. ................................................................................ 2-1 Figure 2 - Flow hydrograph used in the hydraulic analysis. .................................................... 3-4 Figure 3 - Overview of existing conditions model geometry. Flow boundaries IN and OUT noted. Computational mesh does not cover areas where no flow is calculated. ................................................................................................... 4-6 Figure 4 - Overview of proposed conditions model geometry. Flow boundaries IN and OUT noted. Computational mesh does not cover areas where no flow is calculated. ................................................................................................... 4-6 Figure 5 - Existing condition results map showing maximum flood depths. ............................ 4-7 Figure 6 - Proposed condition results map showing maximum flood depths. .......................... 4-8 List of Appendices Appendix A – Flood Mapping Appendix B – Basin Map Appendix C – Hydrology Calculations Appendix D – Farmers Canal Headgate Calculations BAXTER CREEK FLOOD STUDY – Bozeman, MT Introduction Page 1-1 Version 11/15/2023 1 Introduction 1.1 Purpose of Report Per Section 38.600.150 of the City of Bozeman Code of Ordinances 2023: B. If any portion of a proposed development contains a watercourse or drainway draining an area less than 25 square miles, and regulated flood hazard areas under BMC section 38.600.110 have not been designated or identified, then, except as provided in subsection B.1 of this section, the development applicant shall prepare a flood hazard evaluation report in conformance with subsection C of this section, which shall be provided with a preliminary plat or site plan application. 1. The requirement to provide a flood hazard evaluation report may be waived by the floodplain administrator if the development applicant demonstrates to the satisfaction of the floodplain administrator that the base flood discharge of the watercourse will not adversely affect the land proposed for development at the time of concept site plan or subdivision pre-application plan. C. Contents of the flood hazard evaluation report shall include the following information at a minimum: 1. Certification by a professional engineer that the flood hazard evaluation report is prepared in accordance with this section; 2. Description of any mitigation required to protect the proposed development and adjacent lands from 100-year flood hazards; 3. Scaled plan view exhibit(s) showing the following: watercourses and drainways, property boundaries, existing topographic contours, proposed grading and drainage contours, existing (pre-project) 100-year floodplain boundary, proposed (post-project) 100-year floodplain boundary, and proposed project improvements. Exhibit(s) shall be neat and orderly and contain a linetype legend, north arrow, and drawing scale; 4. Hydrologic analysis performed in accordance with standard engineering practices containing at a minimum: exhibit(s) depicting delineation of overall contributing drainage basin and individual sub- basins, determination of base flood discharge, narrative describing the basin delineation approach and hydrologic method(s) used in discharge determination, and any supporting digital files and outputs produced for the hydrologic analysis; 5. Hydraulic analysis performed in accordance with standard engineering practices containing at a minimum: hydraulic modeling of the base flood discharge for existing conditions (pre-project) and proposed conditions (post-project), scaled plan view exhibit(s) depicting modeled cross sections, narrative describing hydraulic model development and data sources used for critical inputs, description of existing and proposed hydraulic structures, model outputs of water surface elevation in both profile and cross section view, and digital model files; and 6. The report shall be formatted as a PDF document and include all digital supporting files. The purpose of this report is to present hydraulic modeling that defines the 100-year floodplain boundaries for Baxter Creek within the defined study area per the above requirement. The authors of this report hereby certify general conformance to the above. This study has been prepared as a guide to assist with the future land use planning of properties within the study area and to provide regulators with the details required to evaluate conformance with regulatory requirements BAXTER CREEK FLOOD STUDY – Bozeman, MT Introduction Page 1-2 Version 11/15/2023 governing future development. This report may also be used as an engineering guide for the design of hydraulic structures, i.e. future bridges and/or culverts, within the study area. 1.2 Overview Hyalite Engineers has completed a study of the 100-year flood on Baxter Creek from its junction with Farmers Canal to Huffine Road approximately 4,400 feet to the south. The specific purpose of the study is to present the results of detailed hydraulic model and to define the 100-year flood elevations (or Base Flood Elevation (BFE) associated with a 1 percent chance flood event) and floodplain boundaries within the study area. This report presents areas of increased flood risk associated with Baxter Creek and the Farmer’s Canal. Industry standard methods were utilized with flood flows obtained from USGS sources and modeling from US Army Corps of Engineers HEC-RAS software. The results presented constitute a reasonable conservative estimation of flood risk for the site. BAXTER CREEK FLOOD STUDY – Bozeman, MT Location and Site Information Page 2-1 Version 11/15/2023 2 Location and Site Information 2.1 Location The study area is located in Gallatin County, Montana and encompasses approximately 70 acres of Section 9, Township 25, Range 5E, P.M.M. This detailed study includes 100-year Base Floodplain Elevations (BEF’s) and floodplain determination for approximately 4,000 feet of Baxter Creek directly north of its junction with the Farmers Canal. Current land uses along this stretch of Baxter Creek include medium density residential, light industrial, agricultural and pasture land. The Federal Emergency Management Agency (FEMA) flood insurance rate maps indicate that the study area is not a mapped floodway but rather an “Area of Minimal Flood Hazard.” Figure 1 - Study area (project site) map. 2.2 Local Topography The topography of the site and surrounding area is gently sloping (0 to 4 percent slopes) residential, commercial and agricultural land. The site slopes to the north in conjunction with flow direction of Baxter Creek. Both eastern and western side slopes of Baxter Creek are relatively gradual. Dense shrubbery and wetlands occupy the majority of the area near the top of the banks. Baxter Creek flows parallel to the west the study area flowing from the southeast to the northwest. The photographs and maps attached hereto provide a representative view of the site topography. BAXTER CREEK FLOOD STUDY – Bozeman, MT Location and Site Information Page 2-2 Version 11/15/2023 2.3 Site Geology and Soil Conditions Previous studies by others indicate that the Gallatin Valley is part of the Three Forks structural basin that was formed as a result of crustal movements during early Tertiary time. The valley is filled with tertiary sediments, coalescing alluvial fans, alluvium, and bedrock. The study area is located in the central part of the Gallatin Valley, which is covered by Quaternary Alluvium deposited primarily by Hyalite Creek (aka Middle Creek), and other smaller drainages flowing north out of the Gallatin Range. As presented by others, the alluvium consists primarily of cobbles and gravel intermixed with sand, silt, and clay. A United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) soils report was obtained for the study area. A copy of the report is attached in Appendix F. Please refer to the attached soil report for additional information on site soils. In general, the site soils are loams and cobbly loams overlying various stratum of gravelly loam, gravelly sandy clay loam, and cobbly clay loam. 2.4 Regional Groundwater Conditions Groundwater levels within the study area fluctuate seasonally. Four (4) monitoring wells on the property located on the west side of Baxter Creek and north of Huffine Lane monitored by Hyalite Engineers from May of 2021 to September of 2022. The monitoring indicated that the groundwater levels throughout the site generally rise from spring to late summer and fall throughout the rest of the year. Over the course of monitoring the groundwater, the depths varied from 1 foot deep to 5 feet. BAXTER CREEK FLOOD STUDY – Bozeman, MT Hydrologic Analysis Page 3-3 Version 11/15/2023 3 Hydrologic Analysis 3.1 General Hydrologic Information and Basin Description Baxter Creek originates from the Farmers Canal south east of the area of study, and flows in a north and northwest direction to its confluence with the East Gallatin River near Belgrade, MT. Baxter Creek (from its origin at Farmers Canal to I-90 crossing) is a loosing stream during the summer months from irrigation diversions and the gravelly porous nature of the native soils beneath the creek bed. In this part of the valley there are numerous irrigation canals and ditches which affect the drainage pattern of the creek and the resultant peak discharge. Information on quantifying changes in the peak discharge due to irrigation and infiltration is limited so worst case flows must be assumed. Flood basins were determined from the existing and proposed topography of the area to be analyzed. The Farmers Canal to the south was used as the southern boundary of the flood area, and five total basins were delineated and analyzed (see Appendix B). It is assumed that the flows from each basin will end up meeting at the Baxter Creek culvert crossing beneath Fallon Street. Knowing this, peak flows for the flood area were analyzed at that culvert, as it is expected to generate the highest peak flow rate from our drainage area. 3.2 Floodplain Characteristics The floodplain surrounding the watercourse within the study area is generally quite flat and the channel banks are level or slightly higher than the adjacent plain. The study area is generally used as residential, commercial and pasture lots with some dense vegetation and shrubbery near the top of the stream bank. 3.3 Determination of 100-year Flows Due to the urban nature of the basin and its small size, it was determined that stormwater flow quantification techniques would be more appropriate for determining flooding characteristics, namely the SCS method. This method also allows for the estimation of time-resolved hydrographs that can be used in unsteady flow modeling, which increases the accuracy of the results. The Hydraflow Hydrographs Extension for Autodesk Civil 3D was used to calculate the peak flows, and hydrographs for each basin. 24-hr precipitation data was analyzed from the NOAA Atlas 2- Precipitation Frequency Atlas of the Western United States, Volume 1- Montana (1973). Curve numbers were determined for each basin using existing and proposed site conditions, and hydrologic soil group classifications were determined with the NRCS soil mapping program. Using the basin area, precipitation data, and topographic characteristics- flow paths, time of concentration, and peak flows were determined for each basin via the SCS method. With the peak flows from each basin, an overall peak flow, and hydrograph, was estimated for the entire basin. Since the 24-hr precipitation data was used, the Hydraflow program calculates and allows us to view the overall peak flow hydrographs in the 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr 24-hr storm events. See Appendix C for the Hydraflow inputs and results for each basin during the analyzed storm events. BAXTER CREEK FLOOD STUDY – Bozeman, MT Hydrologic Analysis Page 3-4 Version 11/15/2023 3.4 Flow Contribution from Up-Gradient Hydraulic Structures Baxter Creek originates at a headgate off of Farmers Canal at the northern boundary of the Loyal Gardens Subdivision. As a worst case, it is assumed that the Farmers Canal to Baxter Creek headgate is fully open during the storm event that would generate the 100-year flow. When fully open, the headgate can be approximated as a 36” culvert with a submerged inlet. HY-8 software (by the US Federal Highway Administration) is well suited to estimate the flow from this structure. The HY-8 analysis can be found in Appendix D. As a worst case, it was assumed that the Farmers Canal would be completely full, and the headgate completely open. This condition correlates to the overtopping flow reported in Appendix D of 50.85 CFS. 3.5 Total Flows Used in Hydraulic Modeling The 100-year hydrograph determined as described in Section 3.3 were added to the assumed constant 50.85 CFS worst case flow from the farmers canal to arrive at the final 100-year hydrograph to be used in the hydraulic modeling. Figure 2 shows the 100-year hydrograph that was modeled. Figure 2 - Flow hydrograph used in the hydraulic analysis. BAXTER CREEK FLOOD STUDY – Bozeman, MT Hydraulic Analysis Page 4-5 Version 11/15/2023 4 Hydraulic Analysis 4.1 Hydraulic Analysis and Methodology Flood flows through the study are were simulated with a 2D HEC-RAS model. 2D modeling, as opposed to 1D, provides much greater detail as the result of the significant amount of data and effort needed. The results of the 2D analysis were used to develop the Flood Study Model Maps in Appendix A. 4.2 HEC RAS 2D Modeling Analysis & Assumptions The 2D HEC-RAS model is calculated using a numerical approach that simulates the behavior of water flow in two dimensions (both horizontally and vertically) across a terrain. The model solves the full two-dimensional shallow flow equations to simulate the flow dynamics, including momentum, energy, and continuity equations. The first step is to create a computational mesh that divides the study area into a grid of interconnected cells. This mesh represents the study area terrain and is used to discretize the governing equations. The model solves the 2D shallow flow equations, which are partial differential equations, using numerical methods. This numerical approach discretizes the equations into algebraic equations for each cell and iteratively solves them for each time step. Once the simulation is complete, the results are analyzed and visualized to understand the flow patterns, water depths, velocities, and areas of inundation. The existing and proposed ground surfaces are taken from the project design files and converted into HEC-RAS terrain data for modeling. Existing culverts were surveyed and added into the model. The upstream boundary condition was input as a flow hydrograph as described in Section 3.5. Normal depth was used for the downstream boundary conditions. Manning’s N was determined to be .04 for the floodplain and .03 for the water courses. Figure 3 and Figure 4 show an overview of the model study area, terrain, structures, and boundary locations. BAXTER CREEK FLOOD STUDY – Bozeman, MT Hydraulic Analysis Page 4-6 Version 11/15/2023 Figure 3 - Overview of existing conditions model geometry. Flow boundaries IN and OUT noted. Computational mesh does not cover areas where no flow is calculated. Figure 4 - Overview of proposed conditions model geometry. Flow boundaries IN and OUT noted. Computational mesh does not cover areas where no flow is calculated. Huffine S. Ditch OUT Baxter IN Baxter OUT Huffine S. Ditch OUT Baxter IN Baxter OUT BAXTER CREEK FLOOD STUDY – Bozeman, MT Hydraulic Analysis Page 4-7 Version 11/15/2023 Unsteady flow analysis of both the existing and proposed conditions were preformed using a computation interval of 5 seconds and an output interval of 1 hour. The analysis was set to diffusion wave for the most accurate results. The analysis shows a time-resolved estimate of how the hydrograph (applied at the upstream boundary) moves through the study area. A map of the maximum flood water depth experienced at each 2D cell is the primary result output result chosen for this analysis, but other metrics can also be reported upon request. 4.3 Discussion of Results The results of the existing conditions 2D model shows predicts shallow flooding within the study area and overtopping of Huffine Ln. Existing culverts are predicted to be inundated and existing roadways are impacted. Please see Appendix A for greater detail. Generally, flow to the study area is predicted to be shallow sheet flow that is less than 0.5 feet in depth outside of the Baxter Creek channel. Flow is predicted to be attenuated by Huffine Ln, and some excess flow is predicted to flow to the west in the southern roadside ditch outside of the study area. Mitigation of the shallow flooding will be required as discussed later within this section of the report. Although not shown, it should be noted that a flood of this magnitude would have significant impacts to existing residential and commercial development both upstream and downstream of the study area. Figure 5 - Existing condition results map showing maximum flood depths. Huffine Ln. Competition Dr. Fallon St. S. Cottonwood Rd. BAXTER CREEK FLOOD STUDY – Bozeman, MT Hydraulic Analysis Page 4-8 Version 11/15/2023 Figure 6 - Proposed condition results map showing maximum flood depths. The proposed conditions model is an exact copy of the existing conditions model, but with the addition of proposed street geometries, proposed culverts, and preliminary lot grading. The modifications that are proposed are predicted to mitigate the shallow flooding by directing it back into the exiting Baxter Creek channel. Modifications to the Baxter Creek channel itself are also modeled and include a new crossing at Competition Drive, and stream restoration work that is intended to bring the stream channel back to a more natural alignment. The Competition Dr. crossing is modeled to require a 10’ span by 4.5’ depth concrete box culvert (or equivalent) able to convey 125 CFS. Modifications to the Stream bed itself do not significantly affect the flood depths, but flooding should be considered in the final design, and the channel should be modified to convey an equal or greater flow rate than exists now. The most significant proposed hydraulic feature that will direct shallow flow back to the Baxter Creek channel is the Huffine Ln Ditch as shown in Figure 6. The proposed Huffine Ln Ditch is on the northern seif of the road, and will normally take stormwater that originates in the Loyal Garden Subdivision and crosses Huffine via a 24” diameter culvert. During a flood event though, this ditch and any culvert on the ditch will take floodwaters that overtop Huffine and direct the floodwaters back to Baxter Creek, and away from the proposed development. The capacity of the ditch and any associated culverts must be at least 30 CFS to convey the portion of the 100-year event that is predicted to flow through this area at its peak. Each of these structures discussed above have been included in the HEC-RAS 2D proposed conditions model. Final design of these structures may differ relative to what is modeled, but capacities should be matched or exceeded. No upsizing of existing structures is required. Huffine Ln. Competition Dr. Fallon St. S. Cottonwood Rd. Huffine Ln. Ditch BAXTER CREEK FLOOD STUDY – Bozeman, MT Study Limitations Page 5-1 Version 11/15/2023 5 Study Limitations The analysis prepared for this report utilizes several assumptions to simplify the evaluation and reflect reasonable and conservative estimates for flooding water surface elevations throughout the study area. The analysis presented herein represents a best current estimate of flooding water surface elevations with the best available data and accepted industry standard techniques. Ice damming and channel migration were not analyzed in detail but may pose flooding and avulsion threats to the planned building sites. These anthropogenic structures include upstream dams, culverts, and irrigation ditches. For example, the failure of the Farmers Canal was not considered quantitatively. BAXTER CREEK FLOOD STUDY – Bozeman, MT References Page 5-2 Version 11/15/2023 References Brunner, Gary W. 2016. “HEC-RAS River Analysis System Hydraulic Reference Manual Version 5.0.” FEMA. 2009. “Appendix C: Guidence for Riverine Flooding Analysis and Mapping.” In Guidelines and Specifications for Flood Hazard Mapping Partners. Veseth, R., and C. Montagne. 1980. “Geologic Parent Materials of Montana Soils.” Appendix A: Flood Mapping 481548204825 482048254830M:\203430\Drawings\PHASE 2\FLOOD HAZARD EVAL\FIGURE 1 EXTG FLOOD.dwg 0'200'400'600'HUFFINE LN.HUFFINE LN.S. COTTONWOOD RD.S. COTTONWOOD RD. BAXTER CR.BAXTER CR.FALLON ST.W. BABCOCK ST.COMPETITION DR.LAUREL PKWY.LAUREL PKWY. 4 8 2 0 48254830M:\203430\Drawings\PHASE 2\FLOOD HAZARD EVAL\FIGURE 2 PROP FLOOD.dwg 0'200'400'600'HUFFINE LN.HUFFINE LN.S. COTTONWOOD RD.S. COTTONWOOD RD. BAXTER CR.BAXTER CR.FALLON ST.W. BABCOCK ST.COMPETITION DR.LAUREL PKWY.LAUREL PKWY. Appendix B: Basin Map GASFO 8''W 8''W S S S S SSS HYD HYD HYD SS S 8''WHYD HYD HYD FO FO FO FOFOFOFOFO FO HYD>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> > >>>>>>>>>>>>>>>>>>>>>>>>>>M:\203430\Drawings\PHASE 2\FLOOD HAZARD EVAL\C-FLOOD BASINS.dwgFLOOD HAZARD BASIN FIGURE EXHIBIT "A" 203430JOB NUMBER : SHEET : SCALE :AS NOTED 1 OF 10Feet500 DATE :10/25/2023URBAN + FARM MAJOR SUBDIVISION FLOOD HAZARD ANALYSISW E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 HUFFINE LNBAXTER CREEKBAXTER CREEKS. COTTONWOOD RDBASIN C 63.31 ACRES BASIN D 51.20 ACRES BASIN A 24.45 ACRES BASIN B 22.36 ACRES FLOW PATH FALLON ST FARME R S C A N A L BASIN E 24.57 ACRES Appendix C: Hydrology Calculations 1 2 3 45 6 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: Hydrograph.gpw Wednesday, 10 / 25 / 2023 Hyd.Origin Description Legend 1 SCS Runoff Basin A 2 SCS Runoff Basin B 3 SCS Runoff BASIN C 4 SCS Runoff BASIN D 5 SCS Runoff BASIN E 6 Combine BAXTER CREEK CULVERT BASIN A BASIN B BASIN C BASIN D BASIN E 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 ------ ------- 15.92 ------- ------- 35.64 47.08 56.27 62.75 Basin A 2 SCS Runoff ------ ------- 18.97 ------- ------- 36.25 45.72 53.20 58.41 Basin B 3 SCS Runoff ------ ------- 12.69 ------- ------- 43.97 63.94 80.89 93.21 BASIN C 4 SCS Runoff ------ ------- 14.03 ------- ------- 29.59 38.41 45.45 50.41 BASIN D 5 SCS Runoff ------ ------- 23.84 ------- ------- 45.49 57.35 66.71 73.25 BASIN E 6 Combine 1, 2, 3, 4, 5 ------- 73.91 ------- ------- 168.31 223.89 268.96 300.95 BAXTER CREEK CULVERT Proj. file: Hydrograph.gpw Wednesday, 10 / 25 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 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 15.92 2 722 41,890 ------ ------ ------ Basin A 2 SCS Runoff 18.97 2 722 53,197 ------ ------ ------ Basin B 3 SCS Runoff 12.69 2 726 50,570 ------ ------ ------ BASIN C 4 SCS Runoff 14.03 2 756 103,226 ------ ------ ------ BASIN D 5 SCS Runoff 23.84 2 720 61,828 ------ ------ ------ BASIN E 6 Combine 73.91 2 722 310,711 1, 2, 3, 4, 5 ------ ------ BAXTER CREEK CULVERT Hydrograph.gpw Return Period: 2 Year Wednesday, 10 / 25 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 1 Basin A Hydrograph type = SCS Runoff Peak discharge = 15.92 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 41,890 cuft Drainage area = 24.450 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.20 min Total precip. = 1.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(5.000 x 74) + (19.450 x 94)] / 24.450 4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin A Hyd. No. 1 -- 2 Year Hyd No. 1 TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 1 Basin A Description A B C Totals Sheet Flow Manning's n-value = 0.016 0.000 0.000 Flow length (ft) = 65.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.13 0.00 0.00 Land slope (%) = 1.10 0.00 0.00 Travel Time (min) = 2.48 + 0.00 + 0.00 = 2.48 Shallow Concentrated Flow Flow length (ft) = 420.80 70.00 0.00 Watercourse slope (%) = 2.00 0.03 0.00 Surface description = Paved Unpaved Paved Average velocity (ft/s) =2.87 0.28 0.00 Travel Time (min) = 2.44 + 4.17 + 0.00 = 6.61 Channel Flow X sectional flow area (sqft) = 1.77 3.14 1.77 Wetted perimeter (ft) = 2.36 3.14 2.36 Channel slope (%) = 1.70 1.00 0.10 Manning's n-value = 0.013 0.013 0.013 Velocity (ft/s) =12.32 11.46 2.99 Flow length (ft) ({0})202.7 418.8 576.8 Travel Time (min) = 0.27 + 0.61 + 3.22 = 4.10 Total Travel Time, Tc .............................................................................. 13.20 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 2 Basin B Hydrograph type = SCS Runoff Peak discharge = 18.97 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 53,197 cuft Drainage area = 22.360 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.00 min Total precip. = 1.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 21.00 21.00 Q (cfs) Time (hrs) Basin B Hyd. No. 2 -- 2 Year Hyd No. 2 TR55 Tc Worksheet 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 2 Basin B Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 85.5 0.0 0.0 Two-year 24-hr precip. (in) = 1.13 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 1.80 + 0.00 + 0.00 = 1.80 Shallow Concentrated Flow Flow length (ft) = 1459.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =2.03 0.00 0.00 Travel Time (min) = 11.96 + 0.00 + 0.00 = 11.96 Channel Flow X sectional flow area (sqft) = 1.77 0.00 0.00 Wetted perimeter (ft) = 2.36 0.00 0.00 Channel slope (%) = 0.20 0.00 0.00 Manning's n-value = 0.013 0.015 0.015 Velocity (ft/s) =4.23 0.00 0.00 Flow length (ft) ({0})570.5 0.0 0.0 Travel Time (min) = 2.25 + 0.00 + 0.00 = 2.25 Total Travel Time, Tc .............................................................................. 16.00 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 3 BASIN C Hydrograph type = SCS Runoff Peak discharge = 12.69 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 50,570 cuft Drainage area = 63.310 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.90 min Total precip. = 1.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 8 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN C Hyd. No. 3 -- 2 Year Hyd No. 3 TR55 Tc Worksheet 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 3 BASIN C Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 169.5 27.0 0.0 Two-year 24-hr precip. (in) = 1.13 1.13 0.00 Land slope (%) = 1.60 1.50 0.00 Travel Time (min) = 3.40 + 0.80 + 0.00 = 4.20 Shallow Concentrated Flow Flow length (ft) = 662.75 0.00 0.00 Watercourse slope (%) = 0.50 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =1.44 0.00 0.00 Travel Time (min) = 7.68 + 0.00 + 0.00 = 7.68 Channel Flow X sectional flow area (sqft) = 1.23 12.00 0.00 Wetted perimeter (ft) = 1.96 6.00 0.00 Channel slope (%) = 1.00 1.60 0.00 Manning's n-value = 0.015 0.026 0.000 Velocity (ft/s) =7.27 11.53 0.00 Flow length (ft) ({0})346.7 2902.0 0.0 Travel Time (min) = 0.79 + 4.19 + 0.00 = 4.99 Total Travel Time, Tc .............................................................................. 16.90 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 4 BASIN D Hydrograph type = SCS Runoff Peak discharge = 14.03 cfs Storm frequency = 2 yrs Time to peak = 12.60 hrs Time interval = 2 min Hyd. volume = 103,226 cuft Drainage area = 51.200 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.30 min Total precip. = 1.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 10 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 Q (cfs) Time (hrs) BASIN D Hyd. No. 4 -- 2 Year Hyd No. 4 TR55 Tc Worksheet 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 4 BASIN D Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.13 0.00 0.00 Land slope (%) = 1.60 0.00 0.00 Travel Time (min) = 43.41 + 0.00 + 0.00 = 43.41 Shallow Concentrated Flow Flow length (ft) = 2779.00 0.00 0.00 Watercourse slope (%) = 1.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.04 0.00 0.00 Travel Time (min) = 22.69 + 0.00 + 0.00 = 22.69 Channel Flow X sectional flow area (sqft) = 12.00 0.00 0.00 Wetted perimeter (ft) = 6.00 0.00 0.00 Channel slope (%) = 1.60 0.00 0.00 Manning's n-value = 0.026 0.015 0.015 Velocity (ft/s) =11.53 0.00 0.00 Flow length (ft) ({0})1498.7 0.0 0.0 Travel Time (min) = 2.17 + 0.00 + 0.00 = 2.17 Total Travel Time, Tc .............................................................................. 68.30 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 5 BASIN E Hydrograph type = SCS Runoff Peak discharge = 23.84 cfs Storm frequency = 2 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 61,828 cuft Drainage area = 24.570 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.40 min Total precip. = 1.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 12 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 Q (cfs) Time (hrs) BASIN E Hyd. No. 5 -- 2 Year Hyd No. 5 TR55 Tc Worksheet 13 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 5 BASIN E Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 30.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 0.76 + 0.00 + 0.00 = 0.76 Shallow Concentrated Flow Flow length (ft) = 416.00 28.00 0.00 Watercourse slope (%) = 0.50 1.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =1.44 2.03 0.00 Travel Time (min) = 4.82 + 0.23 + 0.00 = 5.05 Channel Flow X sectional flow area (sqft) = 1.23 4.91 12.00 Wetted perimeter (ft) = 1.96 7.85 6.00 Channel slope (%) = 1.00 1.00 1.60 Manning's n-value = 0.010 0.013 0.026 Velocity (ft/s) =10.90 8.37 11.53 Flow length (ft) ({0})1357.0 167.0 2909.0 Travel Time (min) = 2.07 + 0.33 + 4.20 = 6.61 Total Travel Time, Tc .............................................................................. 12.40 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 6 BAXTER CREEK CULVERT Hydrograph type = Combine Peak discharge = 73.91 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 310,711 cuft Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 185.890 ac 14 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BAXTER CREEK CULVERT Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydrograph Summary Report 15 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 35.64 2 720 92,382 ------ ------ ------ Basin A 2 SCS Runoff 36.25 2 722 103,121 ------ ------ ------ Basin B 3 SCS Runoff 43.97 2 726 144,257 ------ ------ ------ BASIN C 4 SCS Runoff 29.59 2 756 213,332 ------ ------ ------ BASIN D 5 SCS Runoff 45.49 2 720 119,850 ------ ------ ------ BASIN E 6 Combine 168.31 2 722 672,941 1, 2, 3, 4, 5 ------ ------ BAXTER CREEK CULVERT Hydrograph.gpw Return Period: 10 Year Wednesday, 10 / 25 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 1 Basin A Hydrograph type = SCS Runoff Peak discharge = 35.64 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 92,382 cuft Drainage area = 24.450 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.20 min Total precip. = 1.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(5.000 x 74) + (19.450 x 94)] / 24.450 16 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin A Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 2 Basin B Hydrograph type = SCS Runoff Peak discharge = 36.25 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 103,121 cuft Drainage area = 22.360 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.00 min Total precip. = 1.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 17 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin B Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 3 BASIN C Hydrograph type = SCS Runoff Peak discharge = 43.97 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 144,257 cuft Drainage area = 63.310 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.90 min Total precip. = 1.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 18 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN C Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 4 BASIN D Hydrograph type = SCS Runoff Peak discharge = 29.59 cfs Storm frequency = 10 yrs Time to peak = 12.60 hrs Time interval = 2 min Hyd. volume = 213,332 cuft Drainage area = 51.200 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.30 min Total precip. = 1.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 19 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 Q (cfs) Time (hrs) BASIN D Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 5 BASIN E Hydrograph type = SCS Runoff Peak discharge = 45.49 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 119,850 cuft Drainage area = 24.570 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.40 min Total precip. = 1.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 20 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN E Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 6 BAXTER CREEK CULVERT Hydrograph type = Combine Peak discharge = 168.31 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 672,941 cuft Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 185.890 ac 21 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 180.00 180.00 Q (cfs) Time (hrs) BAXTER CREEK CULVERT Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydrograph Summary Report 22 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 47.08 2 720 122,304 ------ ------ ------ Basin A 2 SCS Runoff 45.72 2 722 131,371 ------ ------ ------ Basin B 3 SCS Runoff 63.94 2 726 205,165 ------ ------ ------ BASIN C 4 SCS Runoff 38.41 2 756 277,043 ------ ------ ------ BASIN D 5 SCS Runoff 57.35 2 720 152,684 ------ ------ ------ BASIN E 6 Combine 223.89 2 722 888,568 1, 2, 3, 4, 5 ------ ------ BAXTER CREEK CULVERT Hydrograph.gpw Return Period: 25 Year Wednesday, 10 / 25 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 1 Basin A Hydrograph type = SCS Runoff Peak discharge = 47.08 cfs Storm frequency = 25 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 122,304 cuft Drainage area = 24.450 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.20 min Total precip. = 2.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(5.000 x 74) + (19.450 x 94)] / 24.450 23 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin A Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 2 Basin B Hydrograph type = SCS Runoff Peak discharge = 45.72 cfs Storm frequency = 25 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 131,371 cuft Drainage area = 22.360 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.00 min Total precip. = 2.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 24 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin B Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 3 BASIN C Hydrograph type = SCS Runoff Peak discharge = 63.94 cfs Storm frequency = 25 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 205,165 cuft Drainage area = 63.310 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.90 min Total precip. = 2.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 25 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN C Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 4 BASIN D Hydrograph type = SCS Runoff Peak discharge = 38.41 cfs Storm frequency = 25 yrs Time to peak = 12.60 hrs Time interval = 2 min Hyd. volume = 277,043 cuft Drainage area = 51.200 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.30 min Total precip. = 2.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 26 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN D Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 5 BASIN E Hydrograph type = SCS Runoff Peak discharge = 57.35 cfs Storm frequency = 25 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 152,684 cuft Drainage area = 24.570 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.40 min Total precip. = 2.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 27 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN E Hyd. No. 5 -- 25 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 6 BAXTER CREEK CULVERT Hydrograph type = Combine Peak discharge = 223.89 cfs Storm frequency = 25 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 888,568 cuft Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 185.890 ac 28 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BAXTER CREEK CULVERT Hyd. No. 6 -- 25 Year Hyd No. 6 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydrograph Summary Report 29 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 56.27 2 720 146,678 ------ ------ ------ Basin A 2 SCS Runoff 53.20 2 722 153,991 ------ ------ ------ Basin B 3 SCS Runoff 80.89 2 724 256,614 ------ ------ ------ BASIN C 4 SCS Runoff 45.45 2 756 328,475 ------ ------ ------ BASIN D 5 SCS Runoff 66.71 2 720 178,974 ------ ------ ------ BASIN E 6 Combine 268.96 2 722 1,064,731 1, 2, 3, 4, 5 ------ ------ BAXTER CREEK CULVERT Hydrograph.gpw Return Period: 50 Year Wednesday, 10 / 25 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 1 Basin A Hydrograph type = SCS Runoff Peak discharge = 56.27 cfs Storm frequency = 50 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 146,678 cuft Drainage area = 24.450 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.20 min Total precip. = 2.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(5.000 x 74) + (19.450 x 94)] / 24.450 30 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin A Hyd. No. 1 -- 50 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 2 Basin B Hydrograph type = SCS Runoff Peak discharge = 53.20 cfs Storm frequency = 50 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 153,991 cuft Drainage area = 22.360 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.00 min Total precip. = 2.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 31 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin B Hyd. No. 2 -- 50 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 3 BASIN C Hydrograph type = SCS Runoff Peak discharge = 80.89 cfs Storm frequency = 50 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 256,614 cuft Drainage area = 63.310 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.90 min Total precip. = 2.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 32 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 90.00 90.00 Q (cfs) Time (hrs) BASIN C Hyd. No. 3 -- 50 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 4 BASIN D Hydrograph type = SCS Runoff Peak discharge = 45.45 cfs Storm frequency = 50 yrs Time to peak = 12.60 hrs Time interval = 2 min Hyd. volume = 328,475 cuft Drainage area = 51.200 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.30 min Total precip. = 2.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 33 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN D Hyd. No. 4 -- 50 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 5 BASIN E Hydrograph type = SCS Runoff Peak discharge = 66.71 cfs Storm frequency = 50 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 178,974 cuft Drainage area = 24.570 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.40 min Total precip. = 2.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 34 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN E Hyd. No. 5 -- 50 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 6 BAXTER CREEK CULVERT Hydrograph type = Combine Peak discharge = 268.96 cfs Storm frequency = 50 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 1,064,731 cuft Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 185.890 ac 35 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BAXTER CREEK CULVERT Hyd. No. 6 -- 50 Year Hyd No. 6 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydrograph Summary Report 36 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 62.75 2 720 164,039 ------ ------ ------ Basin A 2 SCS Runoff 58.41 2 722 169,946 ------ ------ ------ Basin B 3 SCS Runoff 93.21 2 724 294,037 ------ ------ ------ BASIN C 4 SCS Runoff 50.41 2 754 364,919 ------ ------ ------ BASIN D 5 SCS Runoff 73.25 2 720 197,517 ------ ------ ------ BASIN E 6 Combine 300.95 2 722 1,190,461 1, 2, 3, 4, 5 ------ ------ BAXTER CREEK CULVERT Hydrograph.gpw Return Period: 100 Year Wednesday, 10 / 25 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 1 Basin A Hydrograph type = SCS Runoff Peak discharge = 62.75 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 164,039 cuft Drainage area = 24.450 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.20 min Total precip. = 2.79 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(5.000 x 74) + (19.450 x 94)] / 24.450 37 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin A Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 2 Basin B Hydrograph type = SCS Runoff Peak discharge = 58.41 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 169,946 cuft Drainage area = 22.360 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.00 min Total precip. = 2.79 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 38 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Basin B Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 3 BASIN C Hydrograph type = SCS Runoff Peak discharge = 93.21 cfs Storm frequency = 100 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 294,037 cuft Drainage area = 63.310 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.90 min Total precip. = 2.79 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 39 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 90.00 90.00 100.00 100.00 Q (cfs) Time (hrs) BASIN C Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 4 BASIN D Hydrograph type = SCS Runoff Peak discharge = 50.41 cfs Storm frequency = 100 yrs Time to peak = 12.57 hrs Time interval = 2 min Hyd. volume = 364,919 cuft Drainage area = 51.200 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.30 min Total precip. = 2.79 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 40 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN D Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 5 BASIN E Hydrograph type = SCS Runoff Peak discharge = 73.25 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 197,517 cuft Drainage area = 24.570 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.40 min Total precip. = 2.79 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 41 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) BASIN E Hyd. No. 5 -- 100 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Hyd. No. 6 BAXTER CREEK CULVERT Hydrograph type = Combine Peak discharge = 300.95 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 1,190,461 cuft Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 185.890 ac 42 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 320.00 320.00 Q (cfs) Time (hrs) BAXTER CREEK CULVERT Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 5 Hydraflow Rainfall Report 43 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 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 1.20 0.00 3.30 1.90 2.28 2.58 2.79 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 0.00 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 0.00 0.00 Hydraflow Table of Contents Hydrograph.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 10 / 25 / 2023 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Basin A.................................................................................. 4 TR-55 Tc Worksheet............................................................................................................ 5 Hydrograph No. 2, SCS Runoff, Basin B.................................................................................. 6 TR-55 Tc Worksheet............................................................................................................ 7 Hydrograph No. 3, SCS Runoff, BASIN C................................................................................ 8 TR-55 Tc Worksheet............................................................................................................ 9 Hydrograph No. 4, SCS Runoff, BASIN D.............................................................................. 10 TR-55 Tc Worksheet.......................................................................................................... 11 Hydrograph No. 5, SCS Runoff, BASIN E.............................................................................. 12 TR-55 Tc Worksheet.......................................................................................................... 13 Hydrograph No. 6, Combine, BAXTER CREEK CULVERT................................................... 14 10 - Year Summary Report....................................................................................................................... 15 Hydrograph Reports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Basin A................................................................................ 16 Hydrograph No. 2, SCS Runoff, Basin B................................................................................ 17 Hydrograph No. 3, SCS Runoff, BASIN C.............................................................................. 18 Hydrograph No. 4, SCS Runoff, BASIN D.............................................................................. 19 Hydrograph No. 5, SCS Runoff, BASIN E.............................................................................. 20 Hydrograph No. 6, Combine, BAXTER CREEK CULVERT................................................... 21 25 - Year Summary Report....................................................................................................................... 22 Hydrograph Reports................................................................................................................. 23 Hydrograph No. 1, SCS Runoff, Basin A................................................................................ 23 Hydrograph No. 2, SCS Runoff, Basin B................................................................................ 24 Hydrograph No. 3, SCS Runoff, BASIN C.............................................................................. 25 Hydrograph No. 4, SCS Runoff, BASIN D.............................................................................. 26 Hydrograph No. 5, SCS Runoff, BASIN E.............................................................................. 27 Hydrograph No. 6, Combine, BAXTER CREEK CULVERT................................................... 28 50 - Year Summary Report....................................................................................................................... 29 Hydrograph Reports................................................................................................................. 30 Hydrograph No. 1, SCS Runoff, Basin A................................................................................ 30 Hydrograph No. 2, SCS Runoff, Basin B................................................................................ 31 Hydrograph No. 3, SCS Runoff, BASIN C.............................................................................. 32 Hydrograph No. 4, SCS Runoff, BASIN D.............................................................................. 33 Hydrograph No. 5, SCS Runoff, BASIN E.............................................................................. 34 Hydrograph No. 6, Combine, BAXTER CREEK CULVERT................................................... 35 Contents continued...Hydrograph.gpw 100 - Year Summary Report....................................................................................................................... 36 Hydrograph Reports................................................................................................................. 37 Hydrograph No. 1, SCS Runoff, Basin A................................................................................ 37 Hydrograph No. 2, SCS Runoff, Basin B................................................................................ 38 Hydrograph No. 3, SCS Runoff, BASIN C.............................................................................. 39 Hydrograph No. 4, SCS Runoff, BASIN D.............................................................................. 40 Hydrograph No. 5, SCS Runoff, BASIN E.............................................................................. 41 Hydrograph No. 6, Combine, BAXTER CREEK CULVERT................................................... 42 IDF Report.................................................................................................................. 43 Appendix D: Farmers Canal to Baxter Creek Headgate Calculations HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0.00 cfs Design Flow: 30.00 cfs Maximum Flow: 60.00 cfs Table 1 - Summary of Culvert Flows at Crossing: Farmers Canal Heagate on Baxter Headwater Elevation (ft) Total Discharge (cfs) Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 5.00 0.00 0.00 0.00 1 6.03 6.00 6.00 0.00 1 6.49 12.00 12.00 0.00 1 6.89 18.00 18.00 0.00 1 7.26 24.00 24.00 0.00 1 7.61 30.00 30.00 0.00 1 7.98 36.00 36.00 0.00 1 8.36 42.00 42.00 0.00 1 8.78 48.00 48.00 0.00 1 9.07 54.00 51.74 2.23 13 9.15 60.00 52.74 7.22 6 9.00 50.85 50.85 0.00 Overtopping Rating Curve Plot for Crossing: Farmers Canal Heagate on Baxter Culvert Data: Culvert 1 Table 1 - Culvert Summary Table: Culvert 1 Total Disch arge (cfs) Culve rt Disch arge (cfs) Head water Elevat ion (ft) Inlet Con trol Dep th (ft) Outl et Con trol Dep th (ft) Fl ow Ty pe Nor mal Dep th (ft) Criti cal Dep th (ft) Out let De pth (ft) Tailw ater Dept h (ft) Outl et Velo city (ft/s) Tailw ater Velo city (ft/s) 0.00 cfs 0.00 cfs 5.00 0.00 0.00 0 0- NF 0.00 0.00 0.0 0 0.00 0.00 0.00 6.00 cfs 6.00 cfs 6.03 1.03 0.0* 1- S2 n 0.63 0.77 0.6 4 0.60 5.46 2.77 12.00 cfs 12.00 cfs 6.49 1.49 0.20 5 1- S2 n 0.90 1.10 0.9 0 0.90 6.73 3.43 18.00 cfs 18.00 cfs 6.89 1.89 0.59 5 1- S2 n 1.11 1.36 1.1 2 1.13 7.46 3.85 24.00 24.00 7.26 2.26 1.00 1-1.31 1.58 1.3 1.33 8.05 4.18 cfs cfs 1 S2 n 1 30.00 cfs 30.00 cfs 7.61 2.61 1.43 4 1- S2 n 1.48 1.77 1.5 0 1.50 8.52 4.44 36.00 cfs 36.00 cfs 7.98 2.98 1.90 0 1- S2 n 1.65 1.95 1.6 7 1.66 8.91 4.66 42.00 cfs 42.00 cfs 8.36 3.36 2.40 4 5- S2 n 1.83 2.11 1.8 4 1.80 9.24 4.86 48.00 cfs 48.00 cfs 8.78 3.78 3.31 7 5- S2 n 2.00 2.26 2.0 1 1.93 9.51 5.03 54.00 cfs 51.74 cfs 9.07 4.07 3.63 1 5- S2 n 2.12 2.34 2.1 3 2.06 9.65 5.19 60.00 cfs 52.74 cfs 9.15 4.15 3.71 9 5- S2 n 2.15 2.36 2.1 6 2.17 9.69 5.34 * Full Flow Headwater elevation is below inlet invert. Culvert Barrel Data Culvert Barrel Type Straight Culvert Inlet Elevation (invert): 5.00 ft, Outlet Elevation (invert): 4.00 ft Culvert Length: 35.01 ft, Culvert Slope: 0.0286 Culvert Performance Curve Plot: Culvert 1 Water Surface Profile Plot for Culvert: Culvert 1 Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5.00 ft Outlet Station: 35.00 ft Outlet Elevation: 4.00 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall (Ke=0.5) Inlet Depression: None Tailwater Data for Crossing: Farmers Canal Heagate on Baxter Table 2 - Downstream Channel Rating Curve (Crossing: Farmers Canal Heagate on Baxter) Flow (cfs) Water Surface Elev (ft) Velocity (ft/s) Depth (ft) Shear (psf) Froude Number 0.00 4.00 0.00 0.00 0.00 0.00 6.00 4.60 0.60 2.77 0.45 0.68 12.00 4.90 0.90 3.43 0.67 0.71 18.00 5.13 1.13 3.85 0.85 0.72 24.00 5.33 1.33 4.18 0.99 0.73 30.00 5.50 1.50 4.44 1.12 0.74 36.00 5.66 1.66 4.66 1.24 0.74 42.00 5.80 1.80 4.86 1.35 0.75 48.00 5.93 1.93 5.03 1.45 0.75 54.00 6.06 2.06 5.19 1.54 0.76 60.00 6.17 2.17 5.34 1.63 0.76 Tailwater Channel Data - Farmers Canal Heagate on Baxter Tailwater Channel Option: Trapezoidal Channel Bottom Width: 3.00 ft Side Slope (H:V): 1.00 (_:1) Channel Slope: 0.0120 Channel Manning's n: 0.0350 Channel Invert Elevation: 4.00 ft Roadway Data for Crossing: Farmers Canal Heagate on Baxter Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 9.00 ft Roadway Surface: Gravel Roadway Top Width: 30.00 ft