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HomeMy WebLinkAbout006 2016 Mandeville Flood Study MEMO 32 Discovery Drive ♦ Bozeman, MT 59718 ♦ (406) 582-0221 ♦ Fax (406) 582-5770 To: City of Bozeman c/o Brian Heaston, PE From: Andrew Graham, PE and Jennifer Johnson, PE, CFM Project Name: North Park Development, Phase 1 - Flood Study Project Number: 14-167.10 Date: 12/9/2016 Re: Flood Hazard Evaluation for Mandeville Creek 45.705525°, -111.055547°, Bozeman, Montana Introduction Development is planned for the area of undeveloped land bound by Interstate 90, Red Wing Drive, Flora Lane, and Mandeville Drive located on the northern edge of the City of Bozeman. Mandeville Creek passes through the project site along the west end of phase 1 of the development. Farmers Canal converges with Mandeville Creek near the south end of the development just north of Interstate 90; refer to Vicinity Map for an overview. The following narrative satisfies Section 38.31.090.B.2 of Bozeman Unified Development Code and describes modeling efforts to simulate the 100-year return interval flooding event for the existing conditions (Phase 1 of the North Park Development is located east of Mandeville Creek). Hydrology Analysis Hydrologic information for the Mandeville Creek drainage basin was reviewed from the Bozeman Storm Water Facilities Plan (May, 2008) which applied the EPA SWMM Hydrology Method. The report delineates all of the drainage areas in the city limits to a regional drainage network (Figure 2.3- 3) and models runoff with various 24-hour storms. Two of the basins contribute to the flow in Mandeville Creek at the project site. These basins are EG5B and EG4A. EG5B is 2.1 square miles and flows into EG4A, a 0.6 square mile basin. For the downstream outlet of EG4A, which includes EG5B, the report’s authors calculated the existing 100-year, 24-hour peak flow to be 439 cfs. This analysis did not account for contributions from Farmers Canal which flows into an underground storm water network on Fowler Avenue, which then flows south into Mandeville Creek. Allied performed a new hydrologic analysis for Mandeville Creek drainage basin, using the SCS TR- 55 Method (curve number method). The watershed draining to the project site was delineated using COB LiDAR and the COB Infrastructure Viewer. The drainage area was a total area of 3.4 square miles (see attachment 2). Hydrologic soil properties were mapped using the USDA NRCS Web Soil 12/9/2016 Allied Engineering Services, Inc. Flood Hazard Evaluation Page 2 Survey. Land use was estimated from aerial photography. A CN was then assigned to each combination of soil and land use properties. A Type II SCS unit hydrograph, the same used for the Bozeman Storm Water Facilities Plan, was used to route the 24-hr 100-yr storm event with a total precipitation of 2.67 inches. This is a conservative assumption given the ratio of the 6-hr to the 24-hr precipitation events is less than .64. A time to concentration was estimated using TR-55 method of 237 minutes. The peak flow was calculated as 390 cfs (see attachment 3), similar to the flow rate found in the Bozeman Storm Water Facilities Plan. The watershed also receives flow from the Farmers Canal when it enters a 72-inch equivalent concrete arch pipe near Rosauers under Fowler Avenue then flows through 4000 linear feet of 72-inch concrete pipe. The flow was estimated by evaluating the hydraulics in Storm and Sanitary Sewer of the receiving infrastructure and overtopping bank elevation. Headwater can only buildup 2.84 feet before overtopping the north bank of the canal and flow north. Peak flow that Farmers Canal could contribute to the watershed was estimated at 127 cfs without overtopping of the canal or the underground pipe network. Any routing or attenuation was ignored and 127 cfs was conservatively added to the surface runoff peak flow for a total peak flow at the site of 517 cfs. Hydraulic Analysis The Army Corps of Engineer’s Hydrologic Engineering Center’s River Analysis System (HEC-RAS) version 5.0.3 (USACE, 2016) was used to model Mandeville Creek. A total of twenty four cross-sections and one culvert crossing were modeled for the creek. Model setup is given in Attachment 2 and was completed using ArcMAP. Manning’s n values were obtained from “Open-Channel Hydraulics” (Chow 1959). A Manning’s n value of 0.045 was appointed to the main channels describing a winding channel with some weeds and stones. A value of 0.05 was applied for the floodplains describing pasture with high grass. A “known water” elevation at the downstream end of the reach was applied for the downstream boundary condition. The known water elevation was calculated through a culvert and weir analysis of the crossings of Red Wing Drive, Railroad Crossing, and Frontage Road using the software HY-8 7.50 (USDT 2016). Water surface elevations for the culverts were computed in the following fashion: the three culverts were analyzed from downstream to upstream to give tailwater elevation for each subsequent culvert. The Frontage Road culvert was analyzed to give a backwater elevation of 4669.33 which is also the tailwater elevation for the culvert at the Railroad Crossing. The Railroad Crossing backwater elevation was found to be 4670.36. At the upstream side of the Railroad Crossing, flow is permitted to overtop high ground to the west and leave the system. The high ground was modeled as a weir in HY8, and its inclusion reduced the Railroad Crossing’s headwater elevation. Using the Railroad Crossing’s headwater elevation as the tailwater elevation at the Red Wing Drive culvert, a backwater elevation of 4670.54 was determined. The Red Wing Drive backwater elevation is affected by another section of overtopping ground just upstream of the Red Wing Drive culvert that also sends water to the west. Table 1. Culvert Information Culvert Length, Size, and Material Backwater Elevation Existing Approach 29’ of 48” CMP 4713.71 Red Wing Drive 44’ of 36” CMP 4670.54 Railroad Drive 68’ of 36” RCP 4670.36 Frontage Road 86’ of 36” RCP 4669.33 PROJECT BOUNDARY FARMERS CANAL MANDEVILLE CREEK Copyright:© 2013 National Geographic Society, i-cubed ATTACHMENT: 1DRAWN BY: JWJDATE: 11/28/2016PROJECT: 14-167³0 1,500 3,000 4,500Feet NORTH PARK DEVELOPMENT - PHASE 1VICINITY MAPBOZEMAN, MT P:\2014\14-167 North Park\08 ArcGIS\North Park Flood Vicinity Map.mxd1 inch = 3,000 feet MANDEVILLE CREEK PROPERTY LINE IN T E R ST A T E 90RED WING DRIVEFRONTAGE ROADRAILROADSTA 425BFE =4670.54FTSTA 4052BFE = 4698.16FTSTA 2076BFE = 4683.68FTSTA 16BFE =4670.54FTSTA 6329BFE = 4712.1FTSTA 5092BFE = 4703.64FTSTA 1845BFE = 4682.6FTSTA 2558BFE=4687.11FTSTA 715BFE=4670.65FTSTA 6416BFE = 4713.71FTSTA 1016BFE=4673.94FTSTA 2309BFE = 4685.94FTSTA 3038BFE 4692.23FTSTA 1413BFE=4678.86FTSTA 6702BFE = 4717.48FTSTA 6501BFE= 4714.93FTSTA 2822BFE =4690.24FTSTA 6087BFE = 4708.58FTSTA 5787BFE = 4705.96FTSTA 3787BFE = 4695.83FTSTA 3259BFE = 4693.64FTSTA 4741BFE=4701.48FTSTA 4385BFE = 4699.37FTSTA 5444BFE = 4704.13FTRED WING DRIVE CULVERTEXISTING APPROACH CULVERTRAILROAD CULVERTFRONTAGE ROAD CULVERT4725472047154710470547004695468046754760 4755475047454735473046754670466546704660 4 7 5 0 4 7 4 547454740466546604690470046954740 474547304685 46704755474047454730472547254730472047254670467047454740 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community ATTACHMENT: 2DRAWN BY: JWJDATE: 11/28/2016PROJECT: 14-167³LEGEND Culvert MODEL XSs WSE (100-YEAR)High : 4717.48 Low : 4670.54 0 190 380 570Feet NORTH PARK DEVELOPMENT - PHASE 1FLOOD HAZARD EVALUATIONBOZEMAN, MT P:\2014\14-167 North Park\08 ArcGIS\North Park Flood Hazard Evaluation.mxd1 inch = 400 feet PROJECT SITE CONTRIBUTINGWATERSHED AREA = 3.4SQUAREMILES Copyright:© 2013 NationalGeographic Society, i-cubed ³ 0 4,000 8,0002,000 Feet NOTES: 1. THE FEMA FLOOD INSURANCE RATE MAP PANEL 30031C0808D COVERS THE AREA OF INTEREST (ZONE D).2. ELEVATION DATUM FOR TOPOGRAPHIC SURVEY IS NAVD88.3. DETAILED TOPOGRAPHIC SURVEY COMPLETED AT XSs BY ALLIED ENGINEERING. THE 2007 BOZEMAN LIDAR SURFACE WAS USED AT LIMITED LOCATIONS WHERE A DETAILED SURVEY WAS NOT COMPLETED. 4. FLOOD INUNDATION MAP DEVELOPED BY ANDREW GRAHAM, PE AND JENNIFER JOHNSON, PE, CFM. REFER TO REPORT FOR FLOOD STUDY DESCRIPTION.5. BFE = BASE FLOOD ELEVATION, ALSO CALLED THE 100-YEAR WATER SURFACE ELEVATION 010002000300040005000600070004660467046804690470047104720Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 Main Channel Distance (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGround42571510161413184520762309255828223038325937874052438547415092544457876087632965016702Mandeville Creek Mandeville Creek HEC-RAS Plan: EC Detailed Study River: Mandeville Creek Reach: Mandeville Creek Profile: 100-YEARReach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Mandeville Creek 6702 100-YEAR 517.00 4715.89 4717.48 4717.48 4717.98 0.023739 5.91 97.47 100.45 0.93Mandeville Creek 6501 100-YEAR 517.00 4711.44 4714.93 4714.14 4715.07 0.004240 3.37 195.73 153.12 0.42Mandeville Creek 6416 100-YEAR 517.00 4710.94 4713.71 4713.71 4714.29 0.021635 9.36 96.82 161.50 1.01Mandeville Creek 6400 CulvertMandeville Creek 6329 100-YEAR 517.00 4709.98 4712.10 4712.10 4712.53 0.016953 6.30 118.44 132.00 0.83Mandeville Creek 6087 100-YEAR 517.00 4705.69 4708.58 4708.09 4708.67 0.003889 3.67 236.25 201.92 0.41Mandeville Creek 5787 100-YEAR 517.00 4701.89 4705.96 4705.96 4706.72 0.015355 8.49 92.66 72.16 0.81Mandeville Creek 5444 100-YEAR 517.00 4700.57 4704.13 4703.46 4704.23 0.003123 3.79 224.19 151.87 0.38Mandeville Creek 5092 100-YEAR 517.00 4700.75 4703.64 4702.91 4703.69 0.001700 2.46 317.08 227.24 0.28Mandeville Creek 4741 100-YEAR 517.00 4699.34 4701.48 4701.48 4701.86 0.021066 7.11 119.98 135.77 0.92Mandeville Creek 4385 100-YEAR 517.00 4695.40 4699.37 4697.56 4699.45 0.001181 2.69 311.37 261.78 0.24Mandeville Creek 4052 100-YEAR 517.00 4695.19 4698.16 4697.95 4698.37 0.007403 5.18 201.86 290.05 0.58Mandeville Creek 3787 100-YEAR 517.00 4692.44 4695.83 4695.83 4696.28 0.008216 6.23 142.53 183.84 0.62Mandeville Creek 3259 100-YEAR 517.00 4689.77 4693.64 4693.18 4693.76 0.003990 4.38 228.18 197.98 0.41Mandeville Creek 3038 100-YEAR 517.00 4689.24 4692.23 4691.96 4692.60 0.010184 5.99 151.58 204.47 0.68Mandeville Creek 2822 100-YEAR 517.00 4686.26 4690.24 4690.24 4690.55 0.007740 6.34 172.60 196.37 0.59Mandeville Creek 2558 100-YEAR 517.00 4684.31 4687.11 4687.11 4687.54 0.013425 6.22 126.68 144.22 0.76Mandeville Creek 2309 100-YEAR 517.00 4682.69 4685.94 4685.42 4686.07 0.003490 3.84 212.96 155.30 0.41Mandeville Creek 2076 100-YEAR 517.00 4681.57 4683.68 4683.68 4684.00 0.018376 6.49 134.13 167.26 0.86Mandeville Creek 1845 100-YEAR 517.00 4679.60 4682.60 4682.21 4682.77 0.005491 4.67 185.81 149.06 0.50Mandeville Creek 1413 100-YEAR 517.00 4676.01 4678.86 4678.76 4679.17 0.021614 4.46 116.21 130.49 0.84Mandeville Creek 1016 100-YEAR 517.00 4670.44 4673.94 4673.69 4674.21 0.008740 6.19 142.95 108.93 0.61Mandeville Creek 715 100-YEAR 517.00 4667.24 4670.65 4670.65 4671.22 0.013684 7.76 107.25 86.36 0.79Mandeville Creek 425 100-YEAR 517.00 4665.07 4670.54 4667.81 4670.56 0.000243 1.46 551.01 217.81 0.11Mandeville Creek 16 100-YEAR 517.00 4663.23 4670.54 4666.53 4670.54 0.000024 0.56 1573.88 497.08 0.04 020040060080010004714471647184720472247244726Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6702 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.05020040060080010004710471247144716471847204722472447264728Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6501 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.051 01002003004005006007004710471247144716471847204722Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6416 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundIneffBank Sta.05.045.05010020030040050060070047084710471247144716471847204722Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6400 Culv Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundIneffBank Sta.05.045.052 0100200300400500600470847104712471447164718Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6400 Culv Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.050100200300400500600470847104712471447164718Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6329 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.053 020040060080010004704470647084710471247144716471847204722Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 6087 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0502004006008001000470047054710471547204725Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 5787 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.054 0200400600800100012004700470247044706470847104712471447164718Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 5444 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.050100200300400500600470047024704470647084710Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 5092 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.055 02004006008001000469847004702470447064708471047124714Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 4741 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.05020040060080010004694469646984700470247044706470847104712Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 4385 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.056 01002003004005004695469646974698469947004701Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 4052 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.05020040060080010004692469446964698470047024704470647084710Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 3787 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.057 02004006008001000468846904692469446964698470047024704Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 3259 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0502004006008004688469046924694469646984700Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 3038 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.058 020040060080010004686468846904692469446964698Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 2822 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0501002003004005006007004684468646884690469246944696Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 2558 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.059 0100200300400500600700800468246844686468846904692Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 2309 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.050100200300400500600468146824683468446854686468746884689Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 2076 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0510 01002003004005006007004678468046824684468646884690Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 1845 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0502004006008001000467646784680468246844686Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 1413 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0511 010020030040050060070046704672467446764678468046824684Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 1016 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.05010020030040050060070046664668467046724674467646784680Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 715 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0512 01002003004005004664466646684670467246744676Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 425 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0501002003004005006004662466446664668467046724674Final_Flood_Hazard_Eval Plan: Existing Conditions - Detailed Study 11/14/2016 RS = 16 Station (ft)Elevation (ft)LegendEG 100-YEARWS 100-YEARCrit 100-YEARGroundBank Sta.05.045.0513 Project Description North Park Floodstudy.SPF Project Options CFS Elevation SCS TR-55 SCS TR-55 Kinematic Wave YES YES Analysis Options Oct 13, 2016 00:00:00 Oct 16, 2016 00:00:00 Oct 13, 2016 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 1 1 4 3 1 0 0 0 3 0 3 0 0 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years)(inches) 1 Rain Gage-01 Time Series TYPE 2 Intensity inches Montana Gallatin 100 2.67 SCS Type II 24-hr Outlets .................................................... Pollutants ........................................................ Land Uses ....................................................... Links................................................................. Channels ................................................ Pipes ....................................................... Pumps .................................................... Orifices ................................................... Weirs ...................................................... Nodes............................................................... Junctions ................................................ Outfalls ................................................... Flow Diversions ...................................... Inlets ....................................................... Storage Nodes ....................................... Runoff (Dry Weather) Time Step .................... Runoff (Wet Weather) Time Step ................... Reporting Time Step ....................................... Routing Time Step .......................................... Rain Gages ..................................................... Subbasins........................................................ Enable Overflow Ponding at Nodes ................ Skip Steady State Analysis Time Periods ....... Start Analysis On ............................................ End Analysis On .............................................. Start Reporting On .......................................... Antecedent Dry Days ...................................... File Name ........................................................ Flow Units ....................................................... Elevation Type ................................................ Hydrology Method ........................................... Time of Concentration (TOC) Method ............ Link Routing Method ....................................... Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 1 Sub-01 2154.00 79.60 2.67 0.99 2123.84 390.05 0 03:57:33 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of TotalTotal Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 Jun-01 Junction 4844.94 4850.00 0.00 0.00 0.00 127.00 4847.72 0.00 2.28 0 00:00 0.00 0.00 2 Jun-02 Junction 4844.45 4851.35 0.00 0.00 0.00 140.19 4851.35 0.00 0.00 0 00:01 0.00 1.00 3 Jun-03 Junction 4843.64 4855.87 0.00 0.00 0.00 127.00 4848.12 0.00 7.75 0 00:00 0.00 0.00 4 Out-01 Outfall 0.00 516.85 0.00 Link Summary SNElement Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1Link-01 Pipe Jun-01 Jun-02 132.00 4844.94 4844.60 0.2600 54.000 0.0120 140.19 162.35 0.86 8.95 2.78 0.64 0.00 Calculated 2Link-03 Pipe Jun-02 Jun-03 556.00 4844.45 4843.64 0.1500 72.000 0.0150 127.00 140.09 0.91 5.61 4.48 0.75 0.00 Calculated 3Link-04 Pipe Jun-03 Out-01 2182.05 2668.00 0.00 122.2700 0.000 0.0150 127.00 0.00 0.91 0.00 4.48 0.75 0.00 Calculated Subbasin Hydrology Subbasin : Sub-01 Input Data Area (ac) ........................................................................2154.00 Weighted Curve Number ...............................................79.60 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres)Group Number -2154.00 -79.60 Composite Area & Weighted CN 2154.00 79.60 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness :.4 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :1.12 0.00 0.00 Velocity (ft/sec) :0.03 0.00 0.00 Computed Flow Time (min) :47.89 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) :3934 0.00 0.00 Slope (%) :1.5 0.00 0.00 Surface Type :Straight rows Unpaved Unpaved Velocity (ft/sec) :1.10 0.00 0.00 Computed Flow Time (min) :59.61 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :.04 .02 .04 Flow Length (ft) :10262 3277 14970 Channel Slope (%) :1.4 1.3 1 Cross Section Area (ft²) :2.5 3.1 4 Wetted Perimeter (ft) :4 6 4 Velocity (ft/sec) :3.22 5.47 3.72 Computed Flow Time (min) :53.08 9.99 66.98 Total TOC (min) ..................237.55 Subbasin Runoff Results Total Rainfall (in) ...........................................................2.67 Total Runoff (in) .............................................................0.99 Peak Runoff (cfs) ...........................................................390.05 Weighted Curve Number ...............................................79.60 Time of Concentration (days hh:mm:ss) .......................0 03:57:33 Subbasin : Sub-01 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 Jun-01 4844.94 4850.00 5.06 0.00 -4844.94 0.00 -4850.00 0.00 0.00 2 Jun-02 4844.45 4851.35 6.90 0.00 -4844.45 0.00 -4851.35 0.00 0.00 3 Jun-03 4843.64 4855.87 12.23 0.00 -4843.64 0.00 -4855.87 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of TotalTotal Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 Jun-01 127.00 127.00 4847.72 2.78 0.00 2.28 4847.72 2.78 0 00:00 0 00:00 0.00 0.00 2 Jun-02 140.19 0.00 4851.35 6.90 0.00 0.00 4848.93 4.48 0 00:01 0 00:01 0.00 1.00 3 Jun-03 127.00 0.00 4848.12 4.48 0.00 7.75 4848.12 4.48 0 00:33 0 00:00 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Link-01 132.00 4844.94 0.00 4844.60 0.15 0.34 0.2600 Arch 54.000 71.760 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 Link-03 556.00 4844.45 0.00 4843.64 0.00 0.81 0.1500 CIRCULAR 72.000 72.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Link-04 2182.05 2668.00 -2175.64 0.00 0.00 2668.00 122.2700 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Link-01 140.19 0 00:01 162.35 0.86 8.95 0.25 2.78 0.64 0.00 Calculated 2 Link-03 127.00 0 00:33 140.09 0.91 5.61 1.65 4.48 0.75 0.00 Calculated 3 Link-04 127.00 0 00:33 0.00 0.91 0.00 4.48 0.75 0.00 Calculated HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 126 cfs Design Flow: 517 cfs Maximum Flow: 600 cfs Table 1 - Summary of Culvert Flows at Crossing: Red Wing Drive Headwater Elevation (ft) Total Discharge (cfs)Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 4670.38 126.00 4.39 121.66 6 4670.39 173.40 5.35 169.18 4 4670.40 220.80 6.30 214.65 4 4670.41 268.20 7.16 261.21 4 4670.42 315.60 8.01 308.16 5 4670.44 363.00 9.33 354.09 4 4670.47 410.40 10.72 400.33 3 4670.50 457.80 12.05 446.21 4 4670.53 505.20 13.50 492.41 3 4670.54 517.00 13.84 503.72 3 4670.63 600.00 17.06 583.60 2 4667.00 -42215.06 -42215.06 0.00 Overtopping Rating Curve Plot for Crossing: Red Wing Drive Table 2 - Culvert Summary Table: Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 126.00 4.39 4670.38 0.965 7.208 4-FFf 0.877 0.651 3.000 7.360 0.622 0.000 173.40 5.35 4670.39 1.068 7.217 4-FFf 0.971 0.721 3.000 7.360 0.756 0.000 220.80 6.30 4670.40 1.163 7.227 4-FFf 1.059 0.785 3.000 7.360 0.891 0.000 268.20 7.16 4670.41 1.245 7.238 4-FFf 1.135 0.840 3.000 7.360 1.013 0.000 315.60 8.01 4670.42 1.324 7.250 4-FFf 1.207 0.887 3.000 7.360 1.133 0.000 363.00 9.33 4670.44 1.435 7.271 4-FFf 1.314 0.961 3.000 7.360 1.319 0.000 410.40 10.72 4670.47 1.547 7.297 4-FFf 1.424 1.035 3.000 7.360 1.517 0.000 457.80 12.05 4670.50 1.651 7.325 4-FFf 1.526 1.097 3.000 7.360 1.705 0.000 505.20 13.50 4670.53 1.760 7.359 4-FFf 1.635 1.166 3.000 7.360 1.910 0.000 517.00 13.84 4670.54 1.785 7.368 4-FFf 1.661 1.181 3.000 7.360 1.957 0.000 600.00 17.06 4670.63 2.019 7.460 4-FFf 1.908 1.320 3.000 7.360 2.414 0.000 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 4663.17 ft, Outlet Elevation (invert): 4663.00 ft Culvert Length: 44.30 ft, Culvert Slope: 0.0038 ******************************************************************************** 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: 4663.17 ft Outlet Station: 44.30 ft Outlet Elevation: 4663.00 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: Thin Edge Projecting Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: Red Wing Drive) Flow (cfs)Water Surface Elev (ft)Depth (ft) 126.00 4670.36 7.36 173.40 4670.36 7.36 220.80 4670.36 7.36 268.20 4670.36 7.36 315.60 4670.36 7.36 363.00 4670.36 7.36 410.40 4670.36 7.36 457.80 4670.36 7.36 505.20 4670.36 7.36 517.00 4670.36 7.36 600.00 4670.36 7.36 Tailwater Channel Data - Red Wing Drive Tailwater Channel Option: Enter Constant Tailwater Elevation Constant Tailwater Elevation: 4670.36 ft Roadway Data for Crossing: Red Wing Drive Roadway Profile Shape: Irregular Roadway Shape (coordinates) Coefficient of Discharge: 2.6800 Roadway Top Width: 10.00 ft Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 126 cfs Design Flow: 517 cfs Maximum Flow: 600 cfs Table 4 - Summary of Culvert Flows at Crossing: Railroad Headwater Elevation (ft) Total Discharge (cfs)Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 4669.43 126.00 14.05 113.11 10 4669.54 173.40 20.37 153.09 3 4669.67 220.80 26.00 194.69 5 4669.80 268.20 30.65 237.40 5 4669.93 315.60 34.43 280.73 4 4670.04 363.00 37.58 325.27 4 4670.15 410.40 40.24 370.10 4 4670.24 457.80 42.58 414.88 3 4670.34 505.20 44.72 460.29 3 4670.36 517.00 45.23 471.73 3 4670.52 600.00 48.47 551.50 3 4668.00 -302.12 -302.12 0.00 Overtopping Rating Curve Plot for Crossing: Railroad Table 5 - Culvert Summary Table: Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 126.00 14.05 4669.43 1.640 8.359 4-FFf 0.769 1.191 3.000 9.430 1.987 0.000 173.40 20.37 4669.54 2.042 8.469 4-FFf 0.931 1.449 3.000 9.430 2.882 0.000 220.80 26.00 4669.67 2.350 8.601 4-FFf 1.059 1.641 3.000 9.430 3.679 0.000 268.20 30.65 4669.80 2.587 8.734 4-FFf 1.157 1.789 3.000 9.430 4.336 0.000 315.60 34.43 4669.93 2.777 8.858 4-FFf 1.234 1.903 3.000 9.430 4.871 0.000 363.00 37.58 4670.04 2.937 8.972 4-FFf 1.296 1.990 3.000 9.430 5.316 0.000 410.40 40.24 4670.15 3.076 9.076 4-FFf 1.347 2.063 3.000 9.430 5.693 0.000 457.80 42.58 4670.24 3.202 9.174 4-FFf 1.391 2.123 3.000 9.430 6.024 0.000 505.20 44.72 4670.34 3.321 9.269 4-FFf 1.431 2.176 3.000 9.430 6.327 0.000 517.00 45.23 4670.36 3.350 9.292 4-FFf 1.441 2.188 3.000 9.430 6.399 0.000 600.00 48.47 4670.52 3.541 9.445 4-FFf 1.501 2.264 3.000 9.430 6.857 0.000 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 4661.07 ft, Outlet Elevation (invert): 4659.94 ft Culvert Length: 69.01 ft, Culvert Slope: 0.0164 ******************************************************************************** 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: 4661.07 ft Outlet Station: 69.00 ft Outlet Elevation: 4659.94 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Grooved End Projecting Inlet Depression: None Table 6 - Downstream Channel Rating Curve (Crossing: Railroad) Flow (cfs)Water Surface Elev (ft)Depth (ft) 126.00 4669.33 9.43 173.40 4669.33 9.43 220.80 4669.33 9.43 268.20 4669.33 9.43 315.60 4669.33 9.43 363.00 4669.33 9.43 410.40 4669.33 9.43 457.80 4669.33 9.43 505.20 4669.33 9.43 517.00 4669.33 9.43 600.00 4669.33 9.43 Tailwater Channel Data - Railroad Tailwater Channel Option: Enter Constant Tailwater Elevation Constant Tailwater Elevation: 4669.33 ft Roadway Data for Crossing: Railroad Roadway Profile Shape: Irregular Roadway Shape (coordinates) Coefficient of Discharge: 2.6400 Roadway Top Width: 15.00 ft Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 126 cfs Design Flow: 517 cfs Maximum Flow: 550 cfs Table 7 - Summary of Culvert Flows at Crossing: Frontage Road Headwater Elevation (ft) Total Discharge (cfs)Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 4667.68 126.00 105.62 20.22 16 4668.04 168.40 108.10 60.23 6 4668.27 210.80 109.59 101.10 5 4668.46 253.20 110.86 142.23 5 4668.63 295.60 111.98 183.49 5 4668.79 338.00 113.00 224.88 5 4668.94 380.40 113.93 266.38 5 4669.07 422.80 114.78 307.82 4 4669.19 465.20 115.54 349.61 4 4669.30 507.60 116.23 391.16 3 4669.33 517.00 116.38 400.57 3 4667.00 100.59 100.59 0.00 Overtopping Rating Curve Plot for Crossing: Frontage Road Table 8 - Culvert Summary Table: Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 126.00 105.62 4667.68 9.189 7.985 7-M2c 3.000 2.917 2.917 1.967 15.059 5.877 168.40 108.10 4668.04 9.554 8.302 6-FFc 3.000 3.000 4661.490 2.256 15.293 6.341 210.80 109.59 4668.27 9.778 8.476 6-FFc 3.000 3.000 4661.490 2.505 15.504 6.723 253.20 110.86 4668.46 9.971 8.627 6-FFc 3.000 3.000 4661.490 2.726 15.684 7.049 295.60 111.98 4668.63 10.143 8.761 6-FFc 3.000 3.000 4661.490 2.925 15.842 7.336 338.00 113.00 4668.79 10.301 8.971 4-FFf 3.000 3.000 4661.490 3.108 15.986 7.593 380.40 113.93 4668.94 10.447 9.254 4-FFf 3.000 3.000 4661.490 3.277 16.118 7.826 422.80 114.78 4669.07 10.581 9.517 4-FFf 3.000 3.000 4661.490 3.435 16.238 8.040 465.20 115.54 4669.19 10.701 9.759 4-FFf 3.000 3.000 4661.490 3.584 16.345 8.238 507.60 116.23 4669.30 10.811 9.986 4-FFf 3.000 3.000 4661.490 3.725 16.443 8.424 517.00 116.38 4669.33 10.835 10.035 4-FFf 3.000 3.000 4661.490 3.755 16.464 8.463 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 4658.49 ft, Outlet Elevation (invert): 4657.52 ft Culvert Length: 86.01 ft, Culvert Slope: 0.0113 ******************************************************************************** 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: 4658.49 ft Outlet Station: 86.00 ft Outlet Elevation: 4657.52 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Grooved End Projecting Inlet Depression: None Table 9 - Downstream Channel Rating Curve (Crossing: Frontage Road) Flow (cfs)Water Surface Elev (ft) Depth (ft)Velocity (ft/s)Shear (psf)Froude Number 126.00 4659.47 1.97 5.88 2.33 0.92 168.40 4659.76 2.26 6.34 2.68 0.93 210.80 4660.01 2.51 6.72 2.97 0.95 253.20 4660.23 2.73 7.05 3.23 0.96 295.60 4660.43 2.93 7.34 3.47 0.97 338.00 4660.61 3.11 7.59 3.68 0.98 380.40 4660.78 3.28 7.83 3.89 0.98 422.80 4660.94 3.44 8.04 4.07 0.99 465.20 4661.08 3.58 8.24 4.25 0.99 507.60 4661.23 3.73 8.42 4.42 1.00 517.00 4661.26 3.76 8.46 4.45 1.00 Tailwater Channel Data - Frontage Road Tailwater Channel Option: Trapezoidal Channel Bottom Width: 5.00 ft Side Slope (H:V): 3.00 (_:1) Channel Slope: 0.0190 Channel Manning's n: 0.0400 Channel Invert Elevation: 4657.50 ft Roadway Data for Crossing: Frontage Road Roadway Profile Shape: Irregular Roadway Shape (coordinates) Coefficient of Discharge: 2.6800 Roadway Top Width: 10.00 ft EG6AEG1DEG7CEG7HEG7BEG7GEG2DEG5QEG2AEG1BEGT1AEG5BEG7FEGT2ABC1AEG7KEG7LEG7SBC2FEG2CEG5PBC2EBC2AEG1FEG2EEG1AEG4BEG1CEG5GEG4ABC3BBC3ABC2BBC2CEG3AEG1GEG4CEG6BEG1EEG2BEG5EEGT1BFIGURE 2.3-3City of Bozeman RegionalDrainage NetworkPrayBozemanBelgradeManhattanLivingstonGallatin GatewayLegendCatchmentsBozeman CreekEast Gallatin RiverStreamlinesCity LimitsRegional Drainage BasinsBozeman Creek Basin East Gallatin River BasinPark Co.Gallatin Co.Madison Co.E a s t Gallatin RiverBozeman C reekBozeman Area Watershed012340.5Miles²