California_Creek_Preliminary_Bridge_TS&L_Report.pdf

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

610 east Fifth Street Vancouver Washington, 98661

PRELIMINARY BRIDGE TSL HYDRAULICS REPORT

To: Keith Wong, Project Manager WFLHD From: James Neighorn, Hydraulics Engineer WFLHD Date: June 30, 2017 Project: MT DOT 569(3) – North of Moose Creek North

Project Description

The Montana Department of Transportation is constructing improvements to approximately 3 miles of the Mill Creek Road located in Deer Lodge County, Montana. The Montana Department of Transportation will maintain the road and drainage structures. Western Federal Lands Highway Division (WFLHD) is designing the road improvements. The road improvements include improving the driving surface, widening the roadway, and improving horizontal and vertical curves. In addition, the existing bridge at California Creek will be replaced with a new wider bridge. This report presents recommendations for establishing road alignment and profile, waterway grading, and bank stabilization at the bridge location.

Recommendations

Bridge Low Chord A minimum bridge low chord elevation of 6257.0 (NAVD88 GEOID 99) is recommended for providing clearance for the 50-year return interval design flood and passing expected woody debris.

The minimum low chord elevation provides 3.0 feet of clearance above the predicted 50-year water surface elevation of 6254.0. This will provide clearance for some debris and allow for potential increases in water levels due to beaver activity.

Alignment and Geometry The new bridge will need to be constructed along the same alignment as the existing bridge to maintain the straight tangent segment of roadway. A temporary bypass road and creek crossing will be needed. Construct the bypass on the west side (downstream) of the road to avoid increased impacts to wetlands and beaver ponds. Skew the bridge abutments to more closely match the stream alignment. The hydraulic capacity of the new bridge assumes a single span bridge with a 32 foot channel bottom width and spill-through abutment opening design with 2.0(h):1(v) side-slopes.

Transition the new channel banks to blend into the existing banks within 50 feet upstream and downstream of the new bridge. Remove the existing bridge abutments and piers so that they no longer impede flow, promote debris collection, or aggravate scour.

Raising the low chord of the proposed bridge will require raising the road grade. The roadway embankment slopes will need to be steepened to 2(h):1(v) slopes to reduce impacts the creek and

To: Keith Wong, Project Manager WFLHD 2 6/30/2017 adjacent wetlands. A retaining wall will also need to be constructed along the approach embankment southeast of the bridge to avoid filling into the creek.

Construct bridge rails or curbs to direct roadway runoff away from the creek. Extent curbs beyond the end of the bridges to discharge runoff onto riprap splash pads that drain into vegetated upland areas or vegetated ditches

See the attached bridge plan and profile drawings attached to this report.

Scour The cobble and gravel streambed appears to be vertically stable and degradation is not expected to occur at the bridge site. The flat stream gradient and extensive beaver activity reduces the potential for degradation while increasing aggradation potential.

Based on geotechnical investigations, the material at the surface of the stream channel is 60 percent cobbles, 35 percent gravel with sand, and 5 percent small boulders. Approximately 4 feet below the channel bottom the material becomes silty sandy with weathered very week sandstone. By providing a bridge that spans the full channel width, no scour due to contraction of flow is predicted. Abutment scour is the primary scour mode. The combined long term degradation and abutment scour results in 100-year scour design flood and 500-year scour check flood elevations of 6247.4 and 6246.9.

Design abutment foundation systems to an ultimate scour elevation of 6247.4 feet. Protect the bridge abutment and road approaches by installing riprap on the abutment side-slopes. Set the revetment crest elevation, providing a minimum 2.0 foot of clearance, above the 50-year flow level at elevation

6256.0 feet. Extend the riprap toe, a minimum of 2.0 feet below the channel bottom, to an elevation of 6249.0 feet. Grade the riprap at 2(h):1(v) slope. Use Class 2 riprap, placed in a minimum 2.0 feet thick layer. Place the riprap on geotextile underlayment. Place streambed material conserved from the excavation over the riprap within the waterway to re-establish a natural channel bottom.

Stream Impacts Increasing the bridge length, raising the bridge, and removing the existing piers from within the waterway will reduce restriction of the stream, encourage natural sediment and debris transport, meet stream simulation guidelines, and avoid impacts on the channel morphology. Steepening of the roadway approach embankment grades, construction of a retaining wall, and constructing the temporary detour road north of the bridge will help minimize impacts to the creek and adjacent wetlands.

Following best management practices for stormwater quality, runoff from the bridge will need to be collected along curbs and directed on to vegetated embankments or into upland areas. Direct discharges to the river using bridge scuppers or drains will not be allowed.

To: Keith Wong, Project Manager WFLHD 3

Flooding Impacts The proposed bridge will not significantly impact flood levels upstream or downstream. There are no private residences or structures within the vicinity of the bridge.

Construction Perform in-water work during low flow conditions. Abutment construction will require diverting the stream flow and installing diversion barriers. Flow diversion structures used during low flow periods from August 1st through March 30th are to have a minimum flow capacity of 50 ft3/sec.

Flow diversion structures used April 1 through July 30 are to have a minimum flow capacity of 100 ft3/sec. The contractor should submit diversion plans and HY-8-based calculations showing proposed diversion systems have the required capacity to pass expected flows. Diversion barriers must have a minimum height of 2.5 feet above the stream bottom and be stable assuming 2 feet per second parallel flow and 2.0 feet maximum water depth. Culverts used for flow diversion are to have a minimum slope of 2 percent. Discharge culverts onto naturally armored stream bed or install energy dissipation as needed for controlling erosion. Height of upstream barriers must be adequate for effectively forcing diverted stream water through the diversion structure. Prevent overtopping of upstream barrier for all stream flows less than or equal to the diversion design flow.

The roadway will need to remain open during construction. Therefore, a temporary bypass road and creek crossing will be needed. Construct the temporary bypass road on the west side (downstream) of the road to avoid increased impacts to wetlands and beaver ponds. The temporary bridges or culverts placed under the bypass road at the creek crossing must have a minimum capacity of 217 ft3/sec.

Flow diversion barrier material, installation, maintenance, and removal activities must comply with environmental permit requirements and prevent fish from entering the work area. Terminate the diversion structure outside of the stream in the overbank areas as necessary to prevent water flowing around the structure ends. Before closing the structure, remove fish from the work area to the level specified in the environmental permits.

Montana Fish, Wildlife and Park (FWP) and U.S. Environmental Protection Agency (US EPA) will restrict the release of turbidity from the work area into the stream. The agencies require turbidity control and monitoring, and should be contacted for specific requirements and allowable discharge limits. The agencies will likely require pumping the turbid water from the work areas before flow barriers are removed. Pumping will need to continue until the turbidity discharge limitations can be met. The work area water should be discharged at an upland settlement area. Flow barriers and erosion controls may be needed at the settlement area.

Site Morphology

California Creek Bridge is located at station 386+15. The bridge is a two lane wood truss structure.

The bridge is approximately 60 feet long and 24 feet wide. The bridge is a three span structure with two sets of wood piers (12-inch diameter) spaced 20 feet apart. The bridge is in good condition with

To: Keith Wong, Project Manager WFLHD 4 no structural or scour problems evident. The bridge piers are located within the active channel width.

This has caused some obstruction of flows and deposition of sediment upstream of the piers. Wood curbs along the bridge contain scuppers which allow stormwater runoff and sediment from the highway to discharge directly into California Creek.

Stream channel and bank conditions below the bridge appear to be moderately stable with dense vegetation growing along both banks. There is extensive beaver activity immediately upstream of the bridge which has caused the creek to migrate and avulse over a 300 foot wide flood plain. Stable well vegetated floodplain banks limits channel migration. Beaver activity was not observed immediately downstream. However, there is potential for beavers to create dams downstream which could raise water levels up to 1 or 2 feet at the bridge. Due to the extensive ponding, measuring an active channel width upstream of the bridge was not possible. The natural active channel width downstream of the bridge varies between 17 and 20 feet, with an ordinary high water depth of 1.5 feet. The stream gradient upstream and downstream is approximately 1.5%.

The debris flow potential for this drainage is low. Larger wood debris from forested areas in the upper portion of the drainage basin is generally not transported to the bridge due to the beaver ponds.

Breaching of beaver dams may still send smaller debris piles, consisting of 2-ingh to 6-inch diameter pieces of debris, through the bridge.

Hydrology

The streams within the project area are unregulated and un-gaged. Therefore, peak discharges were estimated using basin characteristics, climactic characteristics, and active-channel width based regression equations (U.S.G.S Report 03-4308, 2008) developed by the U.S.G.S. for estimating magnitude and frequency of flows for in the Montana Southwest region. The individual peak discharges were weighted and combined to provide overall peak discharge values.

The tributary drainage area, basin characteristics, and climactic characteristics were estimated using USGS StreamStats program. The tributary area is 14.6 square miles with elevations above 6,000 feet (NAD83). Detailed StreamStats results are attached to this report. The resulting peak discharges for are listed in Table 2.

Floodplain and Floodway Limitations

Executive Order 11988, Floodplain Management, establishes federal policies for protecting floodplains and floodways. The intention of the associated regulations is to avoid, to the extent practical, adverse impacts to floodplains; minimize the impact of floods to human safety, health, and welfare; and avoid supporting land use development that is incompatible with the natural and beneficial floodplain values. When avoidance is not possible, the policies require appropriate consideration of methods to minimize adverse impacts.

Flood limits and elevations have not been mapped by the National Flood Insurance Program for the streams within the project corridor. The proposed re-alignment of the road and widening should be

To: Keith Wong, Project Manager WFLHD 5 designed to avoid placement of fill within active stream channels and floodplains. The Federal Emergency Management Agency (FEMA) does allow for encroachments into these floodplains, but requires that they produce less than one foot rise in the water surface elevation within the 100-year floodplain. Where it is necessary to shift or widen the roadway toward an active stream, a site analysis of flood impacts will need to be performed to ensure that the maximum allowable flood-rise is not exceeded. If a flood-rise results from the proposed improvements, further site investigation may need to be conducted to determine impacts upstream.

Scour Analysis A HEC-18 based scour analysis was performed for both sites using HEC-RAS. A geotechnical study conducted for the sites determined that bedrock will not be encountered within the maximum expected scour depth. The surface streambed material is predominantly cobbles and gravel with small boulders. Particle size data was obtained by streambed pebble count and digital images taken near each proposed bridge crossing. Digital images where analyzed using Hydraulics Toolbox 4.2 software developed by FHWA to produce gradation information. The following particle sizes were used for scour analysis:

D50 = 2.7 inches (70 mm)

Assumptions used in the scour analysis include:

• Particle sizes used in the analysis assume gravel, cobbles, and boulders found within the channel will be transported from upstream to continue providing surface armoring and limit effects of scour.

Scour calculations and analysis results are included in Appendix E.

cc: Sven Leon, WFLHD Senior Hydraulics Engineer

Attachments: Appendix A - Tables Appendix B - Figures Appendix C - Photos Appendix D - Drawings Appendix E – Calculations

[This page intentionally left blank.]

Hydraulic TS&L Report

Appendix A – Tables

Table 1.

Peak Discharge Estimates (ft3/sec)

Table 2.

Proposed Bridge

Recurrence Interval

2-year 10-year 25-year 50-year 100-year 500-year

Water Surface Elevation (ft) 6253.1 6253.7 6253.9 6254.0 6254.2 6254.6

Clearance (ft) 3.9 3.3 3.1 3.0 2.8 2.4

Flow Velocity (ft/sec) 1.2 2 2.3 2.4 2.6 3.0

Site Drainage

Area

(sq. mi.)

Recurrence Interval

2-year 10-year 25-year 50-year 100-year 500-year

California Creek Bridge

14.6 93 217 278 322 369 487

Table 3.

Flow Conditions at California Creek

Recurrence Interval

2-Year 10-Year 50-Year 100-Year 500-Year Upstream of Bridge

150 feet

Existing - Water Surface Elevation (feet)

6256.96 6257.38 6257.63 6257.62 6257.69

Proposed - Water Surface Elevation (feet)

6256.96 6257.38 6257.63 6257.71 6257.91

Existing - Average Flow Velocity (ft/sec)

2.51 3.69 4.42 5.11 6.36

Proposed - Average Flow Velocity (ft/sec)

2.51 3.69 4.42 4.76 5.38

Downstream of Bridge 190 feet

Existing - Water Surface Elevation (feet)

6250.92 6251.61 6252.03 6252.15 6252.38

Proposed - Water Surface Elevation (feet)

6250.92 6251.61 6252.03 6252.15 6252.38

Existing - Average Flow Velocity (ft/sec)

5.08 5.90 6.08 6.30 6.92

Proposed - Average Flow Velocity (ft/sec)

5.08 5.90 6.08 6.30 6.92

Appendix B – Figures

California Creek Basin Map

Appendix C – Photos

California Creek bridge looking north

Man-made habitat structure upstream of bridge

California Creek looking at upstream side of bridge

Below California Creek bridge looking downstream

Beaver pond upstream of bridge

California Creek flowing along northeast approach embankment

Erosion control structures along the northeast embankment

Typical bankfull width downstream of California Creek bridge

Appendix D – Drawings

Appendix E – Calculations

To: By: James Neighorn, P.E.

Project: MT DOT 569(3) - North of Moose Creek North WFLHD Hydraulics Engineer

Bridge: Date:

BRIDGE STRUCTURE SUMMARY

Low Chord Elevation 6257.0 feet (Project Datum)

Minimum Design Freeboard 3.0 feet above the 50-year flood (Needed for woody debris passage.

Stream Bottom Elevation 6251.4 feet and extensive beaver activity.)

Clearance to Stream Bot. 5.6 feet

Waterway Width 32 feet

Skew 50 degrees relative to stream

Bridge/Stream CL Sta 386+14.61 Bridge Start 385+74.61 Bridge End 386+54.61

Abutment Type Spill-through, clear span, no piers.

HYDRAULIC & HYDROLOGIC SUMMARY

Flood Frequency Yr 2 10 25 50 100 500

Exceedance Probability % 50 10 4 2 1 0.2

Discharge cfs 93 217 278 322 369 487

Modeled Water Surface Elevation *** Elev 6253.1 6253.7 6253.9 6254.0 6254.2 6254.6

Elevation Datum Conversion Ft 0.0 0.0 0.0 0.0 0.0 0.0

Project Water Surface Elevation Elev 6253.1 6253.7 6253.9 6254.0 6254.2 6254.6

Clearance above WS Ft 3.9 3.3 3.1 3.0 2.8 2.4

Existing Water Surface Elevation *** Elev 6254.2 6255.3 6255.6 6255.8 6256.0 6256.3

Predicted Flood Rise Ft -1.1 -1.6 -1.7 -1.8 -1.8 -1.7

Design Flow Velocity Ft/sec 1.2 2 2.3 2.4 2.6 3.0

Scour Base Elevation (Channel Thalweg) Elev 6251.4 6251.4

Contraction Scour Depth Ft 0.0 0.0

Stream Degradation Depth Ft 0.0 0.0

Left Abutment Scour Depth Ft 4.1 4.5

Right Abutment Scour Depth Ft 4.1 4.5

Total Left Abutment Scour Elevation Elev* 6247.4 6246.9

Total Right Abutment Scour Elevation Elev 6247.4 6246.9

Pier Scour Depth Ft NA NA

Total Pier Scour Elevation Elev* NA NA

Streambed material grain size (inches) D100 11.8 D50 2.7 D15 1.2

Scour Design Basis

Project Elevation Datum

RECOMMENDED SCOUR COUNTERMEASURES

Type

Top Elevation 6266.0 Slope (H:V) 2:1

Bottom Elevation 6249.0 Toe Width (Ft) 4

Thick (Ft) 2 min Toe Thickness (Ft) 2

Riprap Design Basis

BRIDGE HYDRAULICS & SCOUR ANALYSIS SUMMARY

Keith Wong, WFLHD Project Manager

6/27/2017California Creek

NAVD88 GEOID99

HEC 18

Riprap, Class 2

HEC-23

California Creek Bridge Hydraulics Summary.xls

California Creek

FOUNDATION SUMMARY

GEOTECHNICAL SUMMARY

STREAM PLAN & PROFILE STABILITY

The active channel width is 20 feet. OHW is approximately 1.5 feet. Stream gradient is 1.5 percent upstream and downstream. There is extensive beaver activity upstream which has caused the creek to migrate and avulse over a 300 foot wide flood plain. No beaver activity was observed immediately downstream. However, there is potential for beavers to create dams downstream of the bridge. This can potenially increasing water levels up to 1 to 2 foot at the bridge.

Large woody debris recruitment and transports potential is low. Debris flow potential is low. Banks are heavily vegetated and moderately stable. The stable floodplain banks limit channel migration. The cobble and gravel bed appears to be stable with a moderate to low potential for degradation.

Based on geotechnical investigations, the material at the surface of the stream channel is 60 percent cobbles, 35 percent gravel with sand, and 5 percent small boulders. Approximately 4 feet below the channel bottom the material becomes silty sandy with weathered very week sandstone. .

To be completed.

California Creek Bridge Hydraulics Summary.xls

Basin Characteristics Ungaged Site Report

Date: Tues Sept 6, 2016 3:46:02 PM GMT-7 Study Area: Montana NAD 1983 Latitude: 45.9805 ( 45 58 50) NAD 1983 Longitude: -113.0152 (-113 00 55)

Label Value Units Definition

CONTDA 14.6 square miles Area that contributes flow to a point on a stream (total drainage area minus non-contributing areas within basin)

ELEV 6950 feet Mean Basin Elevation ELEVMAX 8890 feet Maximum basin elevation MINBELEV 6260 feet Minimum basin elevation RELIEF 2640 feet Maximum - minimum elevation EL6000 100 percent Percent of area above 6000 ft BSLDEM30M 17.6 percent Mean basin slope computed from 30 m DEM SLOP30_30M 12 percent Percent area with slopes greater than 30 percent from 30-meter DEM.

NFSL30_30M 5 percent Percent area with north-facing slopes greater than 30 percent from 30-meter DEM.

SLOP50_30M 1 percent Percent area with slopes greater than 50 percent from 30-meter DEM.

PRECIP 22.6 inches Mean Annual Precipitation FOREST 62 percent Percentage of area covered by forest

Accessibility FOIA Privacy Policies and Notices U.S. Department of the Interior | U.S. Geological Survey URL: http://streamstatsags.cr.usgs.gov/v3_beta/BCreport.htm Page Contact Information: StreamStats Help Streamstats Status News Page Last Modified: 01/26/2016 08:44:09 (Web2)

StreamStats Basin Characteristics Report http://streamstatsags.cr.usgs.gov/v3_beta/BCreport.htm?rcode=MT&wo...

1 of 1 9/6/2016 3:46 PM

Estimate Flood Discharges at Ungaged Sites in Montana -- (continued)

Summary of Estimation Parameters Selected:

Name for this estimation: California Creek Bridge

Region: Southwest

Estimation method:

Weighted estimate based on Basin and Climatic Characteristics and Active-channel width

Drainage area in square miles: 14.6

Percent basin above 6,000 feet: 100

Width of active channel in feet: 16

Flood Discharge Estimation:

(In the Flood Discharge table, RI is the Recurrence Interval, in years; STD ERR is the Standard Error; and 90% PRED. INTERVAL is the 90% Prediction Interval, in cubic feet per second)

METHOD: Regression on basin characteristics Flood frequency estimates for California Creek Bridge Southwest Region: A = 14.60 E6 = 100.

RI DISCHARGE STD ERR OF 90% PRED. INTERVAL

(cfs) PREDICTION(%) 2 50. 92.2 13.5 189.

5 91. 77.0 28.8 285.

10 121. 73.7 40.1 367.

25 165. 73.2 55.0 497.

50 202. 74.8 65.9 619.

100 242. 77.4 76.7 766.

200 287. 80.7 87.2 942.

500 350. 86.4 100.0 1230.

METHOD: Regression on active channel width Flood frequency estimates for California Creek Bridge Southwest Region: WAC = 16.00

RI DISCHARGE STD ERR OF 90% PRED. INTERVAL

Montana Flood-Frequency and Basin-Characteristic Data http://wy-mt.water.usgs.gov/freq?page_type=gen_stats_4&estimate_nm...

1 of 2 9/6/2016 4:21 PM

(cfs) PREDICTION(%) 2 123. 59.8 49.0 311.

5 233. 56.4 96.7 559.

10 322. 61.8 124.6 834.

25 456. 72.0 155.1 1340.

50 571. 80.6 175.2 1860.

100 700. 89.5 194.3 2520.

200 843. 98.9 212.1 3350.

500 1060. 112.4 233.2 4770.

METHOD: Combined methods 1 and 2 Flood frequency estimates for California Creek Bridge Region 8

RI DISCHARGE STD ERR OF 90% PRED. INTERVAL

(cfs) PREDICTION(%) 2 93. 49.7 42.2 205.

5 167. 47.1 79.0 355.

10 217. 51.1 96.8 488.

25 278. 57.7 112.9 683.

50 322. 62.8 122.3 849.

100 369. 67.9 131.0 1040.

200 418. 73.1 139.1 1250.

500 487. 80.4 148.8 1600.

Montana Flood-Frequency and Basin-Characteristic Data Retrieved on: 2016.09.06 19:19:06 Department of the Interior, U.S. Geological Survey Privacy Statement || Disclaimer || Accessibility || FOIA

0.036

Montana Flood-Frequency and Basin-Characteristic Data http://wy-mt.water.usgs.gov/freq?page_type=gen_stats_4&estimate_nm...

2 of 2 9/6/2016 4:21 PM

CaliforniaCreekFi.rep

HEC-RAS HEC-RAS 5.0.3 September 2016 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California

X X XXXXXX XXXX XXXX XX XXXX

X X X X X X X X X X X X X X X X X X X

XXXXXXX XXXX X XXX XXXX XXXXXX XXXX

X X X X X X X X X X X X X X X X X X X

X X XXXXXX XXXX X X X X XXXXX

PROJECT DATA

Project Title: California Creek Final Project File : CaliforniaCreekFi.prj Run Date and Time: 6/28/2017 9:02:50 AM

Project in English units

PLAN DATA

Plan Title: Existing Plan File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.p05

Geometry Title: Existing Bridge Geometry File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.g03

Flow Title : California Creek Flow File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.f01

Plan Summary Information:

Number of: Cross Sections = 9 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 1 Lateral Structures = 0

Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001

Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: California Creek Flow File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.f01

Flow Data (cfs)

* River Reach RS * 2yr 10yr 25yr 50yr 100yr 500yr *

* hy1 EXCR 957.268 * 93 217 278 322 369 487 *

Boundary Conditions

* River Reach Profile * Upstream Downstream *

* hy1 EXCR 2yr * Normal S = 0.0125 *

* hy1 EXCR 10yr * Normal S = 0.0125 *

* hy1 EXCR 25yr * Normal S = 0.0125 *

* hy1 EXCR 50yr * Normal S = 0.0125 *

* hy1 EXCR 100yr * Normal S = 0.0125 *

GEOMETRY DATA

Geometry Title: Existing Bridge Geometry File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.g03

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 957.268

INPUT

Description:

Station Elevation Data num= 51 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6266.84 1.33 6266.68 12.68 6266.41 39.07 6262.05 73.7 6261.45

78.27 6261.19 89.29 6260.98 104.44 6261.14 122.95 6261.41 124.92 6261.34

136.94 6261.16 150.53 6260.96 163.88 6260.91 177.89 6260.62 193.58 6260.44

215.04 6260.62 235.16 6261.31 243.27 6261.66 268.86 6260.87 274.13 6260.87

283.28 6260.86 293.58 6261.48 303.7 6260.27 323.67 6260.7 326.16 6260.77

332.08 6260.44 346.14 6259.99 350.29 6259.73 351.42 6259.79 352.27 6259.7

355.2 6259.11 356.41 6259.1 360.46 6258.69 361.25 6258.72 364.5 6258.45

364.97 6258.52 366.67 6258.45 370.48 6258.67 371.41 6258.93 372.97 6259.25

374.56 6259.28 377.54 6260.55 384.67 6263.3 386.03 6263.49 395.34 6263.95

398.89 6264.26 403.68 6264.51 416.28 6265.37 427.67 6266.15 431.59 6266.58

435.55 6267.01

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 346.14 .055 377.54 .065

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

346.14 377.54 199 199 199 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 758.500

INPUT

Description:

Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6264.98 2.53 6264.54 28.43 6261.27 39.53 6260.63 60.07 6259.48

74.16 6259.44 83.83 6259.46 99.45 6259.79 122.2 6259.63 129.43 6259.27

137.68 6258.93 150.13 6259.16 187.04 6259.49 196.74 6259.53 216.51 6259.26

224.24 6259.16 229.95 6259.09 242.86 6259.04 253.82 6258.91 264.12 6258.86

267.21 6258.66 277.44 6257.96 281.43 6256.88 283.67 6256.28 294.9 6255.17

308.27 6257.55 308.7 6257.57 310.92 6257.94 312.66 6258.3 313.91 6258.99

317.07 6260.41 320.81 6262.3 323.11 6263.23 323.47 6263.29 326.48 6263.86

327.59 6263.89 336.81 6264.16

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 277.44 .055 310.92 .065

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

277.44 310.92 101 101 101 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 657.219

INPUT

Description:

Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6264.94 29.27 6261.71 42.35 6258.9 52.66 6258.43 71.01 6258.27

85.96 6258.49 104.92 6258.07 119.07 6258.1 141.33 6258.23 146.62 6258.21

155.04 6257.81 163.6 6257.49 170.59 6257.05 171.18 6257 173.67 6256.99

176.07 6257.07 189.86 6257.46 190.29 6257.34 190.85 6256.64 195.17 6255.58

202.1 6254.46 204.2 6254.2 206.81 6254.47 208.86 6254.66 214.37 6255.61

217.46 6255.48 220.15 6255.75 221 6255.76 239.97 6257.19 241.51 6257.55

248.85 6259.8 252.47 6260.84 253.62 6261.3 253.96 6261.36 256.25 6261.76

264.96 6261.98

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 190.85 .055 239.97 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

190.85 239.97 64 64 64 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 250 6256

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 593.191

INPUT

Description:

Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6263.49 30.4 6261.03 67.9 6257.25 73.61 6257.17 82.72 6256.82

96.11 6256.27 98.02 6255.48 100.23 6254.94 115.18 6254.61 119.12 6254.01

120.2 6253.95 121.73 6254.17 127.53 6254.93 136.29 6256.37 141.38 6255.65

150.21 6253.7 151.38 6253.61 153.75 6253.52 159.58 6253.47 159.96 6253.51

164.57 6253.99 172.99 6254.8 173.7 6254.88 178.77 6255.37 188.07 6255.44

190.64 6255.52 203.38 6255.96 205.39 6256.28 206.06 6256.58 209.36 6256.67

210.77 6256.79 220.98 6257.22 226.75 6257.75 230.87 6259.2 234.85 6260.5

236.11 6260.98 237.72 6261.25 238.86 6261.45 245.03 6261.63 250.97 6261.81

251.16 6261.81

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 98.02 .055 178.77 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

98.02 178.77 52 52 52 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 200 6255

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 540.868

INPUT

Description:

Station Elevation Data num= 52 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6260.12 19.15 6257.42 20.03 6257.36 31.06 6256.49 42.291 6256.28

49.86 6256.17 59.321 6256.14 77.159 6256.3 85.619 6255.89 113.14 6255.85

115.321 6255.1 117.65 6254.4 118.07 6254.32 126.699 6252.49 132.201 6252.57

132.481 6252.41 133.94 6252.6 138.01 6254.36 142.36 6254.69 147.02 6254.74

155.67 6255.21 156.74 6255.34 157.29 6255.32 157.63 6255.18 160.58 6253.69

163.64 6251.8 164.969 6251.29 167.74 6251.94 170.53 6252.48 172.39 6253.18

174.33 6253.29 180.86 6254.28 183.141 6254.35 194.84 6254.83 200.89 6255.14

204.929 6255.08 206.39 6255.17 212.411 6255.07 216.16 6255.46 218.82 6255.84

221.22 6256.49 228.75 6257.65 240.91 6257.74 241.84 6257.74 249.17 6258.6

254.03 6259.04 257.35 6259.86 260.13 6260.79 262.53 6261.19 262.84 6261.24

264.54 6261.29 274.65 6261.61

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 117.65 .055 183.141 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

117.65 183.141 70 70 70 .1 .3

BRIDGE

RIVER: hy1

REACH: EXCR RS: 505

INPUT

Description:

Distance from Upstream XS = 17.45 Deck/Roadway Width = 26 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 6260 0 154.5 6260.8 0 154.5 6260.8 6257.41

208.599 6261.5 6257.83 208.599 6261.5 0 274 6262 0

Upstream Bridge Cross Section Data Station Elevation Data num= 52 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6260.12 19.15 6257.42 20.03 6257.36 31.06 6256.49 42.291 6256.28

49.86 6256.17 59.321 6256.14 77.159 6256.3 85.619 6255.89 113.14 6255.85

115.321 6255.1 117.65 6254.4 118.07 6254.32 126.699 6252.49 132.201 6252.57

132.481 6252.41 133.94 6252.6 138.01 6254.36 142.36 6254.69 147.02 6254.74

155.67 6255.21 156.74 6255.34 157.29 6255.32 157.63 6255.18 160.58 6253.69

163.64 6251.8 164.969 6251.29 167.74 6251.94 170.53 6252.48 172.39 6253.18

174.33 6253.29 180.86 6254.28 183.141 6254.35 194.84 6254.83 200.89 6255.14

204.929 6255.08 206.39 6255.17 212.411 6255.07 216.16 6255.46 218.82 6255.84

221.22 6256.49 228.75 6257.65 240.91 6257.74 241.84 6257.74 249.17 6258.6

254.03 6259.04 257.35 6259.86 260.13 6260.79 262.53 6261.19 262.84 6261.24

264.54 6261.29 274.65 6261.61

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 117.65 .055 183.141 .055

Bank Sta: Left Right Coeff Contr. Expan.

117.65 183.141 .1 .3

Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 6260 0 75.4 6260.8 0 75.4 6260.8 6257.11

131.899 6261.5 6257.61 131.899 6261.5 0 381 6262 0

Downstream Bridge Cross Section Data Station Elevation Data num= 61 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6259.98 5.19 6259.89 16.949 6259.73 21.77 6258.95 22.34 6258.91

22.49 6259.16 24.34 6258.57 26.401 6257.66 39.92 6253.85 41.41 6253.7

41.871 6253.06 45.35 6253.71 47.88 6253.47 50.989 6253.25 58.481 6253.2

78.54 6252.83 80.92 6252.84 85.899 6253.02 86.319 6252.67 88.08 6251.68

91.61 6251.36 93.43 6251.13 95.86 6251.67 96.39 6251.77 97.171 6252.88

97.7 6252.99 98.08 6253.02 106.91 6252.76 109.79 6252.69 110.49 6252.65

113.351 6252.23 115.91 6251.82 120.12 6251.03 126.139 6252.03 126.721 6252.14

130.079 6253.87 133.481 6253.8 152.69 6253.88 156.411 6253.99 159.33 6254.08

181.019 6256.49 186.779 6256.29 202.21 6255.7 208.39 6255.87 222.05 6256.72

228.36 6256.74 246.62 6256.98 283.579 6257.19 289.31 6257.3 296.86 6257.55

303.79 6257.95 315.74 6258.72 320.25 6259.25 327.54 6260.29 333.52 6261.18

335.05 6261.59 336.12 6261.26 363.811 6261.03 377.601 6261.96 380.52 6262.89

381.939 6263.24

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 85.899 .035 126.721 .085

Bank Sta: Left Right Coeff Contr. Expan.

85.899 126.721 .1 .3

Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested

Number of Piers = 2

Pier Data Pier Station Upstream= 171.5 Downstream= 94.23 Upstream num= 2 Width Elev Width Elev 1 0 1 6258 Downstream num= 2 Width Elev Width Elev 1 0 1 6258

Pier Data Pier Station Upstream= 190.1 Downstream= 112.8 Upstream num= 2 Width Elev Width Elev 1 0 1 6258 Downstream num= 2 Width Elev Width Elev 1 0 1 6258

Number of Bridge Coefficient Sets = 1

Low Flow Methods and Data Energy Selected Low Flow Methods = Highest Energy Answer

High Flow Method Energy Only

Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 471.164

INPUT

Description:

Station Elevation Data num= 61 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6259.98 5.19 6259.89 16.949 6259.73 21.77 6258.95 22.34 6258.91

22.49 6259.16 24.34 6258.57 26.401 6257.66 39.92 6253.85 41.41 6253.7

41.871 6253.06 45.35 6253.71 47.88 6253.47 50.989 6253.25 58.481 6253.2

78.54 6252.83 80.92 6252.84 85.899 6253.02 86.319 6252.67 88.08 6251.68

91.61 6251.36 93.43 6251.13 95.86 6251.67 96.39 6251.77 97.171 6252.88

97.7 6252.99 98.08 6253.02 106.91 6252.76 109.79 6252.69 110.49 6252.65

113.351 6252.23 115.91 6251.82 120.12 6251.03 126.139 6252.03 126.721 6252.14

130.079 6253.87 133.481 6253.8 152.69 6253.88 156.411 6253.99 159.33 6254.08

181.019 6256.49 186.779 6256.29 202.21 6255.7 208.39 6255.87 222.05 6256.72

228.36 6256.74 246.62 6256.98 283.579 6257.19 289.31 6257.3 296.86 6257.55

303.79 6257.95 315.74 6258.72 320.25 6259.25 327.54 6260.29 333.52 6261.18

335.05 6261.59 336.12 6261.26 363.811 6261.03 377.601 6261.96 380.52 6262.89

381.939 6263.24

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 85.899 .035 126.721 .085

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

85.899 126.721 60 60 60 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 411.516

INPUT

Description:

Station Elevation Data num= 55 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

0 6260.21 3.29 6260.13 12.42 6260.01 14.98 6259.97 17.87 6259.94

20.24 6259.5 23.24 6259.3 28.18 6257.86 29.87 6257.39 35.22 6256.1

38.57 6254.63 43.03 6254.21 45.29 6251.46 49.78 6252.25 62.15 6254.12

82.38 6252.18 87.68 6251.68 88.12 6251.66 88.62 6251.69 97.2 6252.18

104.99 6252.96 105.74 6253 109.27 6252.29 109.81 6251.81 111.25 6251.21

112.42 6252.03 113.26 6251.72 113.81 6251.44 116.47 6250.33 116.82 6250.12

117.93 6249.78 117.95 6250.08 122.02 6250.14 123 6250.22 124.01 6250.45

126.45 6251.03 127.6 6251.18 129.67 6252.36 130.02 6252.54 137.29 6252.43

137.88 6252.47 141.39 6252.78 142.28 6252.68 142.73 6252.82 150.46 6256.11

151.29 6256.07 151.8 6256.07 155.95 6256 170.27 6256.19 183.72 6256.23

208.72 6257.09 232.31 6257.9 269.96 6260.31 291.95 6261.71 355.5 6264.76

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 109.27 .035 129.67 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

109.27 129.67 97 97 97 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 314.375

INPUT

Description:

Station Elevation Data num= 53 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6261.74 5.62 6261.6 12.15 6261.42 15.18 6261.35 16.23 6261.32

17.19 6261.03 18.29 6260.87 20.95 6260.23 24.77 6259.23 27.49 6258.39

35.91 6256.16 40.83 6254.79 41.51 6254.58 42.34 6253.72 64.94 6254.09

68.7 6254.08 81.76 6253.88 82.21 6253.84 85.27 6253.63 102.87 6252.29

103.34 6252.25 103.83 6252.24 118.05 6250.96 119.32 6250.99 123.95 6251.33

140.22 6251.86 151.66 6251.72 162.25 6251.56 162.68 6251.56 187.92 6251.5

188.74 6251.25 189.69 6250.59 190.06 6250.3 194.02 6249.54 194.36 6249.52

197.47 6249.8 198.02 6250.02 201.65 6249.89 206.55 6250.56 208.54 6250.28

209.9 6250.44 213.48 6251.11 216.25 6252.34 218.45 6253.23 236.36 6254.03

236.8 6254.04 267.05 6255.39 301.6 6256.54 307.71 6256.75 357.47 6259.08

363.86 6259.41 411.91 6261.92 445.44 6264.6

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 187.92 .035 213.48 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

187.92 213.48 92 92 92 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 222.692

INPUT

Description:

Station Elevation Data num= 44 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6261.87 .75 6261.86 8.55 6261.68 11.52 6261.61 12.46 6261.59

12.87 6261.4 13.24 6261.28 15.43 6260.47 15.8 6260.54 15.97 6260.36

20.16 6258.65 21.01 6258.26 33.42 6252.71 34.38 6250.98 59.31 6250.84

62.34 6250.68 67.16 6250.8 75.98 6251.26 77.79 6251.25 115.58 6251.09

116.78 6251.06 118.95 6250.74 123.78 6250.05 137.41 6251.09 138.33 6251.12

182.19 6249.6 182.93 6249.57 183.36 6249.58 192.18 6247.72 196.6 6247.82

197.46 6248.01 200.64 6248.73 203.65 6249.35 226.36 6251.6 268.38 6253.76

269.21 6253.8 307.76 6255.68 314.1 6256 336.54 6255.79 345.08 6255.71

368.69 6256.75 380.21 6257.59 386.49 6258.07 395.69 6260.22

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 182.19 .035 203.65 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

182.19 203.65 0 0 0 .1 .3

SUMMARY OF MANNING'S N VALUES

River:hy1

* Reach * River Sta. * n1 * n2 * n3 *

*EXCR * 957.268 * .085* .055* .065*

*EXCR * 758.500 * .085* .055* .065*

*EXCR * 657.219 * .085* .055* .055*

*EXCR * 593.191 * .085* .055* .055*

*EXCR * 540.868 * .085* .055* .055*

*EXCR * 505 *Bridge * * *

*EXCR * 471.164 * .085* .035* .085*

*EXCR * 411.516 * .085* .035* .055*

*EXCR * 314.375 * .085* .035* .055*

*EXCR * 222.692 * .085* .035* .055*

SUMMARY OF REACH LENGTHS

River: hy1

* Reach * River Sta. * Left * Channel * Right *

*EXCR * 957.268 * 199* 199* 199*

*EXCR * 758.500 * 101* 101* 101*

*EXCR * 657.219 * 64* 64* 64*

*EXCR * 593.191 * 52* 52* 52*

*EXCR * 540.868 * 70* 70* 70*

*EXCR * 505 *Bridge * * *

*EXCR * 471.164 * 60* 60* 60*

*EXCR * 411.516 * 97* 97* 97*

*EXCR * 314.375 * 92* 92* 92*

*EXCR * 222.692 * 0* 0* 0*

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS

River: hy1

* Reach * River Sta. * Contr. * Expan. *

*EXCR * 957.268 * .1* .3*

*EXCR * 758.500 * .1* .3*

*EXCR * 657.219 * .1* .3*

*EXCR * 593.191 * .1* .3*

*EXCR * 540.868 * .1* .3*

*EXCR * 505 *Bridge * *

*EXCR * 471.164 * .1* .3*

*EXCR * 411.516 * .1* .3*

*EXCR * 314.375 * .1* .3*

*EXCR * 222.692 * .1* .3*

HEC-RAS Plan: Existing River: hy1 Reach: EXCR

Reach 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)

EXCR 957.268 2yr 93.00 6258.45 6259.67 6259.67 6260.08 0.049527 5.10 18.22 23.06 1.01

EXCR 957.268 10yr 217.00 6258.45 6260.44 6260.30 6260.86 0.027189 5.26 44.45 54.43 0.81

EXCR 957.268 25yr 278.00 6258.45 6260.70 6260.66 6261.11 0.021952 5.31 67.58 117.14 0.75

EXCR 957.268 50yr 322.00 6258.45 6260.86 6260.81 6261.24 0.018758 5.24 88.02 135.21 0.71

EXCR 957.268 100yr 369.00 6258.45 6261.00 6260.92 6261.35 0.016918 5.24 110.29 181.98 0.68

EXCR 957.268 500yr 487.00 6258.45 6261.27 6261.17 6261.57 0.013836 5.19 170.58 258.43 0.63

EXCR 758.500 2yr 93.00 6255.17 6257.65 6257.73 0.004320 2.19 42.51 30.62 0.33

EXCR 758.500 10yr 217.00 6255.17 6258.35 6258.52 0.006219 3.30 67.06 41.06 0.42

EXCR 758.500 25yr 278.00 6255.17 6258.59 6258.81 0.006846 3.74 77.40 45.00 0.44

EXCR 758.500 50yr 322.00 6255.17 6258.74 6258.99 0.007302 4.03 84.29 47.52 0.46

EXCR 758.500 100yr 369.00 6255.17 6258.94 6259.21 0.007262 4.25 94.55 63.20 0.47

EXCR 758.500 500yr 487.00 6255.17 6259.34 6259.65 0.007124 4.64 136.07 146.03 0.48

EXCR 657.219 2yr 93.00 6256.00 6256.96 6256.62 6257.05 0.011530 2.51 37.12 46.26 0.49

EXCR 657.219 10yr 217.00 6256.00 6257.38 6257.04 6257.59 0.015081 3.69 62.74 72.57 0.60

EXCR 657.219 25yr 278.00 6256.00 6257.53 6257.23 6257.79 0.016365 4.15 73.69 78.82 0.64

EXCR 657.219 50yr 322.00 6256.00 6257.63 6257.33 6257.92 0.016798 4.42 81.73 81.85 0.65

EXCR 657.219 100yr 369.00 6256.00 6257.62 6257.46 6258.01 0.022713 5.11 80.81 81.51 0.76

EXCR 657.219 500yr 487.00 6256.00 6257.69 6257.69 6258.29 0.032899 6.36 86.78 83.68 0.92

EXCR 593.191 2yr 93.00 6255.00 6255.41 6255.41 6255.61 0.062003 3.54 26.34 74.00 1.01

EXCR 593.191 10yr 217.00 6255.00 6255.71 6255.71 6256.00 0.047556 4.43 51.05 89.91 0.97

EXCR 593.191 25yr 278.00 6255.00 6255.83 6255.83 6256.16 0.043807 4.69 62.21 95.28 0.95

EXCR 593.191 50yr 322.00 6255.00 6255.90 6255.90 6256.26 0.044197 4.95 68.64 98.23 0.97

EXCR 593.191 100yr 369.00 6255.00 6256.09 6256.38 0.028028 4.44 87.97 103.87 0.79

EXCR 593.191 500yr 487.00 6255.00 6256.45 6256.69 0.015918 4.03 127.79 114.10 0.63

EXCR 540.868 2yr 93.00 6251.29 6254.24 6253.21 6254.29 0.003338 1.79 51.87 40.46 0.28

EXCR 540.868 10yr 217.00 6251.29 6255.28 6253.83 6255.34 0.002716 1.94 120.40 98.57 0.26

EXCR 540.868 25yr 278.00 6251.29 6255.61 6254.06 6255.66 0.002292 1.98 153.21 103.34 0.25

EXCR 540.868 50yr 322.00 6251.29 6255.80 6254.21 6255.86 0.002129 2.04 173.73 105.29 0.24

EXCR 540.868 100yr 369.00 6251.29 6255.97 6254.36 6256.04 0.002093 2.13 194.69 135.42 0.25

EXCR 540.868 500yr 487.00 6251.29 6256.34 6254.74 6256.41 0.002040 2.31 249.95 181.33 0.25

EXCR 505 Bridge

EXCR 471.164 2yr 93.00 6251.03 6252.53 6252.80 0.011878 4.13 22.66 26.55 0.78

EXCR 471.164 10yr 217.00 6251.03 6253.29 6253.05 6253.57 0.008351 4.29 59.26 79.90 0.69

EXCR 471.164 25yr 278.00 6251.03 6253.56 6253.83 0.006535 4.34 81.26 85.48 0.63

EXCR 471.164 50yr 322.00 6251.03 6253.71 6254.00 0.005976 4.44 95.10 88.50 0.61

EXCR 471.164 100yr 369.00 6251.03 6253.87 6254.16 0.005555 4.55 109.73 110.36 0.60

EXCR 471.164 500yr 487.00 6251.03 6254.19 6254.51 0.005142 4.88 146.84 121.54 0.59

EXCR 411.516 2yr 93.00 6249.78 6252.09 6252.29 0.005866 3.63 29.08 36.17 0.57

EXCR 411.516 10yr 217.00 6249.78 6252.71 6252.41 6253.08 0.007423 5.20 59.70 67.70 0.68

EXCR 411.516 25yr 278.00 6249.78 6252.82 6252.71 6253.34 0.009502 6.13 67.86 73.37 0.77

EXCR 411.516 50yr 322.00 6249.78 6252.93 6252.86 6253.51 0.010116 6.56 76.17 77.25 0.80

EXCR 411.516 100yr 369.00 6249.78 6253.05 6253.05 6253.68 0.010534 6.94 85.39 80.99 0.83

EXCR 411.516 500yr 487.00 6249.78 6253.34 6253.34 6254.04 0.010453 7.53 110.24 86.97 0.84

EXCR 314.375 2yr 93.00 6249.52 6250.92 6250.92 6251.32 0.020130 5.08 18.32 23.21 1.01

EXCR 314.375 10yr 217.00 6249.52 6251.61 6251.61 6252.14 0.012827 5.90 44.59 77.68 0.88

EXCR 314.375 25yr 278.00 6249.52 6251.91 6251.91 6252.39 0.009732 5.85 72.49 107.76 0.79

EXCR 314.375 50yr 322.00 6249.52 6252.03 6252.03 6252.53 0.009611 6.08 85.48 109.36 0.80

EXCR 314.375 100yr 369.00 6249.52 6252.15 6252.15 6252.67 0.009479 6.30 98.55 110.94 0.80

EXCR 314.375 500yr 487.00 6249.52 6252.38 6252.38 6252.98 0.009800 6.92 125.32 114.72 0.83

EXCR 222.692 2yr 93.00 6247.72 6249.41 6249.27 6249.75 0.012516 4.73 19.69 20.05 0.83

EXCR 222.692 10yr 217.00 6247.72 6250.06 6250.02 6250.66 0.012518 6.31 39.03 42.13 0.89

EXCR 222.692 25yr 278.00 6247.72 6250.31 6250.31 6250.98 0.011734 6.75 51.54 57.04 0.89

EXCR 222.692 50yr 322.00 6247.72 6250.49 6250.49 6251.18 0.010942 6.94 62.55 67.48 0.87

EXCR 222.692 100yr 369.00 6247.72 6250.68 6250.68 6251.37 0.010003 7.04 76.12 78.46 0.84

EXCR 222.692 500yr 487.00 6247.72 6251.03 6251.03 6251.75 0.009151 7.44 112.77 136.22 0.83

HEC-RAS HEC-RAS 5.0.3 September 2016 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California

X X XXXXXX XXXX XXXX XX XXXX

X X X X X X X X X X X X X X X X X X X

XXXXXXX XXXX X XXX XXXX XXXXXX XXXX

X X X X X X X X X X X X X X X X X X X

X X XXXXXX XXXX X X X X XXXXX

PROJECT DATA

Project Title: California Creek Final Project File : CaliforniaCreekFi.prj Run Date and Time: 6/28/2017 9:51:47 AM

Project in English units

PLAN DATA

Plan Title: Proposed Plan File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.p04

Geometry Title: Proposed Bridge Geometry File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.g04

Flow Title : California Creek Flow File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.f01

Plan Summary Information:

Number of: Cross Sections = 9 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 1 Lateral Structures = 0

Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001

Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: California Creek Flow File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.f01

Flow Data (cfs)

* River Reach RS * 2yr 10yr 25yr 50yr 100yr 500yr *

* hy1 EXCR 957.268 * 93 217 278 322 369 487 * Boundary Conditions

* River Reach Profile * Upstream Downstream *

* hy1 EXCR 2yr * Normal S = 0.0125 *

* hy1 EXCR 10yr * Normal S = 0.0125 *

* hy1 EXCR 25yr * Normal S = 0.0125 *

* hy1 EXCR 50yr * Normal S = 0.0125 *

* hy1 EXCR 100yr * Normal S = 0.0125 *

GEOMETRY DATA

Geometry Title: Proposed Bridge Geometry File : C:\Project Files\MT DOT 569 (3) - North of Moose Creek North\HECRAS\CaliforniaCreekFi.g04

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 957.268

INPUT

Description:

Station Elevation Data num= 51 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6266.84 1.33 6266.68 12.68 6266.41 39.07 6262.05 73.7 6261.45

78.27 6261.19 89.29 6260.98 104.44 6261.14 122.95 6261.41 124.92 6261.34

136.94 6261.16 150.53 6260.96 163.88 6260.91 177.89 6260.62 193.58 6260.44

215.04 6260.62 235.16 6261.31 243.27 6261.66 268.86 6260.87 274.13 6260.87

283.28 6260.86 293.58 6261.48 303.7 6260.27 323.67 6260.7 326.16 6260.77

332.08 6260.44 346.14 6259.99 350.29 6259.73 351.42 6259.79 352.27 6259.7

355.2 6259.11 356.41 6259.1 360.46 6258.69 361.25 6258.72 364.5 6258.45

364.97 6258.52 366.67 6258.45 370.48 6258.67 371.41 6258.93 372.97 6259.25

374.56 6259.28 377.54 6260.55 384.67 6263.3 386.03 6263.49 395.34 6263.95

398.89 6264.26 403.68 6264.51 416.28 6265.37 427.67 6266.15 431.59 6266.58

435.55 6267.01

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 346.14 .055 377.54 .065

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

346.14 377.54 199 199 199 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 758.500

INPUT

Description:

Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6264.98 2.53 6264.54 28.43 6261.27 39.53 6260.63 60.07 6259.48

74.16 6259.44 83.83 6259.46 99.45 6259.79 122.2 6259.63 129.43 6259.27

137.68 6258.93 150.13 6259.16 187.04 6259.49 196.74 6259.53 216.51 6259.26

224.24 6259.16 229.95 6259.09 242.86 6259.04 253.82 6258.91 264.12 6258.86

267.21 6258.66 277.44 6257.96 281.43 6256.88 283.67 6256.28 294.9 6255.17

308.27 6257.55 308.7 6257.57 310.92 6257.94 312.66 6258.3 313.91 6258.99

317.07 6260.41 320.81 6262.3 323.11 6263.23 323.47 6263.29 326.48 6263.86

327.59 6263.89 336.81 6264.16

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 277.44 .055 310.92 .065

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

277.44 310.92 101 101 101 .1 .3

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 657.219

INPUT

Description:

Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6264.94 29.27 6261.71 42.35 6258.9 52.66 6258.43 71.01 6258.27

85.96 6258.49 104.92 6258.07 119.07 6258.1 141.33 6258.23 146.62 6258.21

155.04 6257.81 163.6 6257.49 170.59 6257.05 171.18 6257 173.67 6256.99

176.07 6257.07 189.86 6257.46 190.29 6257.34 190.85 6256.64 195.17 6255.58

202.1 6254.46 204.2 6254.2 206.81 6254.47 208.86 6254.66 214.37 6255.61

217.46 6255.48 220.15 6255.75 221 6255.76 239.97 6257.19 241.51 6257.55

248.85 6259.8 252.47 6260.84 253.62 6261.3 253.96 6261.36 256.25 6261.76

264.96 6261.98

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 190.85 .055 239.97 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

190.85 239.97 64 64 64 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 250 6256

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 593.191

INPUT

Description:

Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6263.49 30.4 6261.03 67.9 6257.25 73.61 6257.17 82.72 6256.82

96.11 6256.27 98.02 6255.48 100.23 6254.94 115.18 6254.61 119.12 6254.01

120.2 6253.95 121.73 6254.17 127.53 6254.93 136.29 6256.37 141.38 6255.65

150.21 6253.7 151.38 6253.61 153.75 6253.52 159.58 6253.47 159.96 6253.51

164.57 6253.99 172.99 6254.8 173.7 6254.88 178.77 6255.37 188.07 6255.44

190.64 6255.52 203.38 6255.96 205.39 6256.28 206.06 6256.58 209.36 6256.67

210.77 6256.79 220.98 6257.22 226.75 6257.75 230.87 6259.2 234.85 6260.5

236.11 6260.98 237.72 6261.25 238.86 6261.45 245.03 6261.63 250.97 6261.81

251.16 6261.81

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 98.02 .055 178.77 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

98.02 178.77 52 52 52 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 200 6255

CROSS SECTION

RIVER: hy1

REACH: EXCR RS: 540.868

INPUT

Description:

Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6260.12 19.15 6257.42 20.03 6257.36 31.06 6256.49 42.291 6256.28

49.86 6256.17 59.321 6256.14 77.159 6256.3 85.619 6255.89 113.14 6255.85

115.321 6255.1 117.65 6254.4 118.07 6254.32 126.699 6252.49 132.201 6252.57

132.481 6252.41 133.94 6252.6 138.01 6254.36 142.36 6254.69 147.02 6254.74 162 6251.4 198 6251.4 212.41 6255.07 216.16 6255.46 218.82 6255.84

221.22 6256.49 228.75 6257.65 240.91 6257.74 241.84 6257.74 249.17 6258.6

254.03 6259.04 257.35 6259.86 260.13 6260.79 262.53 6261.19 262.84 6261.24

264.54 6261.29 274.65 6261.61

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .085 147.02 .055 212.41 .055

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

147.02 212.41 70 70 70 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 0 146 6255 F

BRIDGE

RIVER: hy1

REACH: EXCR RS: 505

INPUT

Description:

Distance from Upstream XS = 17.45 Deck/Roadway Width = 26 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 6260 0 146.5 6260.8 0 146.5 6260.8 6257.41

216.5 6261.5 6257.83 216.5 6261.5 0 274 6262 0

Upstream Bridge Cross…