FINAL_2017MAY_Hydraulics_Brush_Creek_Bridge.pdf

FINAL HYDRAULIC REPORT

BRUSH CREEK BRIDGE REPLACEMENT

STATE ROUTE 149, UT

UT FLAP 149(1)

Prepared by:

Laura Girard

Technical Services Hydraulic Engineer

Central Federal Lands Highway Division

Lakewood, Colorado

May 2017 ii

TABLE OF CONTENTS

Introduction

Project Background and Objectives

Site Visit

Bridge Design Criteria

Project Data

Brush Creek Bridge Project Area Description

Brush Creek Bridge Hydrologic Analysis

Brush Creek Bridge Hydraulic Analysis

Existing Condition Model

Proposed Condition Models

FEMA Approximated Zone A Analysis

Brush Creek Bridge Scour Analysis

Brush Creek Bridge Abutment Protection

Brush Creek Bridge Deck Runoff

Brush Creek Bridge Summary of Recommendations

66 Inch Pipe Replacement

66 Inch Pipe Hydrology

66 Inch Pipe Hydraulics

66 Inch Pipe Existing culvert

Culvert Summary

References iii

LIST OF TABLES

Table 1. Brush Creek Peak Flows Table 2. Hydraulic Modeling Results for the Proposed Bridge Table 3. Hydraulic Modeling Results for the Existing and Proposed Bridge Table 4. Scour depths for the proposed bridge Table 5. Rational Method Calculated Discharges Table 6. Existing 66” Pipe Attributes

LIST OF FIGURES

Figure 1. Brush Creek Bridge – UT FLAP 149(1) Project location map Figure 2. Main channel bed material Figure 3. UT 149 Bridge over Brush Creek (2012) Figure 4. Brush Creek 253 square mile watershed Figure 5. Plan view of HEC‐RAS hydraulic model cross section locations Figure 6. Left bank downstream Figure 7. Plan view of HEC‐RAS hydraulic model cross section locations (NTS) Figure 8. Brush Creek Bridge Cross Section (looking downstream) Figure 9. Brush Creek Water Surface Profiles with Proposed Bridge Figure 10. Project Vicinity Figure 11. Culvert Location Figure 12. 66” Pipe Drainage Area Figure 13.. HY 8 Profile Plot of Existing Pipe Hydraulics Figure 14. HY 8 Existing Culvert Summary Table for the 25‐year flood event

APPENDICIES

Site Visit Photos, Hydrologic Analysis Information, Bridge Hydraulic Analysis Results, Culvert Analysis

INTRODUCTION

This hydraulic recommendations report provides a brief overview of the key project elements and summary of the hydrologic and hydraulic analyses that resulted in the selected proposed bridge design for State Route 149 over Brush Creek and the proposed replacement of a 66” culvert on the north end of the project.

PROJECT BACKGROUND AND OBJECTIVES

The Central Federal Lands Highway Division (CFLHD) of the Federal Highway Administration

(FHWA), in cooperation with the National Park Service (NPS) and the Utah Department of

Transportation (UDOT), proposed to rehabilitate and widen a portion of Utah State Route

149 leading to Dinosaur National Monument. The roadway is maintained by the Utah

Department of Transportation (UDOT). State Route 149 is classified as a rural collector and the project area extends from milepost 0.1 near US 40 to milepost 4.2 at the Dinosaur

National Monument boundary, for a total length of 4.1 miles. The bridge is located at milepost 2.7.

The existing State Route (SR) 149 Bridge over Brush Creek was built in 1954; it is a 22 ft wide, single span bridge with a 35 ft clear span and concrete vertical wall abutments and wingwalls. The objective of this analysis is to evaluate the existing hydraulic conditions and design a new bridge with sufficient capacity and structural stability. The project is located within an approximated Zone A floodplain. For reference, the project is located in northeastern Utah on SR 149, within Uintah County, and is the main access road to Dinosaur

National Monument. Figure 1 shows the project location that can be referenced by the following geographic coordinates: Lat. 40°24'30.35"N, and Long. 109°20'25.59"W.

Figure 1. Brush Creek Bridge – UT FLAP 149(1) Project location map.

SITE VISIT

A site visit was conducted from September 16‐17, 2014 to review the existing site conditions and define the scope of work for the design of a replacement bridge. Photos from the site visit are included in the Appendix A.

BRIDGE DESIGN CRITERIA

The bridge traffic data, assembled by UDOT, has an estimated 2016 average annual daily traffic (AADT) of 800 vehicles per day (vpd) and estimates a 2036 AADT of 1,100 vpd. CFLHD design standards for a bridge are a 50‐year flood with a minimum of 2 ft of freeboard below the low chord. CFLHD design frequency criteria exceed UDOT criteria and were applied to this project.

State Route 149 over Brush Creek is designated an approximated FEMA Zone A and water surface rise for the proposed design is not to exceed 1 ft during the passage of the 100‐yr event.

Bridge foundations will be designed with consideration for scour depths generated in the

100‐yr event. The design will be checked for scour from a 200‐yr flood, consistent with recommendations from Hydraulics Engineering Circular (HEC) 18 and CFLHD practice.

Brush Creek

Bridge

PROJECT DATA

Detailed mapping information of the reach collected by the CFL survey team included ground surveys near the bridge and the Brush Creek channel up and downstream. All mapping products were provided by the FHWA‐CFL survey team; all data sets were in Utah

State Plane and NAD83 projection.

BRUSH CREEK BRIDGE PROJECT AREA DESCRIPTION

State Highway UT 149 crosses Brush Creek about 2,400 ft west of the confluence with the

Green River. Near the bridge, the floodplain is nearly 800 ft wide, with an average channel slope of about 0.6 percent. The main channel is roughly 20 ft wide, with bed material ranging from fine particles to large gravel and medium cobbles, see Figure 2 below. The overbank areas consist of a buffer zone in some areas of tall grasses, willows and small bushes, with scattered areas of trees and agricultural zones of varying roughness in other areas. High flood flows and annual high water are well aligned with the bridge. The full project area can be seen in the aerial photograph presented in Figure 3.

Figure 2. Main channel bed material.

Figure 3. UT 149 Bridge over Brush Creek (2012).

BRUSH CREEK BRIDGE HYDROLOGIC ANALYSIS

USGS StreamStats was used to delineate the Brush Creek watershed and calculate the basin drainage area of 253 square miles. Regression equations publish by UDOT in the UDOT

Manual of Instruction – Roadway Drainage, Hydrology (2008) manual, were utilized to determine the instantaneous peak discharges for the 2‐, 10‐, 25‐, 50‐, 100‐year floods and

USGS StreamStats was used to determine the 200‐yr peak discharge. In Utah, the USGS regression equation for the 200‐yr discharge was based on publications by Kenney, Wilkowske and Wright (2007) and Wilkowske, Kenney and Wright (2008). The computed peak discharges are presented in Table 1. Figure 4 shows the delineated drainage areas.

Flood Event Peak Discharge (cfs)

2‐year 182

10‐year 676

25‐year 1,035

50‐year 1,360

100‐year 1,690

200‐year 3,000

Table 1. Brush Creek Peak Flows.

Existing UT 149 over

Brush Creek Bridge

Flow Direction

Figure 4. Brush Creek 253 square mile watershed.

BRUSH CREEK BRIDGE HYDRAULIC ANALYSIS

Hydraulics for the existing and proposed conditions were modeled using the US Army Corp of Engineers’ (USACE) Hydrologic Engineering Center River Analysis Software (HEC‐RAS) version 4.1. The model limits extended roughly 380 ft upstream of the bridge and 440 ft downstream. Ten cross sections were surveyed by CFLHD to represent the channel geometry through the reach. The locations of the cross sections are shown below in Figure

5, overlaid on aerial photography from March 2012.

Figure 5. Plan view of HEC‐RAS hydraulic model cross section locations.

EXISTING CONDITION MODEL

Existing conditions were modeled to provide a baseline for comparison to ensure design conditions did not cause a rise in water surface elevation at the bridge of more than 1.0 ft in accordance with FEMA Zone A regulations. The existing bridge has a 35 ft opening, and is 22 ft wide with vertical wall abutments. The main channel of Brush Creek flows along the right abutment.

Discharge values from Table 1 were used to model a mixed flow regime. The main channel was modeled with a Manning’s n value of 0.07, determined using composite method presented in Hydraulic Engineering Circular (HEC) 20 while the overbanks were modeled with a Manning’s n value of 0.1 upstream and on the right bank downstream. The left bank on the downstream have been completely denuded by the landowner with the exception of a small buffer zone along the channel, See Figure 6. The buffer zone was modeled with a

Manning’s n of 0.085 and the denuded areas with a 0.03. Boundary conditions for upstream and downstream were determined by normal depth calculations with slopes of 0.0065 and

0.006 feet per foot, respectively. The locations of the cross sections are shown in Figure 7.

Note that the cross section cut length ratios range from 0.77 to 1.02, therefore the relative length of the cross sections are not to scale.

Figure 6. Left bank downstream.

Figure 7. Plan view of HEC‐RAS hydraulic model cross section locations (NTS).

Cross Section

Stationing

PROPOSED CONDITION MODELS

In coordination with the CFL bridge design team, the proposed bridge has a bridge opening of 60 feet from abutment face to abutment face and 40 ft bridge width; this configuration includes 1.75H:1V spill‐through abutments. The resulting HEC‐RAS 50‐yr and 100‐yr design water surface elevations are shown below in Figure 8 and the 50‐yr and 100‐yr water surface profiles are shown in Figure 9. The water surface elevation for the 50‐yr event is

4749.36 ft and 4750.13 for the 100‐yr event. The proposed bridge configuration will safely pass a 100‐yr flood event. The proposed low chord is at 4751.38, allowing for 2.02 ft of freeboard in the 50‐yr event, more than the required 2 ft.

Figure 8. Brush Creek Bridge Cross Section (looking downstream).

Figure 9. Brush Creek Water Surface Profiles with Proposed Bridge.

Table 3 presents the hydraulic modeling results for the cross section immediately upstream of the proposed bridge.

Flow Profile

Flow Rate (cfs) Water Surface Elevation (ft)

Energy Gradeline Elevation (ft)

Channel Velocity (ft/sec)

2‐Year 182 4745.39 4745.49 2.83

50‐Year 1360 4749.36 4749.68 5.48

100‐Year 1690 4750.13 4750.50 5.89

200‐Year 3000 4752.57 4753.13 7.31

Table 2. Hydraulic Modeling Results for the Proposed Bridge.

FEMA APPROXIMATED ZONE A ANALYSIS

The bridge is in an area designated with an approximated Zone A with no defined Base

Flood Elevation. Comparison of the existing 35 ft opening and proposed opening was performed to ensure that the new bridge would not increase flood stages by more than one foot. Modeled water surface elevations for the existing and proposed conditions for survey cross sections are presented in Table 3. The proposed bridge does not increase the water surface elevation more than 1 foot for the 100‐yr flood event.

Low chord elevation 4751.38

River Station

Plan W.S. Elev

(ft) Difference (ft)

10898 existing 4752.88 proposed 4752.99 0.11

10833 existing 4751.92 proposed 4752.2 0.28

10734 existing 4751.23 proposed 4751.65 0.42

10653 existing 4750.88 proposed 4751.39 0.51

10534 existing 4750.37 proposed 4750.03 ‐0.34

Bridge

10459 existing 4747.66 proposed 4747.83 0.17

10394 existing 4746.61 proposed 4746.56 ‐0.05

10346 existing 4746.04 proposed 4746.27 0.23

10037 existing 4744.56 proposed 4744.31 ‐0.25

Table 3. Hydraulic Modeling Results for the Existing and Proposed Bridge.

BRUSH CREEK BRIDGE SCOUR ANALYSIS

A scour analysis was performed using the results from the HEC‐RAS model, and the 2014 survey information. Bed material was conservatively assumed 2 mm sand, armoring was not taken into consideration. Hydraulic analysis indicates that the hydraulic capacity of the new bridge will be adequate to pass the 50‐year flow event and will not be overtopped for the

100‐year flow event. Scour analysis for the proposed bridge was estimated using the

NCHRP method presented in HEC 18 (2012) and did not include bedforms or aggradation/degradation (the bed was assumed to be stable).

The total scour depth estimates are summarized below in Table 4. Based on drilling and geotechnical analysis, shale at el. was encountered at elevation 4734. This unit is assumed to be a non‐scourable/bedrock base that will arrest scour before ultimate scour depth is reached.

Event Contraction and

Abutment Scour Depth (ft)

Calculated Scour Elevation (ft)

Bedrock Elevation (ft)

100‐yr 10.3 4731.3 4734

200‐yr 12.8 4728.8 4734

Table 4. Scour depths for the proposed bridge

BRUSH CREEK BRIDGE ABUTMENT PROTECTION

Riprap should be placed along the abutments to prevent erosion of the embankment slopes.

Layout was based on the methodology presented in HEC‐23 Volume 2, Design Guideline 14.

Recommended stone size Riprap should be Class 1, D50 =1.0 ft to resist hydraulic forces in the bridge opening.

The riprap should be a minimum of 3 ft thick and be toed into the channel bed by extending the veneer 3 feet below.

BRUSH CREEK BRIDGE DECK RUNOFF

The length of the bridge was evaluated to determine if the bridge would drain without exceeding the allowable spread thereby requiring additional drainage structures.

L 137 400 Sx1.67 S0.5 T2.67

CnlW where:

L = length of deck, ft S = longitudinal slope, ft/ft Sx = cross slope, ft/ft W = width of drained deck, ft C = runoff coefficient I = rainfall intensity, in/h n = Manning’s n T = allowable spread, ft

Based on the 24‐hr, 10 yr‐design frequency storm and the equation presented above with

S=0.01217, Sx=0.02, W=18.58, C=0.9, I=0.063, n=0.016 and T=6, the maximum bridge length without inlets was calculated to be 156,411 ft. Therefore, the Brush Creek Bridge, as designed, does not require drainage inlets.

BRUSH CREEK BRIDGE SUMMARY OF RECOMMENDATIONS

Hydraulic capacity of the new structure was based on the following criteria:

Q50 design flood with at least two feet of freeboard

Passing Q100

Based on preliminary hydraulic analysis a proposed structure opening width will allow for over 2 feet of freeboard for the 50‐yr event and will pass the 100‐yr event. Additionally, the new bridge will not increase the water suface elevation over 1.0 ft and meets FEMA ZONE A requirement..

It is recommended that the existing bridge be removed and spill‐through, riprap abutments be designed and constructed.

Bridge Configuration

Recommended bridge span – 60 ft (distance between abutments)

Proposed low chord elevation – 4751.38 ft

Riprap Abutment Protection

Class IV riprap

1.75H:1V Sloping abutment protection recommended

Abutment riprap protection should be toed in 3 ft below toe of slope to top of riprap

66 INCH PIPE REPLACEMENT

On the north end of the project is a 66” culvert up proposed for replacement. The current pipe appears to be functioning, however, the pipe is filled in due to a grade control like structure built downstream on private land that has caused a little over 2 feet of aggradation in the culvert. The structure appears to be temporary and the channel bottom should be considered active and capable of degradation.

The culvert is located at Lat. 40°25'35.68"N and Long. 109°20'3.04"W. Figure 10 shows the general project vicinity and Figure 11 shows the culvert location.

Figure 10. Project Vicinity.

Culvert

Location

Figure 11. Culvert Location.

66 INCH PIPE HYDROLOGY

The proposed approach was to determine if the existing pipe meets CFLHD design criteria and if so it will be replaced in‐kind and installed with the invert and embedment at the same elevation as the current installation.

Watershed delineations and drainage area were calculated through Watershed Modeling

System, WMS v 9.1. The basin drainage area is 0.18 sq. miles. A rational method analysis was conducted and yielded a 25‐yr design discharge of 71 cfs. The discharges for recurrence intervals 2‐, 10‐, 25‐, 50‐, and 100‐yr are shown in Table 5, rounded to the nearest 1 cfs.

Figure 12 shows the WMS delineated drainage area.

Culvert

Location

Recurrence Interval

(yrs)

Discharge

(cfs)

2 26

10 56

25 71

50 85

100 98

Table 5. Rational Method Calculated Discharges

Figure 12. 66” Pipe Drainage Area

66 INCH PIPE HYDRAULICS

66 INCH PIPE EXISTING CULVERT

The CFL PDDM requires that all culverts larger than 48” have a headwater to diameter ratio

(HW/D) of 1.2 or less. Utah State Route 149 is a low volume road with a design ADT of 680.

The PDDM policy states that culverts be sized for the 25‐yr flood event for low volume roads.

The existing 66” CMP pipe was analyzed in the Federal Highway Administration’s HY‐8 culvert program to determine the design event of the pipe. The following assumptions were made for other inputs: The pipe was set on a 2% slope, and a trapezoidal channel with a 5 foot bottom width and 1:2 side slopes. A rough channel slope was calculated from the digital elevation map (DEM) used for the watershed delineation.

Figure 13 shows a profile plot of the existing culvert hydraulics for the 25‐yr flood event, and

Figure 14 shows the results of the culvert analysis. The existing 66” CMP culvert can sustain discharge up to 384 cfs, which is well beyond the 100 year flood event. Table 6 shows the

HW/D ratio of each flow event for the existing culvert.

Figure 13.. HY 8 Profile Plot of Existing Pipe Hydraulics

Figure 14. HY 8 Existing Culvert Summary Table for the 25‐year flood event.

Recurrence Interval

(yrs) Discharge (cfs) HW/D

Outlet Velocity

(ft/s)

25 71 0.37 < 1.2 11.40

Table 6. Existing 66” Pipe Attributes

CULVERT SUMMARY

Since the existing pipe meets CFLHD design criteria it should be replaced in‐kind and installed with the invert and embedment at the same elevation as the current installation.

The new culvert should be constructed with concrete headwalls, wingwalls, cutoff walls upstream, and downstream that are a minimum of 2 feet deep below the invert elevation.

REFERENCES

Aquaveo (2010) Watershed Modeling System Version 9.1 (www.aquaveo.com)

Kenney, T.A., Wilkowske, C.D., and Wright, S.J., 2007, Methods for estimating magnitude and frequency of peak flows for natural streams in Utah: U.S. Geological Survey Scientific Investigations Report 2007‐5158, 28 p.

Wilkowske, C.D., Kenney, T.A., and Wright, S.J., 2008, Methods for estimating monthly and annual streamflow statistics at ungaged sites in Utah: U.S. Geological Survey Scientific Investigations Report 2008‐5230, 63 p.

Federal Highway Administration (2008) “Project Development and Design Manual” Federal

Lands Highway Division. US Department of Transportation. Chp 7.

Federal Highway Administration HEC‐15, Design of Roadside Channels with Flexible Linings, Chp 7, September 2005.

Federal Highway Administration HEC‐18, Evaluating Scour at Bridges, Fifth Edition, April

2012.

Federal Highway Administration HEC‐23, Bridge Scour and Stream Instability

Countermeasures: Experience, Selection, and Design guidance‐third Edition, Volume2, September 2009.

US Army Corps of Engineers, HEC‐RAS v 4.1

APPENDIX A

Site Visit Photos s

APPENDIX B

HEC‐RAS Report

HEC-RAS HEC-RAS 5.0.1 April 2016 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California

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

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PROJECT DATA

Project Title: Brush_Creek_Final_4-6-17 Project File : bc2017.prj Run Date and Time:

Project in English units

Project Description:

Brush Creek over SR149

PLAN DATA

Plan Title: Final_05-15-17_original_algn Plan File : n:\UT\149(1)\Hydraulics\5_Hydraulic-Analysis\Brush 12- 22-14\bc2017.p05

Geometry Title: brush_Sept2015_2017adjustments Geometry File : n:\UT\149(1)\Hydraulics\5_Hydraulic- Analysis\Brush 12-22-14\bc2017.g15

Flow Title : BrushCr Flow File : n:\UT\149(1)\Hydraulics\5_Hydraulic- Analysis\Brush 12-22-14\bc2017.f01

Plan Summary Information:

Number of: Cross Sections = 61 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 = 0.001 Maximum number of iterations = 40 Maximum difference tolerance = 0.3

Flow tolerance factor = 0.001

Computation Options Critical depth computed at all cross sections Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow

FLOW DATA

Flow Title: BrushCr Flow File : n:\UT\149(1)\Hydraulics\5_Hydraulic-Analysis\Brush 12- 22-14\bc2017.f01

Flow Data (cfs)

River Reach RS Q2 Q5 Q10 Q25 Q50 Q100 Q200 Brush Creek UT149 10898 182 436 676 1035 1360 1690

Boundary Conditions

River Reach Profile Upstream Downstream

Brush Creek UT149 Q2 Normal S = 0.0065 Normal S = 0.004 Brush Creek UT149 Q5 Normal S = 0.0065 Normal S = 0.004 Brush Creek UT149 Q10 Normal S = 0.0065 Normal S = 0.004 Brush Creek UT149 Q25 Normal S = 0.0065 Normal S = 0.004 Brush Creek UT149 Q50 Normal S = 0.0065 Normal S = 0.004 Brush Creek UT149 Q100 Normal S = 0.0065 Normal S = 0.004

GEOMETRY DATA

Geometry Title: brush_Sept2015_2017adjustments Geometry File : n:\UT\149(1)\Hydraulics\5_Hydraulic-Analysis\Brush 12-22-14\bc2017.g15

CROSS SECTION

RIVER: Brush Creek

REACH: UT149 RS: 10898

INPUT

Description:

Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -2 4752.42 0 4752.02 1.32 4751.98 2.52 4752.04

28.3 4751.31

45.48 4750.48 58.51 4748.46 59.26 4748.34 60.45 4748.15

61.14 4748.05

63.13 4745.45 69.58 4743.45 76.99 4746.42 80.47 4747.15

80.79 4747.21

87.33 4748.56 90.36 4748.61 138.54 4750.34 141.88 4750.36

159.57 4750.95

190.49 4751.88 195.03 4752.82

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -2 .1 61.14 .073 87.33 .1

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

61.14 87.33 15.75 16.26 17.01 .1 .3

REACH: UT149 RS: 10881.7*

INPUT

Description:

Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -1.51 4752.19 -1.47 4752.13 .59 4751.8 1.97 4751.75

3.24 4751.77

13.52 4751.4 30.31 4750.77 48.36 4749.82 56.69 4748.75

61.97 4748.12

62.05 4748.11 62.83 4748.01 64.08 4747.86 64.81 4747.78

65.74 4746.72

66.69 4745.54 66.82 4745.48 69.08 4744.76 72.81 4743.5

75.88 4744.75

79.34 4746.05 82.41 4746.71 82.69 4746.77 86.81 4747.64

88.46 4748.09

91.2 4748.45 93.21 4748.74 101.9 4749.98 108.17 4750.26

115.18 4750.3

134.8 4750.77 137.35 4750.77 137.82 4750.77 153.83 4751.19

161.39 4751.37

161.85 4751.39 181.81 4752.14 185.92 4752.89

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -1.51 .1 64.81 .073 88.46 .1

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

64.81 88.46 15.75 16.26 17.01

REACH: UT149 RS: 10865.5*

INPUT

Description:

Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -1.02 4751.96 -.98 4751.84 1.18 4751.58 2.63 4751.52

3.95 4751.51

14.73 4751.04 32.33 4750.22 51.24 4749.17 59.97 4748.26

65.51 4747.77

65.58 4747.76 66.41 4747.69 67.72 4747.57 68.47 4747.5

69.36 4746.68

70.26 4745.62 70.38 4745.54 72.51 4744.84 76.03 4743.56

78.7 4744.66

81.69 4745.69 84.34 4746.28 84.59 4746.33 88.16 4747.11

89.58 4747.63

92.03 4748.29 93.84 4748.79 101.62 4750.92 107.22 4751.24

113.49 4751.05

131.05 4751.2 133.34 4751.18 133.76 4751.18 148.09 4751.43

154.85 4751.54

155.27 4751.56 173.13 4752.39 176.8 4752.96

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -1.02 .1 68.47 .073 89.58 .1

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

68.47 89.58 15.75 16.26 17.01

REACH: UT149 RS: 10849.2*

INPUT

Description:

Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-.54 4751.74 -.49 4751.56 1.76 4751.36 3.28 4751.28

4.67 4751.24

15.94 4750.68 34.34 4749.68 54.12 4748.51 63.25 4747.76

69.04 4747.42

69.12 4747.42 69.98 4747.36 71.35 4747.28 72.14 4747.23

72.97 4746.64

73.82 4745.71 73.93 4745.61 75.94 4744.92 79.26 4743.62

81.51 4744.56

84.03 4745.32 86.28 4745.84 86.49 4745.88 89.5 4746.57

90.71 4747.16

92.87 4748.12 94.46 4748.84 101.33 4751.86 106.28 4752.22

111.81 4751.79

127.31 4751.63 129.33 4751.59 129.7 4751.59 142.34 4751.68

148.32 4751.71

148.68 4751.74 164.45 4752.65 167.69 4753.04

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -.54 .1 72.14 .073 90.71 .1

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

72.14 90.71 15.75 16.26 17.01 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent

106.28 167.69 4752.23 F

REACH: UT149 RS: 10833

INPUT

Description:

Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -.05 4751.51 0 4751.27 17.15 4750.32 66.53 4747.27

72.57 4747.07

75.81 4746.96 76.59 4746.6 77.49 4745.68 79.37 4745.01

82.48 4743.67

84.32 4744.46 90.85 4746.04 91.834746.699 95.09 4748.89

101.04 4752.8

105.33 4753.2 110.13 4752.53 125.32 4752 141.78 4751.88

142.1 4751.91

158.58 4753.11

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -.05 .1 75.81 .073 91.83 .1

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

75.81 91.83 19.21 20.2 20

REACH: UT149 RS: 10813.2*

INPUT

Description:

Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -.03 4751.24 0 4751.1 4.19 4750.82 16.52 4749.84

20.18 4749.53

41.37 4748.31 63.84 4747.25 64.08 4747.23 64.24 4747.22

69.9 4746.91

73.02 4746.74 73.84 4746.35 74.01 4746.2 74.8 4745.48

76.78 4744.8

77.96 4744.34 80.07 4743.47 81.96 4744.28 83.1 4744.6

84.98 4745.07

86.82 4745.53 88.62 4746.01 88.67 4746.03 89.68 4746.7

93.01 4748.5

99.09 4751.72 103.48 4752.11 108.38 4751.65 109.61 4751.64

123.91 4751.44

126.72 4751.46 140.74 4751.59 141.06 4751.62 153.8 4752.55

157.91 4752.85

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -.03 .1 73.02 .073 89.68 .1

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

73.02 89.68 19.21 20.2 20

REACH: UT149 RS: 10793.4*

INPUT

Description:

Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -.01 4751.1 0 4750.94 4.03 4750.62 15.89 4749.36

19.41 4748.97

39.79 4747.89 61.4 4747.21 61.63 4747.19 61.78 4747.17

67.23 4746.75

70.23 4746.52 71.1 4746.09 71.28 4745.95 72.1 4745.29

74.2 4744.6

75.44 4744.14 77.67 4743.28 79.61 4744.11 80.77 4744.48

82.7 4744.97

84.59 4745.45 86.44 4745.99 86.49 4746.01 87.52 4746.69

90.93 4748.11

97.14 4750.64 101.62 4751.02 106.63 4750.77 107.89 4750.78

122.5 4750.87

125.37 4750.93 139.69 4751.31 140.02 4751.33 153.04 4752.27

157.24 4752.58

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -.01 .1 70.23 .073 87.52 .1

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

70.23 87.52 19.21 20.2 20 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent

101.42 157.24 4751 F

REACH: UT149 RS: 10773.6*

INPUT

Description:

Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.88 0 4750.77 3.87 4750.41 15.26 4748.88

18.64 4748.41

38.21 4747.47 58.96 4747.17 59.18 4747.14 59.33 4747.13

64.56 4746.59

67.44 4746.29 68.35 4745.84 68.54 4745.71 69.41 4745.09

71.61 4744.39

72.92 4743.95 75.26 4743.08 77.25 4743.93 78.44 4744.36

80.42 4744.87

82.36 4745.37 84.25 4745.98 84.31 4746 85.37 4746.69

88.85 4747.72

95.19 4749.57 99.77 4749.93 104.89 4749.89 106.17 4749.93

121.09 4750.3

124.02 4750.41 138.65 4751.02 138.99 4751.05 152.28 4752

156.56 4752.32

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 67.44 .073 85.37 .1

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

67.44 85.37 19.21 20.2 20

REACH: UT149 RS: 10753.8*

INPUT

Description:

Station Elevation Data num= 34 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.61 3.71 4750.21 14.63 4748.4 17.87 4747.86

36.63 4747.06

56.52 4747.13 56.74 4747.1 56.87 4747.08 61.89 4746.43

64.65 4746.07

65.61 4745.59 65.81 4745.47 66.72 4744.89 69.03 4744.19

70.4 4743.75

72.86 4742.89 74.89 4743.75 76.12 4744.23 78.15 4744.77

80.13 4745.3

82.07 4745.96 82.13 4745.99 83.21 4746.68 86.76 4747.33

93.24 4748.49

97.91 4748.84 103.14 4749.01 104.45 4749.08 119.68 4749.74

122.67 4749.88

137.6 4750.73 137.95 4750.76 151.52 4751.73 155.89 4752.05

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 64.65 .073 83.21 .1

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

64.65 83.21 19.21 20.2 20

REACH: UT149 RS: 10734

INPUT

Description:

Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.5 0 4750.44 3.55 4750 17.1 4747.3

35.05 4746.64

54.08 4747.09 54.42 4747.04 61.86 4745.85 63.07 4745.23

64.03 4744.69

67.88 4743.56 70.45 4742.69 73.79 4744.11 75.87 4744.67

77.9 4745.22

79.89 4745.94 81.06 4746.68 102.73 4748.23 121.32 4749.36

150.76 4751.46

155.22 4751.79

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val 0 .1 61.86 .073 81.06 .1

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

61.86 81.06 23.76 20.75 17.01

REACH: UT149 RS: 10713.7*

INPUT

Description:

Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.53 .94 4750.44 3.74 4750.11 9.05 4749.19

18.02 4747.64

27.13 4747.12 36.94 4746.59 57 4746.38 57.36 4746.33

60.39 4745.9

61.12 4745.81 63.6 4745.51 64.39 4745.41 65.2 4745.29

65.46 4745.15

66.08 4744.86 66.48 4744.7 67.28 4744.33 67.49 4744.24

71.57 4743.16

74.29 4742.36 77.32 4743.64 78.46 4743.97 79.2 4744.19

80.45 4744.56

81.04 4744.76 81.62 4744.99 82.85 4745.42 83.91 4746.04

85.12 4746.33

87.06 4746.78 89.37 4746.95 102.94 4747.88 105.84 4748.1

124.66 4749.37

132.31 4749.94 151.8 4751.23 154.45 4751.41 158.96 4751.72

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 65.2 .073 83.91 .1

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

65.2 83.91 23.76 20.75 17.01

REACH: UT149 RS: 10693.5*

INPUT

Description:

Station Elevation Data num= 39

0 4750.62 .98 4750.55 3.93 4750.22 9.51 4749.39

18.95 4747.98

28.52 4747.26 38.83 4746.54 59.92 4745.66 60.29 4745.62

63.48 4745.22

64.25 4745.16 66.86 4744.93 67.69 4744.86 68.54 4744.74

68.82 4744.58

69.47 4744.31 69.89 4744.17 70.73 4743.86 70.96 4743.78

75.26 4742.76

78.13 4742.02 80.85 4743.17 81.87 4743.5 82.54 4743.72

83.66 4744.08

84.19 4744.29 84.71 4744.53 85.81 4744.91 86.76 4745.4

87.98 4745.9

89.94 4746.67 92.29 4746.83 106.02 4747.73 108.95 4747.96

127.99 4749.37

135.74 4749.98 155.46 4751.2 158.14 4751.36 162.71 4751.66

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 68.54 .073 86.76 .1

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

68.54 86.76 23.76 20.75 17.01

REACH: UT149 RS: 10673.2*

INPUT

Description:

Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.72 1.03 4750.66 4.12 4750.32 9.98 4749.59

19.87 4748.33

29.91 4747.39 40.72 4746.5 62.83 4744.95 63.23 4744.91

66.57 4744.54

67.38 4744.5 70.11 4744.34 70.98 4744.3 71.87 4744.19

72.17 4744

72.85 4743.75 73.29 4743.63 74.19 4743.39 74.42 4743.33

78.95 4742.36

81.97 4741.69 84.38 4742.7 85.28 4743.02 85.87 4743.24

86.86 4743.6

87.33 4743.83 87.79 4744.06 88.77 4744.39 89.61 4744.76

90.85 4745.46

92.83 4746.55 95.2 4746.72 109.09 4747.59 112.06 4747.83

131.33 4749.38

139.16 4750.03 159.12 4751.16 161.83 4751.32 166.46 4751.59

Manning's n Values num= 3

0 .1 71.87 .073 89.61 .1

Contr. Expan.

71.87 89.61 23.76 20.75 17.01

REACH: UT149 RS: 10653

INPUT

Description:

Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.81 1.08 4750.77 10.44 4749.79 31.3 4747.53

69.66 4743.86

70.51 4743.85 73.37 4743.76 74.28 4743.74 75.21 4743.63

75.52 4743.43

76.24 4743.19 77.64 4742.92 85.81 4741.36 88.69 4742.55

90.07 4743.12

90.88 4743.6 92.46 4744.12 93.71 4745.03 95.72 4746.43

98.12 4746.6

112.17 4747.44 142.59 4750.07 162.78 4751.12 170.2 4751.52

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 75.21 .073 92.46 .1

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

75.21 92.46 24.79 23.81 22.61 .1 .3 Ineffective Flow num= 0 Sta L Sta R Elev Permanent

REACH: UT149 RS: 10629.2*

INPUT

Description:

Station Elevation Data num= 49 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.56 1.1 4750.5 10.65 4749.53 24.51 4748.07

25.73 4747.94

27.14 4747.84 31.94 4747.45 42.43 4746.71 51.28 4745.96

61.99 4744.98

68.28 4744.24 69.32 4744.28 71.08 4744.16 71.95 4744.15

74.87 4744.09

75.05 4744.09 75.8 4743.89 76.31 4743.72 76.75 4743.57

77.06 4743.4

77.79 4743.18 79.2 4742.91 80.7 4742.63 87.44 4741.43

89.31 4742.25

90.54 4742.69 91.46 4743.01 92.02 4743.2 92.89 4743.62

94.45 4744.05

94.59 4744.14 95.96 4744.96 96.27 4745.14 98.15 4746.19 100 4746.38

100.77 4746.45 104.05 4746.69 109.38 4746.73 112.2 4746.97

116.12 4747.23

122.31 4747.76 132.07 4748.61 148.18 4749.95 149.35 4750.07

156.98 4750.62

158.42 4750.69 171.4 4751.23 176.01 4751.43 179.51 4751.57

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 76.75 .073 94.59 .1

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

76.75 94.59 24.79 23.81 22.61

REACH: UT149 RS: 10605.4*

INPUT

Description:

Station Elevation Data num= 49 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.31 1.12 4750.24 10.86 4749.27 25.01 4747.82

26.24 4747.69

27.69 4747.63 32.58 4747.37 43.28 4746.87 52.31 4746.2

63.23 4745.25

69.65 4744.36 70.71 4744.54 72.51 4744.46 73.39 4744.45

76.37 4744.42

76.56 4744.42 77.32 4744.04 77.84 4743.75 78.29 4743.51

78.6 4743.36

79.33 4743.17 80.76 4742.9 82.27 4742.62 89.07 4741.5

91.07 4742.42

92.38 4742.82 93.37 4743.12 93.97 4743.29 94.91 4743.63

96.57 4744.02

96.72 4744.17 98.2 4744.88 98.55 4745.04 100.59 4745.96

102.59 4746.22

103.43 4746.29 106.99 4746.6 112.76 4746.4 115.82 4746.71

120.07 4747.02

126.78 4747.59 137.37 4748.53 154.84 4749.93 156.11 4750.06

164.38 4750.8

165.95 4750.88 180.02 4751.35 185.02 4751.52 188.81 4751.61

Manning's n Values num= 3

0 .1 78.29 .073 96.72 .1

Contr. Expan.

78.29 96.72 24.79 23.81 22.61

REACH: UT149 RS: 10581.6*

INPUT

Description:

Station Elevation Data num= 49 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.05 1.15 4749.97 11.07 4749 25.5 4747.58

26.76 4747.44

28.23 4747.43 33.22 4747.29 44.13 4747.03 53.33 4746.44

64.48 4745.51

71.01 4744.48 72.1 4744.8 73.93 4744.75 74.84 4744.76

77.87 4744.75

78.06 4744.75 78.84 4744.19 79.37 4743.79 79.82 4743.44

80.14 4743.33

80.88 4743.15 82.32 4742.89 83.85 4742.61 90.7 4741.58

92.83 4742.59

94.23 4742.96 95.29 4743.23 95.92 4743.37 96.92 4743.65

98.7 4743.99

98.86 4744.19 100.45 4744.81 100.82 4744.95 103.02 4745.72

105.18 4746.05

106.08 4746.14 109.92 4746.5 116.14 4746.06 119.44 4746.45

124.02 4746.8

131.25 4747.41 142.66 4748.44 161.5 4749.91 162.86 4750.06

171.78 4750.98

173.47 4751.06 188.64 4751.46 194.03 4751.6 198.12 4751.66

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 79.82 .073 98.86 .1

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

79.82 98.86 24.79 23.81 22.61 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 1 F 178 198.12 F

REACH: UT149 RS: 10557.8*

INPUT

Description:

Station Elevation Data num= 49 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4749.8 1.17 4749.71 11.29 4748.74 25.99 4747.33

27.27 4747.19

28.78 4747.22 33.86 4747.2 44.98 4747.19 54.36 4746.69

65.72 4745.78

72.38 4744.6 73.49 4745.06 75.36 4745.05 76.28 4745.06

79.37 4745.08

79.57 4745.08 80.36 4744.34 80.9 4743.82 81.36 4743.38

81.68 4743.3

82.43 4743.14 83.88 4742.88 85.42 4742.6 92.33 4741.65

94.59 4742.76

96.08 4743.09 97.2 4743.34 97.88 4743.46 98.93 4743.67

100.82 4743.97

100.99 4744.22 102.7 4744.74 103.1 4744.85 105.45 4745.48

107.77 4745.89

108.74 4745.99 112.85 4746.41 119.52 4745.73 123.06 4746.2

127.97 4746.59

135.73 4747.24 147.96 4748.35 168.16 4749.88 169.62 4750.06

179.19 4751.17 181 4751.25 197.27 4751.57 203.04 4751.69 207.42 4751.7

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 81.36 .073 100.99 .1

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

81.36 100.99 24.79 23.81 22.61 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 21 4754 F 160 207.42 4754 F

REACH: UT149 RS: 10534

INPUT

Description:

Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4749.55 11.5 4748.48 26.48 4747.08 27.79 4746.94

29.32 4747.02

45.83 4747.35 55.39 4746.93 66.96 4746.05 73.75 4744.72

74.88 4745.32

81.07 4745.41 82.43 4743.86 82.9 4743.32 86.99 4742.59

93.96 4741.72

96.35 4742.93 99.11 4743.45 102.94 4743.94 103.12 4744.24

105.37 4744.76

110.36 4745.72 115.78 4746.32 122.9 4745.39 126.68 4745.94

140.2 4747.07

153.26 4748.26 174.82 4749.86 186.59 4751.35 188.52 4751.44

212.05 4751.77

216.73 4751.75

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 82.9 .073 103.12 .1

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

82.9 103.12 4.88 4.88 4.88 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 50 4754 F 146 216.73 4754 F

REACH: UT149 RS: 10529.1*

INPUT

Description:

Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4750.98 2.1 4750.83 13.05 4750.09 27.88 4749.07

30.06 4748.92

31.54 4748.81 33.28 4748.86 45.89 4748.94 52.02 4748.99

52.81 4748.96

57.79 4746.6 62.87 4746.46 73.56 4745.93 76.01 4745.73

81.13 4744.91

83.71 4744.47 84.55 4744.72 85 4744.88 92.02 4744.98

93.57 4743.83

94.1 4743.42 98.16 4742.68 101.38 4742.22 105.09 4741.69

107.28 4742.74

109.82 4743.29 111.31 4743.54 113.33 4744.26 113.5 4744.53

115.96 4744.92

121.42 4745.64 127.36 4746.09 130.83 4745.78 135.15 4745.4

139.29 4745.81

149.54 4746.39 154.1 4747.07 162.58 4748.38 163.48 4749.02

168.39 4749.32

169.36 4749.37 192 4750.48 204.26 4751.52 204.89 4751.58 207 4751.64

211.03 4751.68 232.76 4751.9 237.88 4751.89

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 94.1 .073 113.5 .1

94.1 113.5 4.88 4.88 4.88 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 63.125 4754 F

150.625 237.88 4754 F

REACH: UT149 RS: 10524.2*

INPUT

Description:

Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4752.41 2.35 4752.29 14.61 4751.69 31.19 4750.88

33.64 4750.77

35.3 4750.68 37.24 4750.69 51.35 4750.64 58.21 4750.63

59.09 4750.6

64.67 4746.08 70.36 4745.99 82.31 4745.65 85.05 4745.42

90.79 4744.65

93.68 4744.21 94.61 4744.34 95.11 4744.44 102.98 4744.56

104.7 4743.79

105.3 4743.53 109.34 4742.77 112.54 4742.25 116.21 4741.67

118.21 4742.55

120.52 4743.13 121.89 4743.42 123.72 4744.58 123.88 4744.81

126.55 4745.07

132.49 4745.56 138.94 4745.86 142.71 4745.66 147.41 4745.4

151.9 4745.67

163.04 4746.07 167.99 4747.08 177.21 4748.98 178.19 4750.19

183.53 4750.38

184.58 4750.41 209.18 4751.1 222.51 4751.77 223.18 4751.8

225.48 4751.85

229.85 4751.87 253.47 4752.03 259.04 4752.03

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 105.3 .073 123.88 .1

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

105.3 123.88 4.88 4.88 4.88 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 76.25 4754 F

155.25 259.04 4754 F

REACH: UT149 RS: 10519.3*

INPUT

Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4753.84 2.6 4753.74 16.16 4753.3 34.51 4752.7

37.21 4752.61

39.05 4752.55 41.2 4752.53 56.81 4752.34 64.41 4752.27

65.38 4752.25

71.55 4745.55 77.84 4745.52 91.07 4745.37 94.1 4745.1

100.44 4744.4

103.64 4743.96 104.68 4743.95 105.23 4744.01 113.93 4744.13

115.84 4743.76

116.5 4743.64 120.51 4742.85 123.69 4742.28 127.34 4741.64

129.15 4742.36

131.23 4742.97 132.46 4743.31 134.12 4744.9 134.25 4745.09

137.14 4745.23

143.55 4745.48 150.52 4745.63 154.59 4745.53 159.66 4745.41

164.52 4745.54

176.54 4745.74 181.89 4747.08 191.84 4749.59 192.9 4751.36

198.66 4751.44

199.79 4751.46 226.36 4751.72 240.75 4752.01 241.48 4752.03

243.96 4752.05

248.68 4752.05 274.18 4752.17 280.2 4752.17

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 116.5 .073 134.25 .1

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

116.5 134.25 4.88 4.88 4.88 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 89.375 4754 F

159.875 280.2 4754 F

REACH: UT149 RS: 10514.5

INPUT

Description:

Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4755.27 2.85 4755.2 37.83 4754.51 62.27 4754.04

71.66 4753.89

78.43 4745.03 99.82 4745.09 110.1 4744.14 114.74 4743.56

127.7 4743.74

134.84 4742.31 138.47 4741.61 143.03 4743.19 144.63 4745.38

166.47 4745.41

190.04 4745.41 206.47 4750.19 207.61 4752.53 215.01 4752.5

258.99 4752.26

267.51 4752.24 301.35 4752.31

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .1 127.7 .073 144.63 .1

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

127.7 144.63 42 42 42 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 102.5 4754 F

164.5 301.35 4754 T

BRIDGE

REACH: UT149 RS: 10513.5

INPUT

Description:

Distance from Upstream XS = 1 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 15 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord

04756.173 4740.2 2.854756.138 4740.2 37.834755.715 4740.2

62.274755.419 4740.2 71.66 4755.33 4740.2100.15324754.818 4740.2

102.714754.7884748.218 103.514754.7784752.218 103.514754.7784752.218

161.79644754.061 4751.51161.79644754.061 4751.51164.35324754.051 4747.51

165.1532 4754.02 4740.2 207.61 4754.09 4740.2 215.01 4754.24 4740.2

Upstream Bridge Cross Section Data Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4755.27 2.85 4755.2 37.83 4754.51 62.27 4754.04

71.66 4753.89

78.43 4745.03 99.82 4745.09 110.1 4744.14 114.74 4743.56

127.7 4743.74

134.84 4742.31 138.47 4741.61 143.03 4743.19 144.63 4745.38

166.47 4745.41

190.04 4745.41 206.47 4750.19 207.61 4752.53 215.01 4752.5

258.99 4752.26

267.51 4752.24 301.35 4752.31

Manning's n Values num= 2 Sta n Val Sta n Val 0 .03 127.7 .073

Bank Sta: Left Right Coeff Contr. Expan.

127.7 144.63 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 102.5 4754 F

164.5 301.35 4754 T

Downstream Deck/Roadway Coordinates num= 15 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord

04756.173 4740.2 2.854756.138 4740.2 37.834755.715 4740.2

62.274755.419 4740.2 71.66 4755.33 4740.2100.15324754.818 4740.2

102.714754.7884748.218 103.514754.7784752.218 103.514754.7784752.218

161.79644754.061 4751.51161.79644754.061 4751.51164.35324754.051 4747.51

165.1532 4754.02 4740.2 207.61 4754.09 4740.2 215.01 4754.24 4740.2

Downstream Bridge Cross Section Data Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4754.92 2.85 4754.85 37.83 4754.16 62.27 4753.69

64.17 4745.62

74.09 4745.31 97.34 4744.94 109 4743.79 114.74 4743.21

127.7 4743.39

134.84 4741.96 138.47 4741.26 146 4741.65 146.1 4745.4

158.41 4745.47

177.33 4745.72 199.34 4746.25 207.61 4752.18 215.01 4752.15

258.99 4751.91

267.51 4751.89 301.35 4751.96

Manning's n Values num= 2 Sta n Val Sta n Val 0 .03 127.7 .073

Bank Sta: Left Right Coeff Contr. Expan.

127.7 146.1 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 102.5 4754 F

164.5 301.35 4754 F

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 Abutments = 2

Abutment Data Upstream num= 4 Sta Elev Sta Elev Sta Elev Sta Elev

100.1534749.478 106.1934749.478 107.9434748.478 125.4434738.478 Downstream num= 4 Sta Elev Sta Elev Sta Elev Sta Elev

100.1534749.478 106.1934749.478 107.9434748.478 125.4434738.478

Abutment Data Upstream num= 4 Sta Elev Sta Elev Sta Elev Sta Elev

139.8632 4737.71157.3632 4747.71159.1132 4748.71165.1532 4748.71 Downstream num= 4 Sta Elev Sta Elev Sta Elev Sta Elev

139.8632 4737.71157.3632 4747.71159.1132 4748.71165.1532 4748.71

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

REACH: UT149 RS: 10472.5

INPUT

Description:

Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4754.92 2.85 4754.85 37.83 4754.16 62.27 4753.69

64.17 4745.62

74.09 4745.31 97.34 4744.94 109 4743.79 114.74 4743.21

127.7 4743.39

134.84 4741.96 138.47 4741.26 146 4741.65 146.1 4745.03

158.41 4745.47

177.33 4745.72 199.34 4746.25 207.61 4752.18 215.01 4752.15

258.99 4751.91

267.51 4751.89 301.35 4751.96

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 109 .085 127.7 .073 146.1 .1

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

127.7 146.1 4.87 5 5.67 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 102.5 4754 F

164.5 301.35 4754 F

REACH: UT149 RS: 10471.6*

INPUT

Description:

Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4754.65 2.66 4754.58 35.31 4753.94 58.12 4753.5

59.89 4745.97

70.02 4745.46 74.21 4745.31 80.1 4745.12 81.75 4745.09

90.63 4744.95

93.75 4744.91 105.65 4743.85 111.51 4743.31 118.67 4743.41

123.68 4743.48

124.74 4743.46 130.27 4742.33 131.07 4742.17 132 4741.97

135.69 4741.23

136.77 4741.31 140.19 4741.56 141.7 4741.7 142.33 4741.75

143.62 4741.82

143.73 4744.97 144.14 4745.01 145.25 4745.04 152.12 4745.21

158.78 4745.36

160.28 4745.37 165.44 4745.41 176.08 4745.54 179.57 4745.57

179.72 4745.57

181.91 4745.62 208.83 4746.37 216.54 4751.9 223.45 4751.88

264.5 4751.65

272.45 4751.63 304.04 4751.7

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 111.51 .085 124.74 .073 143.73 .1

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

124.74 143.73 4.87 5 5.67 .3 .5

Ineffective Flow num= 2 Sta L Sta R Elev Permanent

0100.3333 4754 F

162.6 304.04 4754 F

REACH: UT149 RS: 10470.7*

INPUT

Description:

Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4754.38 2.47 4754.32 32.79 4753.72 53.97 4753.31

55.61 4746.32

65.94 4745.62 70.22 4745.38 76.23 4745.09 77.92 4745.04

86.98 4744.92

90.16 4744.88 102.3 4743.9 108.28 4743.41 115.58 4743.51

120.7 4743.58

121.77 4743.53 127.4 4742.36 128.21 4742.19 129.16 4741.99

132.91 4741.19

134.04 4741.31 137.64 4741.65 139.22 4741.84 139.89 4741.9

141.25 4741.99

141.36 4744.92 141.84 4744.99 143.15 4745 151.28 4745.14

159.15 4745.24

160.92 4745.24 167.03 4745.28 179.6 4745.41 183.73 4745.45

183.9 4745.45

186.5 4745.51 218.31 4746.49 225.48 4751.63 231.89 4751.6

270.01 4751.39

277.39 4751.38 306.72 4751.44

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 108.28 .085 121.77 .073 141.36 .1

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

121.77 141.36 4.87 5 5.67 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent

098.16666 4754 F

160.7 306.72 4754 F

REACH: UT149 RS: 10469.8*

INPUT

Station Elevation Data num= 42

Sta Elev 0 4754.11 2.28 4754.05 30.26 4753.5 49.82 4753.12

51.34 4746.67

61.87 4745.77 66.23 4745.45 72.36 4745.05 74.08 4745

83.32 4744.88

86.56 4744.85 98.95 4743.96 105.04 4743.51 112.49 4743.61

117.71 4743.68

118.81 4743.59 124.53 4742.39 125.36 4742.22 126.32 4742

130.13 4741.16

131.32 4741.31 135.09 4741.73 136.75 4741.99 137.45 4742.06

138.87 4742.15

138.99 4744.86 139.55 4744.96 141.06 4744.97 150.43 4745.07

159.52 4745.13

161.56 4745.12 168.61 4745.14 183.12 4745.29 187.89 4745.33

188.09 4745.33

191.08 4745.41 227.8 4746.61 234.41 4751.35 240.33 4751.33

275.52 4751.14

282.33 4751.12 309.41 4751.18

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 105.04 .085 118.81 .073 138.99 .1

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

118.81 138.99 4.87 5 5.67 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 96 4754 F

158.8 309.41 4754 F

REACH: UT149 RS: 10468.9*

INPUT

Description:

Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4753.84 2.09 4753.79 27.74 4753.28 45.66 4752.94

47.06 4747.02

57.8 4745.92 62.25 4745.52 68.49 4745.02 70.25 4744.96

79.67 4744.84

82.97 4744.82 95.6 4744.01 101.81 4743.61 109.41 4743.71

114.73 4743.79

115.84 4743.66 121.66 4742.42 122.5 4742.24 123.47 4742.01

127.35 4741.13

128.59 4741.3 132.54 4741.81 134.27 4742.13 135.01 4742.22

136.5 4742.32

136.62 4744.8 137.25 4744.93 138.97 4744.93 149.59 4745

159.89 4745.02

162.21 4745 170.19 4745.01 186.64 4745.17 192.05 4745.21

192.27 4745.21

195.67 4745.31 237.28 4746.73 243.35 4751.08 248.78 4751.05

281.03 4750.88

287.28 4750.86 312.09 4750.91

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 101.81 .085 115.84 .073 136.62 .1

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

115.84 136.62 4.87 5 5.67 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent

093.83334 4754 F

156.9 312.09 4754 F

REACH: UT149 RS: 10468.*

INPUT

Description:

Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4753.57 1.9 4753.52 25.22 4753.06 41.51 4752.75

42.78 4747.37

53.73 4746.08 58.26 4745.59 64.63 4744.99 66.41 4744.92

76.01 4744.81

79.38 4744.79 92.25 4744.07 98.58 4743.71 106.32 4743.81

111.74 4743.89

112.88 4743.73 118.79 4742.45 119.64 4742.27 120.63 4742.03

124.57 4741.09

125.87 4741.3 129.99 4741.89 131.8 4742.27 132.57 4742.38

134.12 4742.49

134.25 4744.75 134.96 4744.9 136.87 4744.89 148.75 4744.93

160.26 4744.9

162.85 4744.88 171.78 4744.88 190.16 4745.05 196.2 4745.08

196.46 4745.08

200.25 4745.21 246.77 4746.85 252.28 4750.8 257.22 4750.78

286.54 4750.62

292.22 4750.61 314.78 4750.65

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 98.58 .085 112.88 .073 134.25 .1

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

112.88 134.25 4.87 5 5.67

Sta L Sta R Elev Permanent

091.66666 4754 F 155 314.78 4754 F

REACH: UT149 RS: 10467.1*

INPUT

Description:

Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4753.3 1.71 4753.25 22.7 4752.84 37.36 4752.56

38.5 4747.72

49.65 4746.23 54.27 4745.65 60.76 4744.96 62.58 4744.88

72.36 4744.77

75.79 4744.76 88.9 4744.13 95.35 4743.81 103.23 4743.9

108.76 4743.99

109.92 4743.8 115.92 4742.48 116.78 4742.29 117.79 4742.04

121.79 4741.06

123.14 4741.3 127.44 4741.97 129.33 4742.42 130.12 4742.54

131.74 4742.66

131.88 4744.69 132.66 4744.87 134.78 4744.86 147.9 4744.86

160.63 4744.79

163.49 4744.76 173.36 4744.75 193.68 4744.93 200.36 4744.96

200.64 4744.96

204.84 4745.1 256.26 4746.97 261.22 4750.52 265.66 4750.51

292.05 4750.36

297.16 4750.35 317.46 4750.39

Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .03 95.35 .085 109.92 .073 131.88 .1

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

109.92 131.88 4.87 5 5.67 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 89.5 4754 F

153.1 317.46 4754 F

REACH: UT149 RS: 10466.2*

INPUT

Sta Elev 0 4753.03 1.52 4752.99 20.18 4752.62 33.21 4752.37

34.22 4748.07

45.58 4746.39 50.28 4745.72 56.89 4744.92 58.74 4744.84

68.7 4744.73

72.2 4744.73 85.54 4744.18 92.12 4743.91 100.15 4744

105.77 4744.09

106.95 4743.