Hydraulic Report Canyon Rims Anticline Overlook Road Culvert Replacement UT FTBL 7133(1).pdf

CENTRAL FEDERAL LANDS HYDRAULIC REPORT

APRIL, 2016CANYON RIMS / ANTICLINE OVERLOOK ROAD CULVERT REPLACEMENT – UT FTBL 7133

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TABLE OF CONTENTS Page i

Table of Contents

1 INTRODUCTION

1.1 PURPOSE

1.2 PROJECT BACKGROUND AND OBJECTIVES

1.3 CRITERIA

2 HYDROLOGIC ANALYSIS

2.1 HYDROLOGIC METHODS

3 HYDRAULICS

3.1 EXISTING CULVERT

3.2 PROPOSED CULVERT

3.3 RECOMMENDATION

4 OUTLET PROTECTION

List of Figures

Figure 1: Basin Delineation

Figure 2: Existing 36" CMP Culvert Input

Figure 3: Existing 36" CMP Culvert Summary

Figure 4: Proposed (2) 36" CMP Culvert Input

Figure 5: Proposed (2) 36" CMP Culvert Summary

Figure 6: Proposed (2) 42" CMP Culvert Input

Figure 7: Proposed (2) 42" CMP Culvert Summary

Figure 8: Proposed (2) 42" CMP Culvert Input

Figure 9: Proposed (2) 42" CMP Culvert Summary

Figure 10: Photo Looking at upstream face of existing culvert outlet

Figure 11: Photo Looking downstream from roadway

List of Tables

Table 1-1: Drainage Criteria

Table 2-1: TR-55 Flow Rates

Table 3-1: Hydraulic Analysis Results

HYDROLOGIC ANALYSIS Page 1

1 INTRODUCTION

1.1 PURPOSE

This hydraulic report provides a design recommendation regarding Anticline Overlook Road existing 36” cross culvert at Station 2510+80. The report will summarize design elements and the hydrologic and hydraulic analysis that was completed for the recommended design for the proposed culvert.

1.2 PROJECT BACKGROUND AND OBJECTIVES

This project is located within the Canyon Rims road network. The purpose of this project is to enhance the overall public access to the Canyon Rims by completing surfacing improvements that will rehabilitate, restore, and resurface the roadways. Within the 37.7 miles of the project’s roadway network there is an existing culvert that has insufficient capacity to convey storm runoff which is resulting in the overtopping of the roadway. A hydraulic analysis has been completed to determine a recommended solution to reduce to the frequency of roadway overtopping to adhere to the current drainage criteria.

1.3 CRITERIA

The existing 36” corrugated metal pipe crosses beneath Anticline Overlook Road from east to west through the project limits near Station 2510+80. The existing pipe crosses beneath a two lane roadway classified as a local rural roadway. The existing roadway has an average daily traffic (ADT) less than 1500 with a current posted speed of 50 mph. Though the posted speed exceeds 45 mph, the hydraulic design will be based upon a Low-Standard Road. The table below contains the drainage design criteria for this culvert based upon the CFLHD criteria.

Table 1-1: Drainage Criteria

Drainage Criteria

Capacity and Stability Design 25-Year Flood

Headwater Water Surface Elevation (WSEL) Lower than bottom of aggregate base layer

Headwater/Diameter (HW/D) Ratio 48” Culvert or Smaller

Less Than 1.5

Minimum Cross Culvert Size 24 Inch

2 HYDROLOGIC ANALYSIS

2.1 HYDROLOGIC METHODS

Delineation of the basin area tributary to the existing 36” CMP pipe resulted in a tributary area of approximately 373 acres. The basin delineation can be seen below.

HYDRAULICS Page 2

Figure 1: Basin Delineation

Soil classification and vegetation coverage was determined utilizing aerial imagery, site photography, and the Natural Resources Conservation Service (NCRS) web soil survey. The NCRS web soil survey has been included in the attached appendix. Due to the tributary area exceeding 160 acres and too large for

Rational Method, hydrologic computer program TR-55 was run to determine flow rates for the 5-Yr, 25-

Yr and 100-Yr storm events. The results from TR-55 are listed below.

Table 2-1: TR-55 Flow Rates

Storm Event Flow Rate (cfs)

5-Year 36.4

25-Year 129.5

100-Year 244.5

3 HYDRAULICS

3.1 EXISTING CULVERT

The existing 36” CMP culvert is currently in good condition with no corrosion. An evaluation utilizing computer program HY-8 resulted in the existing culvert having a capacity of approximately 60 cfs before overtopping the roadway. The flow capacity is insufficient to convey the 25-year flow rate of 130 cfs.

HYDRAULICS Page 3

Figure 2: Existing 36" CMP Culvert Input and Figure 3 show the input data and results of the existing culvert analysis.

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Figure 2: Existing 36" CMP Culvert Input

Figure 3: Existing 36" CMP Culvert Summary

3.2 PROPOSED CULVERT

To determine the required hydraulic design for 25-year capacity, two options were evaluated, (2) 36” CMP and (2) 42” CMP, utilizing HY-8. It is assumed that construction of the paved road will not alter the current vertical alignment of the roadway therefore the spill elevation of 5494.13 will remain the same. Both sizes

(36” and 42”) culvert options were run to determine the impact to the culvert design if replacing or adding an additional culvert. Figure 4 through Figure 7 show the input data for dual 36” CMP and dual 42” and results of a dual 36” CMP and dual 42” CMP culvert analysis.

HYDRAULICS Page 5

Figure 4: Proposed (2) 36" CMP Culvert Input

Figure 5: Proposed (2) 36" CMP Culvert Summary

HYDRAULICS Page 6

Figure 6: Proposed (2) 42" CMP Culvert Input

Figure 7: Proposed (2) 42" CMP Culvert Summary

HYDRAULICS Page 7

Table 3-1: Hydraulic Analysis Results

Culvert Discharge

(cfs)

Roadway Overtopping

(cfs)

Headwater Elevation

(ft)

HW

(ft)

HW/D

36” CMP (Existing) 60 70 5494.37 6.31 2.10

(2) 36” CMP (Proposed) 119 11 5494.20 6.14 2.05

(2) 42” CMP (Proposed) 130 0 5492.11 4.11 1.17

3.3 RECOMMENDATION

It is recommended that the existing 36” CMP be removed and replaced by dual 42” CMPs. This will allow for the conveyance of the 25-year storm event beneath the roadway with no overtopping and the headwater to depth ratio to meet drainage criteria. The proposed 42” pipe inverts will need to be lowered downstream for the crossing to be in inlet control. During the 25-year storm event the pipe will have submerged inlet with the outlet depth at normal. For the more frequent storm events the crossing inlet and outlet will not be submerged. The crossing will have standard 30 degree headwalls with wingwalls upstream and downstream. The design plan and profile is located in the attached appendix.

Figure 8: Proposed (2) 42" CMP Culvert Input

OUTLET PROTECTION Page 8

Figure 9: Proposed (2) 42" CMP Culvert Summary

Table 3-2: Proposed Culvert Design

Culvert Location Inlet Invert Elevation (ft)

Outlet Invert Elevation (ft)

Slope Length (ft)

Anticline Culvert 5488.00 5486.75 .0205 61

Table 3-3: Proposed Hydraulic Analysis Results

Culvert Discharge

(cfs)

Roadway Overtopping

(cfs)

Headwater Elevation

(ft)

HW

(ft)

HW/D

(2) 42” CMP 130 0 5492.11 4.11 1.17

4 OUTLET PROTECTION

The existing outfall for the 36” CMP has no outlet protection. Downstream of the existing culvert a 1 foot depression has formed but there appears to be no scour damage at the culvert.

OUTLET PROTECTION Page 9

Figure 10: Photo Looking at upstream face of existing culvert outlet

Figure 11: Photo Looking downstream from roadway

The proposed culvert outlet will have concrete headwall and wingwalls with a concrete apron upstream and downstream to prevent undermining and stabilize the culverts from buoyancy. Downstream there will also be a 5’ wide riprap pad. The proposed outlet at the culvert will be similar to the existing condition with an inclusion of a depression basin with a depth of approximately 1’ and a width of 10’. The outlet has velocity of approximately 5 ft/s in a 25-year event.

APPENDIX A

HYDROLOGY

APPENDIX B

HYDRAULICS

HY-8 Culvert Analysis Report

Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow

Minimum Flow: 0 cfs

Design Flow: 130 cfs

Maximum Flow: 130 cfs

Table 1 - Summary of Culvert Flows at Crossing: Anticline Culvert Existing Crossing

Headwater Elevation (ft)

Total Discharge (cfs) Existing Discharge (cfs)

Roadway Discharge (cfs)

Iterations

5488.06 0.00 0.00 0.00 1

5489.97 13.00 13.00 0.00 1

5490.87 26.00 26.00 0.00 1

5491.69 39.00 39.00 0.00 1

5493.04 52.00 52.00 0.00 1

5494.17 65.00 59.79 4.96 13

5494.23 78.00 60.17 17.54 5

5494.27 91.00 60.45 30.28 4

5494.30 104.00 60.69 43.19 4

5494.34 117.00 60.90 55.77 3

5494.37 130.00 61.10 68.70 3

5494.13 59.48 59.48 0.00 Overtopping

Rating Curve Plot for Crossing: Anticline Culvert Existing Crossing

Table 2 - Culvert Summary Table: Existing

Total Discharge

(cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 5488.06 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000

13.00 13.00 5489.97 1.713 1.906 2-M2c 1.218 1.143 1.143 0.841 5.257

26.00 26.00 5490.87 2.626 2.805 2-M2c 1.844 1.641 1.641 1.146 6.570

39.00 39.00 5491.69 3.590 3.631 7-M2c 2.631 2.027 2.027 1.367 7.673

52.00 52.00 5493.04 4.814 4.980 7-M2c 3.000 2.342 2.342 1.546 8.783

65.00 59.79 5494.17 5.729 6.111 7-M2c 3.000 2.496 2.496 1.700 9.513

78.00 60.17 5494.23 5.778 6.166 7-M2c 3.000 2.503 2.503 1.835 9.551

91.00 60.45 5494.27 5.814 6.208 7-M2c 3.000 2.508 2.508 1.957 9.578

104.00 60.69 5494.30 5.845 6.245 7-M2c 3.000 2.512 2.512 2.069 9.601

117.00 60.90 5494.34 5.872 6.277 7-M2c 3.000 2.516 2.516 2.172 9.622

130.00 61.10 5494.37 5.898 6.307 7-M2c 3.000 2.519 2.519 2.268 9.641

Straight Culvert

Inlet Elevation (invert): 5488.06 ft, Outlet Elevation (invert): 5487.26 ft

Culvert Length: 75.23 ft, Culvert Slope: 0.0106

Culvert Performance Curve Plot: Existing

Water Surface Profile Plot for Culvert: Existing

Site Data - Existing

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 5488.06 ft

Outlet Station: 75.23 ft

Outlet Elevation: 5487.26 ft

Number of Barrels: 1

Culvert Data Summary - Existing

Barrel Shape: Circular

Barrel Diameter: 3.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Thin Edge Projecting

Inlet Depression: NONE

Table 3 - Downstream Channel Rating Curve (Crossing: Anticline Culvert Existing

Crossing)Flow (cfs) Water Surface Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

0.00 0.00 0.00 0.00 0.00 0.00

13.00 0.84 0.84 2.88 0.79 0.71

26.00 1.15 1.15 3.45 1.07 0.74

39.00 1.37 1.37 3.82 1.28 0.76

52.00 1.55 1.55 4.11 1.45 0.77

65.00 1.70 1.70 4.35 1.59 0.78

78.00 1.84 1.84 4.55 1.72 0.79

91.00 1.96 1.96 4.73 1.83 0.80

104.00 2.07 2.07 4.89 1.94 0.81

117.00 2.17 2.17 5.04 2.03 0.81

130.00 2.27 2.27 5.18 2.12 0.82

Tailwater Channel Data - Anticline Culvert Existing Crossing

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 2.00 ft

Side Slope (H:V): 4.00 (_:1)

Channel Slope: 0.0150

Channel Manning's n: 0.0400

Channel Invert Elevation: 0.00 ft

Roadway Data for Crossing: Anticline Culvert Existing Crossing

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 5494.13 ft

Roadway Surface: Paved

Roadway Top Width: 25.00 ft

Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow

Minimum Flow: 0 cfs

Design Flow: 130 cfs

Maximum Flow: 130 cfs

Table 4 - Summary of Culvert Flows at Crossing: (2) 42" Anticline Culvert Proposed

Crossing (2nd Submittal)Headwater Elevation (ft)

Total Discharge (cfs) (2) 42" Culvert Discharge (cfs)

Roadway Discharge (cfs)

Iterations

5488.00 0.00 0.00 0.00 1

5489.03 13.00 13.00 0.00 1

5489.48 26.00 26.00 0.00 1

5489.85 39.00 39.00 0.00 1

5490.20 52.00 52.00 0.00 1

5490.52 65.00 65.00 0.00 1

5490.82 78.00 78.00 0.00 1

5491.13 91.00 91.00 0.00 1

5491.44 104.00 104.00 0.00 1

5491.77 117.00 117.00 0.00 1

5492.11 130.00 130.00 0.00 1

5494.13 191.10 191.10 0.00 Overtopping

Rating Curve Plot for Crossing: (2) 42" Anticline Culvert Proposed Crossing (2nd

Submittal)

Table 5 - Culvert Summary Table: (2) 42" Culvert

Total Discharge

(cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 5488.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000

13.00 13.00 5489.03 1.027 0.0* 1-S2n 0.675 0.762 0.675 0.453 5.050

26.00 26.00 5489.48 1.482 0.0* 1-S2n 0.964 1.091 0.964 0.672 6.035

39.00 39.00 5489.85 1.854 0.271 1-S2n 1.185 1.348 1.196 0.842 6.699

52.00 52.00 5490.20 2.197 0.628 1-S2n 1.385 1.569 1.385 0.986 7.327

65.00 65.00 5490.52 2.516 0.995 1-S2n 1.572 1.764 1.572 1.112 7.755

78.00 78.00 5490.82 2.824 1.382 1-S2n 1.746 1.938 1.746 1.226 8.132

91.00 91.00 5491.13 3.130 1.795 1-S2n 1.918 2.101 1.918 1.330 8.431

104.00 104.00 5491.44 3.442 2.233 1-S2n 2.088 2.251 2.088 1.427 8.696

117.00 117.00 5491.77 3.768 2.704 5-S2n 2.260 2.394 2.260 1.517 8.903

130.00 130.00 5492.11 4.113 3.200 5-S2n 2.442 2.524 2.442 1.602 9.081

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 5488.00 ft, Outlet Elevation (invert): 5486.75 ft

Culvert Length: 61.01 ft, Culvert Slope: 0.0205

Culvert Performance Curve Plot: (2) 42" Culvert

Water Surface Profile Plot for Culvert: (2) 42" Culvert

Site Data - (2) 42" Culvert

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 5488.00 ft

Outlet Station: 61.00 ft

Outlet Elevation: 5486.75 ft

Number of Barrels: 2

Culvert Data Summary - (2) 42" Culvert

Barrel Shape: Circular

Barrel Diameter: 3.50 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Square Edge with Headwall

Inlet Depression: NONE

Table 6 - Downstream Channel Rating Curve (Crossing: (2) 42" Anticline Culvert

Proposed Crossing (2nd Submittal))Flow (cfs) Water Surface Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

0.00 0.00 0.00 0.00 0.00 0.00

13.00 0.45 0.45 2.43 0.42 0.68

26.00 0.67 0.67 3.05 0.63 0.72

39.00 0.84 0.84 3.46 0.79 0.74

52.00 0.99 0.99 3.78 0.92 0.76

65.00 1.11 1.11 4.05 1.04 0.77

78.00 1.23 1.23 4.27 1.15 0.78

91.00 1.33 1.33 4.46 1.25 0.79

104.00 1.43 1.43 4.64 1.34 0.80

117.00 1.52 1.52 4.80 1.42 0.81

130.00 1.60 1.60 4.94 1.50 0.81

Tailwater Channel Data - (2) 42" Anticline Culvert Proposed Crossing (2nd Submittal)

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 10.00 ft

Side Slope (H:V): 4.00 (_:1)

Channel Slope: 0.0150

Channel Manning's n: 0.0400

Channel Invert Elevation: 0.00 ft

Roadway Data for Crossing: (2) 42" Anticline Culvert Proposed Crossing (2nd

Submittal)

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 5494.13 ft

Roadway Surface: Paved

Roadway Top Width: 25.00 ft