SAGU_12(1)_Hydraulic_Report.pdf

HYDRAULIC REPORT

SAGUARO NATIONAL PARK

KINNEY ROAD

AZ FTNP SAGU 12(1)

June 2015

Prepared By:

Laura Girard

Hydraulic Engineering

Central Federal Lands Highway Division ii

TABLE OF CONTENTS

Introduction

Background and Objectives

Design Criteria

Hydrologic Analysis

Hydraulic Analysis

Riprap

Summary

References

APPENDIX A

APPENDIX B ................................................................................................ Error! Bookmark not defined.

LIST OF TABLES

Table 1. Computed Rational Method peak discharges for DA ≤ 160 acres Table 2. Culvert design parameters Table 3. Culvert design elevations Table 4. Summary of Culvert Outlet Protection Riprap Attributes

LIST OF FIGURES

Figure 1. Saguaro National Park location map Figure 2. Saguaro West, Tucson Mountain District Figure 3. Saguaro West, Tucson Mountain District and Kinney Road aerial view Figure 4. Drainage area at Station 206+75, 58 acres Figure 5. Drainage area at Station 228+05, 52 acres Figure 6. Profile plot of 2x60” embedded culverts at Sta. 206+75 Figure 7. Profile plot of 81”x59” embedded pipe arch culvert at Sta. 228+05 Figure 8. Culvert summary table for Sta. 206+75 Figure 9. Culvert summary table for Sta. 228+05

INTRODUCTION

Saguaro National Park is located in southern Arizona in the Sonoran Desert and is divided into two districts, one to the east and one to the west of Tucson. This project is located in the southeast corner of the western

Tucson Mountain District, see Figures 1-3.

Figure 1. Saguaro National Park location map.

Figure 2. Saguaro West, Tucson Mountain District.

Figure 3. Saguaro West, Tucson Mountain District and Kinney Road aerial view.

This report provides a summary of the hydrologic and hydraulic analyses and recommendations of various drainage features on Kinney Road.

BACKGROUND AND OBJECTIVES

Multiple culverts are reported to have inadequate capacity to pass flows, often clogging with sediment and debris causing the roadway to overtop. In several culvert locations, overtopping has resulted in erosion on the downstream embankment slopes and channel. Additionally, roadway ditches are overflowing causing runoff to cross over the roadway and depositing sediment in. Low water crossings have been proposed at these locations.

DESIGN CRITERIA

Project Design Standards for culverts for a low standard road (ADT < 1500), based on the CFLHD PDDM

Capacity and Stability Design: 25-year flood

Headwater o New: Water Surface Elevation (WSEL) ≤ bottom of aggregate base layer o Existing: WSEL ≤ shoulder hinge point

Headwater/Diameter (HW/D) ratio for culverts 48” or smaller: HW/D ≤ 1.5

Headwater/Diameter (HW/D) ratio for culverts larger than 48”: HW/D ≤ 1.2

WSEL limited by unacceptable hazards to property

Minimum Size: 24” for cross-road culverts

Stream Crossings: Match streambed

Cover: Refer to FLH Standard Drawing 602-1 for the minimum and maximum cover on pipes

Kinney Road

HYDROLOGIC ANALYSIS

The Watershed Modeling System (WMS), version 9.1 was used to delineate the drainage basin for 2 culvert locations. Figures 6 and 7 show the drainage areas for culvert Sta. 206+75 and 228+05, respectively. At Sta.

228+05 there are two obvious drainage paths encompassed by the watershed delineation. For design, the flow determined by the watershed delineation was split and the template developed for Station 228+05 will be applied identically at Station 230+03. For the purposes of this report, only Sta. 228+05 will be discussed.

Figure 4. Drainage area at Station 206+75, 58 acres.

Figure 5. Drainage area at Station 228+05, 52 acres.

Peak discharge estimates were computed using NOAA Atlas 14 for the Arizona region and the ADOT Rational

Method for the basins up to 160 acres.

The Rational Method equation is

Q = CiA where:

Q = discharge (cfs)

C = runoff coefficient i = average rainfall intensity (in/hr)

A = drainage area (acres)

The time of concentration (Tc) is used to find the rainfall intensity values for the Rational Method calculation.

ADOT’s equation for finding the Tc is:

Tc = 11.4 L 0.5 Kb 0.52 S-0.31 i-0.38 where:

L = length of longest flow path, (mi)

Kb = watershed resistance coefficient

S = slope of longest flow path (ft/mi) i = average rainfall intensity (in/hr) for duration equal to Tc

The results from the ADOT Rational Method analysis for the 25-year peak flows for drainage areas less than

160 acres are summarized below in Table 1.

Table 1. Computed Rational Method peak discharges for DA ≤ 160 acres

Culvert Number Culvert Station Drainage Basin

Area (acres)

25-yr Peak

Discharge

(cfs)

1 206+75 58 151

2 228+05 26* 84

*Note: This is half the delineated drainage area, see earlier discussion for more information.

HYDRAULIC ANALYSIS

Kinney Road is a low volume road; culverts were sized for the 25-yr flood event. The CFL PDDM requires that all culverts larger than 48” have a headwater to diameter ratio (HW/D) of 1.2 or less. However, upstream aggradation and pipe clogging has been a continual issue along Kinney Road, to ensure no backwater formed, which would allow aggradation, the HW/D ratio threshold was set at less than 1. Culvert design parameters are presented below in Table 3. Figures 6 and 6 shows the profile plot of the culvert at Stations

206+75 and 228+05, respectively, while Figures 8 and 9 show the results of the culvert analysis for Stations

206+75 and 228+05, respectively from HY8.

Table 2. Culvert design parameters.

Culvert

Station

25-yr

Peak

Discharge

(cfs)

Pipe

Dimensions

Length

(ft) Slope

Headwater

Elevation

(ft)

Depth (ft) HW/D

206+75 151 81”x59”

Pipe Arch 40 11.7% 2630.10 2.88 0.96

228+05 84

2x60”

Circular, CMP

42.1 6.9% 2576.91 2.51 0.84

Figure 6. Profile plot of 2x60” embedded culverts at Sta. 206+75.

Figure 7. Profile plot of 81”x59” embedded pipe arch culvert at Sta. 228+05.

Figure 8. Culvert summary table for Sta. 206+75.

Figure 9. Culvert summary table for Sta. 228+05.

As Request by the Park, all culverts designs facilitate a natural substrate bottom for terrestrial wildlife passage. To ensure sufficient depth of channel bottom material settles in the pipe, embedded circular pipes are recommended to have 40% embedment depth for circular pipes and 20% for pipe arches. Channel invert elevation and slopes were assumed the same as existing. Design elevations for the culverts are presented in

Table 3.

Table 3. Culvert design elevations.

Station

Pipe

Dimensions

Inlet

Elevation

(ft)

Outlet

Elevation

(ft)

Embedment depth (ft)

Tailwater

Channel Invert

Elevation (ft)

206+75 81”x59”

Pipe Arch

2625.3 2620.73 23 2622.65

228+05 2x60” CMP 2572.4 2569.5 24 2571.5

RIPRAP

Riprap should be placed bat each culvert site at the outlet between the wingwalls to help prevent scour issues. Riprap elevation at the outlet will be at the bottom of the pipe and will extend at this elevation to the end of the wingwalls. After crossing the line of the wingwalls, the riprap will be brought up until it matches the existing channel elevation and extend until the distance presented in Table 4 is achieved. Table 4 contains the riprap apron design parameters. The FHWA HEC 14 Appendix C riprap calculations were used for analysis of the riprap.

Table 4. Summary of Culvert Outlet Protection Riprap Attributes.

Station

Culvert Size CFL Riprap

Class

Depth of

Riprap (ft)

Length of Riprap Apron

(ft)

206+75 81”x59” Pipe

Arch

II 2.6 40

228+05 2x60” CMP II 2.6 27

SUMMARY

It is recommended to install at Sta. 206+75 an 81”x59” pipe arch, embedded 24 inches, with Class II riprap conforming to the attributes in Table 5 at the outlet and concrete headwall and wingwalls. The recommendation at Sta. 228+05 include 2x60” circular CMP embedded 23 inches with Class II riprap conforming to the attributes in Table 5 at the outlet and concrete headwall and wingwalls

REFERENCES

Arizona Department of Transportation” Highway Drainage Design Manual” Volume 2 Hydrology, Second

Edition, 2014.

Aquaveo (2014) Watershed Modeling System v9.1 (www.aquaveo.com).

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

Division. US Department of Transportation. Chap 7.

Federal Highway Administration HEC 14, “Hydraulic Design of Energy Dissipators for Culverts and Channels”

Third Edition, (2006).

Federal Highway Administration (2012) HY-8 7.3.

Equations for Estimating Magnitude and Frequency of Floods for Ungaged Sites, 1993, USGS WRIR 94-4002.

http://www.aquaveo.com/

APPENDIX A

HY8 ANALYSES

HY-8 Culvert Analysis Report

Crossing Discharge Data

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

Minimum Flow: 83.9 cfs

Design Flow: 83.9 cfs

Maximum Flow: 99.7 cfs

Table 1 - Summary of Culvert Flows at Crossing: 228+05 Embedded Pipe Arch

Headwater Elevation

(ft) Total Discharge (cfs) 81x59 Discharge (cfs) Roadway Discharge

(cfs) Iterations

2630.10 83.90 83.90 0.00 1

2630.15 85.48 85.48 0.00 1

2630.20 87.06 87.06 0.00 1

2630.26 88.64 88.64 0.00 1

2630.31 90.22 90.22 0.00 1

2630.37 91.80 91.80 0.00 1

2630.42 93.38 93.38 0.00 1

2630.47 94.96 94.96 0.00 1

2630.53 96.54 96.54 0.00 1

2630.58 98.12 98.12 0.00 1

2630.64 99.70 99.70 0.00 1

2639.30 248.43 248.43 0.00 Overtopping

Rating Curve Plot for Crossing: 228+05 Embedded Pipe Arch

Table 2 - Culvert Summary Table: 81x59

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)

83.90 83.90 2630.10 2.879 0.0* 1-S2n 0.934 1.691 1.008 0.474 11.763 5.544

85.48 85.48 2630.15 2.933 0.0* 1-S2n 0.946 1.711 1.062 0.480 11.413 5.583

87.06 87.06 2630.20 2.987 0.0* 1-S2n 0.959 1.731 1.074 0.485 11.509 5.620

88.64 88.64 2630.26 3.042 0.0* 5-S2n 0.971 1.757 1.093 0.490 11.527 5.659

90.22 90.22 2630.31 3.096 0.0* 5-S2n 0.983 1.777 1.100 0.495 11.658 5.696

91.80 91.80 2630.37 3.150 0.0* 5-S2n 0.996 1.797 1.107 0.500 11.799 5.734

93.38 93.38 2630.42 3.204 0.0* 5-S2n 1.008 1.817 1.067 0.506 12.414 5.768

94.96 94.96 2630.47 3.258 0.0* 5-S2n 1.021 1.837 1.087 0.511 12.409 5.804

96.54 96.54 2630.53 3.312 0.0* 5-S2n 1.033 1.856 1.159 0.515 11.916 5.841

98.12 98.12 2630.58 3.366 0.0* 5-S2n 1.046 1.875 1.171 0.521 11.994 5.876

99.70 99.70 2630.64 3.421 0.0* 5-S2n 1.058 1.893 1.192 0.525 11.994 5.911

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 2627.22 ft, Outlet Elevation (invert): 2622.65 ft

Culvert Length: 39.27 ft, Culvert Slope: 0.1172

Culvert Performance Curve Plot: 81x59

Water Surface Profile Plot for Culvert: 81x59

Site Data - 81x59

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 2625.30 ft

Outlet Station: 39.00 ft

Outlet Elevation: 2620.73 ft

Number of Barrels: 1

Culvert Data Summary - 81x59

Barrel Shape: Pipe Arch

Barrel Span: 81.00 in

Barrel Rise: 59.00 in

Barrel Material: Steel or Aluminum

Embedment: 23.00 in

Barrel Manning's n: 0.0280 (top and sides)

Manning's n: 0.0350 (bottom)

Culvert Type: Straight

Inlet Configuration: Square Edge with Headwall

Inlet Depression: NONE

Table 3 - Downstream Channel Rating Curve (Crossing: 228+05 Embedded Pipe

Arch)

Tailwater Channel Data - 228+05 Embedded Pipe Arch

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 30.00 ft

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

Channel Slope: 0.0500

Channel Manning's n: 0.0350

Channel Invert Elevation: 2622.65 ft

Roadway Data for Crossing: 228+05 Embedded Pipe Arch

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 2639.30 ft

Roadway Surface: Paved

Roadway Top Width: 27.00 ft

Flow (cfs) Water Surface

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

83.90 2623.12 0.47 5.54 1.48 1.46

85.48 2623.13 0.48 5.58 1.50 1.46

87.06 2623.14 0.49 5.62 1.51 1.46

88.64 2623.14 0.49 5.66 1.53 1.47

90.22 2623.15 0.50 5.70 1.55 1.47

91.80 2623.15 0.50 5.73 1.56 1.47

93.38 2623.16 0.51 5.77 1.58 1.47

94.96 2623.16 0.51 5.80 1.59 1.48

96.54 2623.17 0.52 5.84 1.61 1.48

98.12 2623.17 0.52 5.88 1.62 1.48

99.70 2623.18 0.53 5.91 1.64 1.48

Crossing Discharge Data

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

Minimum Flow: 107.4 cfs

Design Flow: 150.7 cfs

Maximum Flow: 185 cfs

Table 4 - Summary of Culvert Flows at Crossing: 206+75 CMP

Headwater Elevation

(ft) Total Discharge (cfs) 2x60” Discharge (cfs) Roadway Discharge

(cfs) Iterations

2576.35 107.40 107.40 0.00 1

2576.46 115.16 115.16 0.00 1

2576.56 122.92 122.92 0.00 1

2576.66 130.68 130.68 0.00 1

2576.76 138.44 138.44 0.00 1

2576.85 146.20 146.20 0.00 1

2576.91 150.70 150.70 0.00 1

2577.05 161.72 161.72 0.00 1

2577.15 169.48 169.48 0.00 1

2577.25 177.24 177.24 0.00 1

2577.35 185.00 185.00 0.00 1

2578.50 268.13 268.13 0.00 Overtopping

Rating Curve Plot for Crossing: 206+75 CMP

Table 5 - Culvert Summary Table: 2x60"

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)

107.40 107.40 2576.35 1.955 0.0* 1-S2n 1.006 1.517 1.121 0.477 8.837 7.166

115.16 115.16 2576.46 2.057 0.0* 1-S2n 1.058 1.584 1.145 0.497 9.294 7.358

122.92 122.92 2576.56 2.158 0.0* 1-S2n 1.108 1.653 1.237 0.517 9.219 7.540

130.68 130.68 2576.66 2.257 0.073 1-S2n 1.158 1.718 1.272 0.536 9.538 7.718

138.44 138.44 2576.76 2.356 0.294 1-S2n 1.207 1.785 1.339 0.554 9.618 7.887

146.20 146.20 2576.85 2.454 0.516 1-S2n 1.256 1.845 1.388 0.573 9.815 8.049

150.70 150.70 2576.91 2.511 0.648 1-S2n 1.285 1.879 1.417 0.583 9.940 8.140

161.72 161.72 2577.05 2.650 0.984 1-S2n 1.355 1.961 1.473 0.608 10.293 8.358

169.48 169.48 2577.15 2.748 1.234 1-S2n 1.405 2.023 1.535 0.625 10.391 8.504

177.24 177.24 2577.25 2.846 1.488 1-S2n 1.456 2.079 1.627 0.642 10.299 8.648

185.00 185.00 2577.35 2.946 1.749 1-S2n 1.506 2.133 1.646 0.659 10.641 8.786

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 2574.40 ft, Outlet Elevation (invert): 2571.50 ft

Culvert Length: 42.10 ft, Culvert Slope: 0.0690

Culvert Performance Curve Plot: 2x60”

Water Surface Profile Plot for Culvert: 2x60”

Site Data - 2x60”

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 2572.40 ft

Outlet Station: 42.00 ft

Outlet Elevation: 2569.50 ft

Number of Barrels: 2

Culvert Data Summary - 2x60”

Barrel Shape: Circular

Barrel Diameter: 5.00 ft

Barrel Material: Corrugated Aluminum

Embedment: 24.00 in

Barrel Manning's n: 0.0310 (top and sides)

Manning's n: 0.0350 (bottom)

Culvert Type: Straight

Inlet Configuration: Beveled Edge

Inlet Depression: NONE

Table 6 - Downstream Channel Rating Curve (Crossing: 206+75 CMP)

Tailwater Channel Data - 206+75 CMP

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 30.00 ft

Side Slope (H:V): 3.00 (_:1)

Channel Slope: 0.0600

Channel Manning's n: 0.0300

Channel Invert Elevation: 2571.50 ft

Roadway Data for Crossing: 206+75 CMP

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 2578.50 ft

Roadway Surface: Paved

Roadway Top Width: 28.00 ft

Flow (cfs) Water Surface

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

107.40 2571.98 0.48 7.17 1.79 1.87

115.16 2572.00 0.50 7.36 1.86 1.88

122.92 2572.02 0.52 7.54 1.93 1.89

130.68 2572.04 0.54 7.72 2.01 1.90

138.44 2572.05 0.55 7.89 2.08 1.91

146.20 2572.07 0.57 8.05 2.14 1.92

150.70 2572.08 0.58 8.14 2.18 1.93

161.72 2572.11 0.61 8.36 2.28 1.94

169.48 2572.13 0.63 8.50 2.34 1.95

177.24 2572.14 0.64 8.65 2.40 1.96

185.00 2572.16 0.66 8.79 2.47 1.97