2012-08-13_Buchanan_Road_Final_Hydraulics_Report.pdf

FINAL HYDRAULICS RECOMMENDATIONS

BUCHANAN ROAD AND FISH HATCHERY ROAD

STANISLAUS NATIONAL FOREST, CALIFORNIA

CA PFH 191-1(1) AND 190-1(1)

Prepared by:

Technical Services Hydraulics

Central Federal Lands Highway Division

Lakewood, Colorado

Routing Sheet

Prepared by:

Gerald Blackler, PE

Hydraulic Engineer

Technical Services

Through:

Scott Hogan, PE

Hydraulic Team Leader

Technical Services

Prepared For:

Allen Grasmick

Project Manager

Table of Contents

Project Introduction

Summary of Recommendations

Overview of Project

Project Purpose and Scope

Project Location

Technical Analysis and Design

Hydrologic Analysis

Basin Delineation and Peak Flow Estimation

Hydraulic Analysis

Bridge Hydraulics

Scour Analysis and Abutment Protection

Channel Stability

Culvert Hydraulics

References

List of Figures

Figure 1 - Vicinity map showing Buchanan Road and Fish Hatchery Road improvement

Figure 2 - Plan view of the North Fork Tuolumne River showing the location of HEC-RAS model cross sections used

Figure 3 -View upstream along the Tuolumne River of Buchanan Road Bridge

Figure 4 - water surface profiles for the existing and proposed bridge configurations

List of Tables

Table 1 - Hydrologic parameters used in USGS regression equations

Table 2 - USGS regression equation computed peak discharges for the NF Tuolumne River and adjacent drainage areas

Table 3 - Buchanan and Fish Hatchery Road Culverts greater than or equal to 48 inch equivalent diameter

Table 4 - Summary of culvert hydraulic analysis

List of Appendices

Appendix A – Hydrologic Supporting Information

Appendix B –Bridge Drawings

Appendix C – Hydraulic Supporting Information

Appendix D – Project Photographs

1 Buchanan Road Final Hydraulics Recommendations Technical Services

PROJECT INTRODUCTION

This report summarizes the results of the preliminary hydraulic analysis and design completed to support the planned improvements of California Highways 191 (Buchanan Road) and 190 (Fish Hatchery Road), within the Stanislaus National Forest, Tuolumne County, California

SUMMARY OF RECOMMENDATIONS

The following bullets provide a brief summary of the hydraulic analysis and recommendations for the Buchanan Road and Fish Hatchery Road culvert crossings that are equal to or greater than 48 in. in diameter, and the Buchanan Mine Road Bridge over the North Fork Tuolumne River.

The proposed bridge replacement is located approximately 70 feet downstream of the existing bridge and spans the entire 100-year floodplain width with adverse impacts on the river hydraulics.

The proposed bridge configuration will actually cause a drop in the river water surface elevations by approximately 0.4 feet during a 50-year event and approximately 1.0 ft during a 100-year event.

Estimated potential scour depths at the proposed piers are approximately 4.7 ft, but the piers will be founded in bedrock, so scour is not a concern with respect to the foundations.

The proposed bridge configuration has more than 20 feet of freeboard above the 50-year design event.

The proposed bridge abutments are located outside of the 100 and 500 year limits. The east abutment will be socketed in bedrock that is exposed at the surface and the west abutment foundation will be founded in decomposed granite. The channel in the vicinity of the bridge is lined with large boulders and several bedrock outcrops. Riprap abutment protection is not necessary, but large boulders (3 ft minimum intermediate dimension) spaced at approximately 10 ft on center are recommended for all disturbed areas along the west bank. The boulders should be placed above the ordinary high water mark (OHWM) and below the 100-yr water surface elevation, roughly between El 2222.0 ft and El 2232.0 ft.

Only four culverts along the entire Buchanan Road / Fish Hatchery Road are 48 in. or larger in diameter. Corrosion and abrasion, and deterioration were noted along the inverts of each of these culverts, which would significantly reduce the remaining life of the culverts without repairs or replacement. The recommendations for each are summarized as follows:

o Buchanan Road Sta 136+32 – Line Existing 60” CMP with a close-fit lining (Cured in place pipe(CIPP) or HDPE fold-n-form). Add beveled entrance to the headwall if possible.

(This culvert is also referenced as Sta 197+90 on the Fish Hatchery Road plans) o Fish Hatchery Road Sta 232+77 – Line existing 48” CMP equivalent (38” x 57” ACMP) with a close-fit lining.

o Fish Hatchery Road Sta 260+90 – Replace existing 48” CMP with a 72” CMP o Fish Hatchery Road Sta 263+00 – Add concrete invert paving to existing 96”x72” ACMP

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OVERVIEW OF PROJECT

PROJECT PURPOSE AND SCOPE

The project will provide the public with safer access to the forest, as well as better access for fire suppression and other Forest Service administrative duties. Improvements on Buchanan Road will solve public access issues, alleviate some watershed problems, enhance roadway safety, and reduce maintenance costs. The overall project is scoped to provide the following:

Rehabilitate the existing 20-24-foot wide segment on Buchanan Road from MP 0.0 to MP 0.57.

Reconstruct the existing 18-20-foot wide segment to a 22-foot travel way from MP 0.57 to MP 2.5.

Reconstruct Bridge and realign intersection to provide better sight distance for traffic traveling toward Tuolumne at MP 2.6 Pavement rehabilitation (recycle/overlay) and minor slope repairs with no widening from MP 0.0 to MP 1.8 on Fish Hatchery Road (CA FH 190).

PROJECT LOCATION

The Buchanan Road Bridge, which is located at the split between the two projects (37°59'2.94" N, Long.

120°12'18.98" W), is a functionally obsolete single lane bridge that will be replaced with a new bridge that will correct the approach geometry and provide two lanes of traffic. The following sections provide discussions of the drainage basin hydrology, bridge hydraulic analysis, bridge scour and channel stability, and culvert analyses. Additional supporting documentation for each section, along with additional site photos, is included in the Appendices following the report. A map showing the location and limits of the project is provided below in Figure 1.

Figure 1 - Vicinity map showing Buchanan Road and Fish Hatchery Road improvement

3 Buchanan Road Final Hydraulics Recommendations Technical Services

In addition to one bridge within the project improvement limits that crosses the North Fork Tuolumne River, there are numerous side drainages and culvert crossings along the route. This report specifically addresses the hydrologic and hydraulic analyses for the bridge and those culverts that are equivalent to 48 inches in diameter or larger. There is one culvert of this size within the limits of the Buchanan Road improvements, while there are three along the Fish Hatchery Road reach.

TECHNICAL ANALYSIS AND DESIGN

HYDROLOGIC ANALYSIS

BASIN DELINEATION AND PEAK FLOW ESTIMATION

The Watershed Modeling System, (WMS) version 8.0 was used to delineate the tributary drainage basin for the bridge crossing as well as the tributary side drainages that cross Buchanan and Fish Hatchery Road before discharging into the NF Tuolumne.

The peak runoff from each drainage was estimated using the United Stated Geological Service (USGS) regression equations developed for the California, Sierra Region. These regression equations, for a range of return period flows, are shown below, Q2 = 0.24 A0.88 P1.58 H-0.80

Q5 = 1.20 A0.82 P1.37 H-0.64

Q10 = 2.63 A0.80 P1.25 H-0.58

Q25 = 6.55 A0.79 P1.12 H-0.52

Q50 = 10.4 A0.78 P1.06 H-0.48

Q100 = 15.7 A0.77 P1.02 H-0.43

Where: Qi = estimated peak discharge for the specified return period

A = basin drainage area in square miles

P = mean annual precipitation in inches

H = altitude index (average altitude in thousands of feet)

No recording stream gages were identified along this reach of the North Fork Tuolumne River that could be used to verify the computed flows. The results from the WMS analysis for the 2- through 500-year peak flows are summarized below in Table 1. Additional information is included in Appendix A.

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Table 3. Hydrologic parameters used in USGS regression equations

Drainage Concentration Point Drainage Area (square miles)

Mean Annual Precipitation

(inches)

Altitude Index (thousand ft)

Tuolumne River at Buchanan Rd 69.1 47.5 4.87

Fish Hatchery Rd Culvert at Sta 263+00 1.41 47.5 3.85

Fish Hatchery Rd Culvert at Sta 260+90 0.78 47.5 3.71

Fish Hatchery Rd Culvert at Sta 232+77 0.13 47.5 3.29

Buchanan Rd Culvert at Sta 136+20

(Fish Hatchery Road Sta 197+90) 0.93 47.5 3.30

Table 4. USGS regression equation computed peak discharges for the NF Tuolumne River and adjacent drainage areas

Recurrence Interval

(yrs)

Peak Flows (cfs)

Tuolumne River

FHR

263+00

FHR Sta 261+00

FHR Sta 232+77

BR Sta 136+20

2 1254 49 30 7 39

5 2785 133 84 21 104

10 3880 198 126 32 155

25 6166 322 206 53 251

50 7930 427 274 71 331

100 10642 588 379 100 455

500 17527 956 615 161 735

FHR = Fish Hatchery Road BR = Buchanan Road

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HYDRAULIC ANALYSIS

BRIDGE HYDRAULICS

The US Army Corps of Engineers (USACE) HEC-RAS River Analysis System, version 4.1.0 was used to evaluate the bridge hydraulics for both the existing and proposed bridge configurations. The hydrologic analysis results provided the input boundary conditions used in the hydraulic analysis to develop water surface profiles through the project reach.

The HEC-RAS model developed for the project reach extends approximately 1300 feet downstream and 300 feet upstream of the existing bridge. These limits were dictated by the extents of the available survey data and contour mapping. The channel cross section data used to compile the model were extracted from a digital terrain model (DTM) of the reach that was based on overbank LiDAR mapping and limited in-channel cross section surveys. An aerial view of the modeled reach, showing the selected cross section locations is shown in Figure 2.

The existing bridge, originally constructed in 1956, has been rated functionally obsolete with poor approach geometry and will be removed when the new bridge is complete. The bridge consists of a 105 feet, multiple span with vertical concrete abutments and two concrete piers. The minimum top of bridge (roadway) and low chord elevations are approximately 2246.0 feet and 2236.5 feet. The channel invert at the bridge is around elevation 2219.0 feet.

The proposed bridge has a total length of 170 feet and is separated into three spans that are partially supported by two piers located 50 feet from each abutment. The proposed bridge will be located approximately 70 feet downstream of the existing bridge (CL to CL). It will begin at road Sta 1+92.44 (right abutment) and will end at Sta 3+62.44 (left abutment). The bridge has a curvilinear alignment (as shown in Figure 2) and is super elevated on the upstream side. The bridge structure will consist of concrete abutments and precast, pre-stressed concrete girders. Low chord elevations at the right and left abutment are 2252 and 2257, respectively. The plan and cross section details for the proposed bridge that were provided by the bridge design team are included in Appendix B.

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A photograph of the existing bridge looking downstream is shown on the front cover of this report, and a view looking upstream is shown in Figure 3.

Figure 3 -View upstream along the Tuolumne River of Buchanan Road Bridge (flagging in center of picture indicates proposed bridge location)

The average river channel slope is fairly steep, at about 2 percent, which generally results in flow depths at or near critical depth. However, the channel resembles step- pool morphology, with shallow rock drops separated by deeper pool sections. The HEC-RAS mixed flow option was used to model the potential mixed flow regime (sub- and supercritical flow) along the modeled reach. Critical depth was assumed for the both the upstream and downstream boundary conditions

Manning’s n values used to represent the channel roughness in the model were 0.075 for the main channel and 0.1 for the overbank areas. These values were estimated by comparing conditions observed in the field with photos and calibrated roughness coefficients for similar channels evaluated by the USGS (1967).

Although the existing bridge configuration has little impact on the hydraulic conditions in the channel, the proposed bridge and bridge piers reduce the water surface elevations when compared to the existing bridge configuration. As shown in Figure 4, both bridge configurations pass the 50-year design flow as well as the major 100- and 500-year flood flows, but the proposed bridge will provide significantly greater freeboard. The existing water surface elevations immediately upstream of the bridge will be reduced approximately 0.4 feet for the design flow and up to 1.5 feet for the 500-year return flow.

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Figure 4. Water surface profiles for the existing and proposed bridge configurations

Average cross section velocities in the vicinity of the bridge are rather high, between 14 and 15 feet per second (fps). But the channel is stable and well protected with large boulders and several bedrock outcrops. Higher velocities around 17 fps are concentrated in the center of the channel, with lower velocities around 4 fps along the channel banks, during the 100-year flow. The results indicate that the flow predominantly remains subcritical, with Froude numbers averaging around 0.7 to 0.8. As shown in Figure 4, the average flow depth during the design flow event is approximately 12 feet. Additional hydraulic analysis results and plots are included in Appendix C.

SCOUR ANALYSIS AND ABUTMENT PROTECTION

Since the proposed bridge spans the entire channel and is located above 100-year floodplain there are no major flow constrictions caused by the bridge. This eliminates the need to account for contraction and abutment scour. Furthermore, no abutment protection is recommended for the new bridge because of the bridge’s height above the floodplain. The existing channel bank is lined with large boulders and exposed bedrock. It is recommended that all disturbed areas are restored to a similar condition. Along the west bank, placement of large boulders is recommended to protect the bankline and prevent erosion beneath the bridge. The boulders should have a 3 ft minimum intermediate dimension and spaced at approximately 10 ft on center are. They should be placed within the disturbed area above the ordinary high water mark (OHWM) and below the 100-yr water surface elevation, roughly between El 2222.0 ft and El 2232.0 ft.

Two piers will be located within the 100-year floodplain and will be susceptible to localized scour. The depth of this scour is determined by following methodology presented in Hydraulic Engineering Circular

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No. 18 (HEC 18). Total scour depth for the two piers is 4.7 feet, which is less than the recommended minimum design depth of 5 feet. The two 4 ft diameter piers will be socketed into durable bedrock with a drilled shaft foundation, so pier scour is not a concern.

CHANNEL STABILITY

The North Fork Tuolumne River is located in a mountain region with significant relief, steep side slopes, narrow floodplains, and coarse bed materials. No channel stability concerns were noted during the site field review or in previous inspections by other parties.

CULVERT HYDRAULICS

A total of four culverts along the Buchanan and Fish Hatchery Road improvement projects are equivalent to or larger than 48 inch in diameter, and were included in the following analysis. The remaining culverts within the project limits were evaluated by the roadway design team. The locations and descriptions of each of the four culverts are summarized in Table 3 while the hydraulic analysis is summarized in Table 4.

All of the culverts collect flow from the steep drainages west of the roadway and discharge onto steep slopes towards the Tuolumne River. Each of the culvert outlets are a considerable height above the river bed and would not be affected by water levels in the river. Given the steep culvert slopes and tailwater elevations below the culvert outlet, each of the culverts is expected to operate under inlet control conditions. As noted in Table 3, surveyed elevations for each of the culverts were not available. For the hydraulic evaluation, elevations were estimated from the 2 foot project contour mapping.

Table 3 - Buchanan and Fish Hatchery Road Culverts greater than or equal to 48 inch equivalent diameter

Culvert Location Culvert Description

Culvert length

(ft)

Culvert Slope

Upstream invert elevation* (ft)

Road overtopping elevation*

(ft)

Design Discharge

(25-yr) (cfs)

Fish Hatchery Rd Sta 263+00

72”x96” Arch CMP Concrete Headwall

Sq. edge 60 1.7 2423 2435 322

Fish Hatchery Rd Sta 260+90

48” CMP

Projecting 76 6.6 2431 2440 206

Fish Hatchery Rd Sta 232+77

38”x57” Arch CMP Concrete Headwall

Sq. edge 80 6.3 2375 2382 53

Buchanan Rd Sta 136+20 (Fish Hatchery Rd Sta 197+90)

60” CMP

Concrete Headwall

Sq. edge 68 4.4 2233 2250 251

* Elevations are approximate. Survey data not available, elevations estimated based on contour mapping

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Table 4 - Summary of culvert hydraulic analysis

Culvert Location

Culvert Description

Computed Headwater Elevation

(ft)

HW

(ft)

HW/D

Culvert Outlet

Velocity (fps)

Comments / Recommendations

Fish Hatchery Rd Sta 263+00

72”x96” Arch CMP 2429.77 6.8 1.14 11.3 Existing culvert size is adequate

Fish Hatchery Rd Sta 260+90

48” CMP 2440.35 9.4 2.59 16.7

Exceeds HW/D criteria Overtops roadway

Replace with 72” CMP equivalent projecting or a 60” CMP with concrete headwall and 1:1 beveled edge Fish Hatchery Rd Sta 232+77

38”x57” Arch CMP 2377.70 2.7 0.85 11.1 Existing culvert size is adequate

Buchanan Rd Sta 136+20 (Fish Hatchery Rd Sta 197+90)

60” CMP 2242.55 9.5 1.91 16.4

Exceeds HW/D criteria, but hydraulic conditions are within acceptable limits

With current and future estimated Average Daily Traffic (ADT) totals less than 1500 vehicles, both road segments are classified in the low standard road category. Consequently, the design standard for culvert discharge is a 25-year flow event, with a maximum headwater to depth ratio (HW/D) of 1.2. A summary of the HY-8 culvert hydraulic analysis is presented above in Table 4. Additional detailed culvert hydraulic analysis results and photos of each culvert are included in Appendix D.

As noted in Table 4, the culverts at Fish Hatchery Road Sta 232+77 and Sta 263+00 have sufficient hydraulic capacity, whereas the third culvert at FHR Sta 260+90 does not. To meet Federal Lands hydraulic criteria, this 48 inch culvert should be replaced with a 72 inch CMP or equivalent, with a projecting inlet. Alternatively, the pipe size could be reduced to a 60 inch CMP if a concrete headwall and a 1:1 beveled edge are used.

The Buchanan Road culvert at Sta 136+20 exceeds the allowable HW/D ratio, but not significantly, and it is not close to overtopping the roadway during the design event.

Significant corrosion was noted along the inverts at each of these four culverts that will significantly reduce the remaining operational life. Consequently, a close-fit lining is proposed for the round culverts at Sta 136+20 and 232+77, while a concrete invert lining is recommended for the arch culvert at Sta 263+00. The close-fit lining consists of either a cured in place pipe liner or a fold-n-form HDPE liner that maintain as much of the flow area as possible, while restoring the structural integrity of the culvert. Most close-fit linings are roughly ½” to ¾” thick. The culvert at 260+90 is recommended for replacement.

11 Buchanan Road Final Hydraulics Recommendations Technical Services

REFERENCES

Federal Lands Highway Project Development and Design Manual (PDDM), Federal Highway Administration, FHWA-DF-88-003, June 1996.

Hydrologic Watershed Modeling System, Version 8, Brigham Young University, Utah.

Hydrologic Engineering Center River Analysis System, HEC-RAS, Version 3.1.3, U.S. Army Corps of Engineers (USACE), May 2005.

National Summary of U.S. Geological Regional Regression Equations for Estimating Magnitude and Frequency of Floods for Ungaged Sites, 1993, USGS WRIR 94-4002.

Evaluating Scour at Bridges, HEC 18, Fourth Edition, Publication No. FHWA NHI 01-001, May 2001.

Stream Stability at Highway Structures HEC-20, Third Edition, Publication No. FHWA NHI 01-002, March 2001.

Bridge Scour and Stream Instability Countermeasures, HEC-23, Second Edition, Publication No. FHWA NHI 01-003, March 2001.

Roughness Characteristics of Natural Channels, United States Geological Survey Water Supply Paper 1849, Washington D.C., 1967.

Appendix A – Hydrologic Supporting Information

BR Sta 132+00

BR Sta 97+60

BR 89+80

BR 71+00

FHR Sta 213+00

FHR

233+00

FHR Sta 261+00

FHR Sta 263+00

CA PFH 191-1(1) Buchanan Road and Fish Hatchery Road - Culvert Hydrology

Culvert location: Buchanan Road Sta 71+00

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 54 Drainage Area DRNAREA 0.02 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.069 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 1 2 0 92 Rural 5 5 0 85 Rural 7 10 0 69 Rural 13 25 0 78 Rural 17 50 0 92 Rural 24 100 0 100 Rural 40 500 0 0

Culvert location: Buchanan Road Sta 89+80

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 53 Drainage Area DRNAREA 0.07 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.113 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 4 2 0 92 Rural 13 5 0 85 Rural 20 10 0 69 Rural 34 25 0 78 Rural 45 50 0 92 Rural 64 100 0 100 Rural 103 500 0 0

Culvert location: Buchanan Road Sta 97+60

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 52 Drainage Area DRNAREA 0.177 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.227 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 9 2 0 92 Rural 27 5 0 85 Rural 42 10 0 69 Rural 68 25 0 78 Rural 92 50 0 92 Rural 128 100 0 100 Rural 207 500 0 0

Culvert location: Buchanan Road Sta 136+20

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 51 Drainage Area DRNAREA 0.929 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.302 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 39 2 0 92 Rural 104 5 0 85 Rural 155 10 0 69 Rural 251 25 0 78 Rural 331 50 0 92 Rural 455 100 0 100 Rural 735 500 0 0

Culvert location: Fish Hatchery Road Sta 213+00

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 50 Drainage Area DRNAREA 0.058 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 2.99 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 4 2 0 92 Rural 11 5 0 85 Rural 18 10 0 69 Rural 30 25 0 78 Rural 40 50 0 92 Rural 56 100 0 100 Rural 90 500 0 0

Culvert location: Fish Hatchery Road Sta 232+77

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 49 Drainage Area DRNAREA 0.129 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.294 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 7 2 0 92 Rural 21 5 0 85 Rural 32 10 0 69 Rural 53 25 0 78 Rural 71 50 0 92 Rural 100 100 0 100 Rural 161 500 0 0

Culvert location: Fish Hatchery Road Sta 260+90

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 48 Drainage Area DRNAREA 0.781 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.71 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 30 2 0 92 Rural 84 5 0 85 Rural 126 10 0 69 Rural 206 25 0 78 Rural 274 50 0 92 Rural 379 100 0 100 Rural 615 500 0 0

Culvert location: Fish Hatchery Road Sta 263+00

Basin areas and flows computed using WMS V8.0 WMS National Flood Frequency Regression Equation Analysis Reference: USGS Resources Investigations Report 94-4002

NFF Regression Analysis Summary:

Input Parameters:

State: California Crippen and Bue Region: None

Region: Sierra Region Variable values:

Variable Name Abbreviation Value Units Minimum Maximum Basin ID 47 Drainage Area DRNAREA 1.411 mi2 0.14 9020 Mean Annual Precipitation PRECIP 47.5 in 7 85 Altitude Index ALTIND 3.85 thousand feet 0.1 9.7

Output:

Type Peak [cfs] Recurrence [years]

Equivalent Years Error [%]

Rural 49 2 0 92 Rural 133 5 0 85 Rural 198 10 0 69 Rural 322 25 0 78 Rural 427 50 0 92 Rural 588 100 0 100 Rural 956 500 0 0

Appendix B –Bridge Drawings

Appendix C – Hydraulic Supporting Information

Subject

Project ID

Engineer

1.) Select English or Metric Units English

2.) Input Parameters

Pier Scour Worksheet

CA 191‐1(1) Buchanan Road

Gerald Blackler, Project Engineer

Pier Scour Depth y 8.45 (ft) Depth of Flow Upstream of Pier a 4.00 (ft) Pier Width

V 1 6.10 (ft/sec) Approach Velocity

K u 11.17 Correction for unit Conversion

K 1 1.10 Correction Factor for Pier Shape

K 2 1.00 Correction Factor for Angle of Attack

K 3 1 10 Correction Factor for Bed ConditionK 3 1.10 Correction Factor for Bed Condition

D50 0.25 (ft) Grain size for which 50 percent is passing

D90 1.25 (ft) Grain size for which 90 percent is passing

3.) Computed Parameters

V c‐D50 10.04 (ft/sec) Critical velocity for incipient motion of D50

V c‐D95 17.17 (ft/sec) Critical velocity for incipient motion of D90

V ic‐D50 5.59 (ft/sec) Approach velocity to initiate scour of D50V ic‐D50 5.59 (ft/sec) Approach velocity to initiate scour of D50

V ic‐D95 10.41 (ft/sec) Approach velocity to initiate scour of D90

V R 10.61

K 4 0.57 Correction Factor for Bed Armoring

F R 0.37 Fr=V1/(gy) 0.5

Pier Scour Depth = 4.67 (ft)

Notes:

1.) For Froude numbers less than 0.8 the scour depth must be less than 2.4 times the pier width.

2.) For Froude numbers greater than 0.8 the scour depth must be less than 3.0 times the pier width.

3.) This worksheet follows methodology presented in Chapter 6 of HEC‐18 for Local Pier Scour

0 500 1000 1500

Buchanan Road Bridge-17mar2011 Plan: 1) new 3/21/2011 2) Existg Brdg 3/21/2011

Main Channel Distance (Profile View) (ft)

E le va tio n (f t)

Legend

WS 500-yr - new

WS 500-yr - Existg Brdg

WS 100-yr - new

WS 100-yr - Existg Brdg

WS 50-yr - new

WS 50-yr - Existg Brdg

WS 25-yr - new

WS 25-yr - Existg Brdg

WS 10-yr - Existg Brdg

WS 10-yr - new

WS 5-yr - Existg Brdg

WS 5-yr - new

WS 2-yr - new

WS 2-yr - Existg Brdg

Ground

Ground

Tuolomne River North Fork

No Data for Plot

0 50 100 150 200 250

Buchanan Road Bridge-17mar2011 Plan: New Bridge 17-mar 3/21/2011

Station (looking downstream) (ft) E le va tio n

(f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n

(f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300

Buchanan Road Bridge-17mar2011 Plan: New Bridge 17-mar 3/21/2011

Existing Bridge Location

Station (looking downstream) (ft)

E le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n

(f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300

Buchanan Road Bridge-17mar2011 Plan: New Bridge 17-mar 3/21/2011

New Bridge - based on Cross Section from 17Mar2011

Station (looking downstream) (ft)

E le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Ineff

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Ineff

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Ineff

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Ineff le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n

(f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 350 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 350 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n

(f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n

(f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 350 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 350 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 300 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

Bank Sta

.1 .075 .1

0 50 100 150 200 250 le va tio n (f t)

Legend

WS 500-yr

WS 100-yr

WS 50-yr

WS 25-yr

WS 10-yr

WS 5-yr

WS 2-yr

Ground

HEC-RAS Plan: new River: Tuolomne River Reach: North Fork

Reach River Sta Profile Q Total Vel Chnl W.S. Elev Min Ch El Hydr Depth C

(cfs) (ft/s) (ft) (ft) (ft)

North Fork 1391.8 2-yr 1254.00 6.07 2224.06 2218.64 3.94

North Fork 1391.8 50-yr 7930.00 10.63 2231.99 2218.64 10.13

North Fork 1391.8 100-yr 10642.00 11.40 2234.40 2218.64 12.54

North Fork 1376.9 2-yr 1254.00 6.49 2223.62 2218.51 3.80

North Fork 1376.9 50-yr 7930.00 12.26 2231.02 2218.51 10.24

North Fork 1376.9 100-yr 10642.00 13.10 2233.42 2218.51 12.64

North Fork 1350 BR U 2-yr 1254.00 6.59 2223.56 2218.51 3.76

North Fork 1350 BR U 50-yr 7930.00 13.90 2230.06 2218.51 9.36

North Fork 1350 BR U 100-yr 10642.00 15.86 2231.68 2218.51 10.98

North Fork 1350 BR D 2-yr 1254.00 4.81 2223.42 2217.40 4.71

North Fork 1350 BR D 50-yr 7930.00 12.78 2229.33 2217.40 9.93

North Fork 1350 BR D 100-yr 10642.00 14.82 2230.84 2217.40 11.43

North Fork 1335.0 2-yr 1254.00 4.82 2223.38 2217.40 4.48

North Fork 1335.0 50-yr 7930.00 12.27 2229.34 2217.40 9.72

North Fork 1335.0 100-yr 10642.00 14.15 2230.88 2217.40 11.26

North Fork 1277.5 2-yr 1254.00 5.03 2221.88 2216.68 3.52

North Fork 1277.5 50-yr 7930.00 9.89 2228.85 2216.68 9.44

North Fork 1277.5 100-yr 10642.00 11.30 2230.48 2216.68 11.08

Scott.Hogan Highlight

Scott.Hogan Highlight

Scott.Hogan Highlight

Scott.Hogan Highlight

Scott.Hogan Highlight

Scott.Hogan Typewritten Text Bridge Hydraulics Summary Table for proposed bridge

Scott.Hogan Typewritten Text

Scott.Hogan Typewritten Text

Scott.Hogan Typewritten Text

HY-8 Culvert Analysis Report

Table 2 - Culvert Summary Table: 60" CMP 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 2233.00 0.000 0.000 0-NF 0.000 0.000 0.000 2.000 0.000 0.000

45.50 45.50 2235.52 2.522 0.0* 1-S2n 1.303 1.886 1.303 2.000 11.084 0.000

91.00 91.00 2236.86 3.862 0.0* 1-S2n 1.892 2.709 1.946 2.000 12.859 0.000

136.50 136.50 2238.14 5.139 1.468 5-S2n 2.376 3.345 2.455 2.000 14.227 0.000

182.00 182.00 2239.61 6.613 3.473 5-S2n 2.829 3.863 2.932 2.000 15.212 0.000

227.50 227.50 2241.44 8.441 6.318 5-S2n 3.285 4.267 3.398 2.000 16.027 0.000

251.00 251.00 2242.55 9.550 4.821 5-S2n 3.529 4.430 3.643 2.000 16.408 0.000

318.50 318.50 2246.39 13.389 11.092 7-M2c 5.000 4.729 4.729 2.000 16.570 0.000

364.00 364.00 2249.59 16.592 14.511 6-FFc 5.000 5.000 5.000 2.000 18.538 0.000

409.50 370.34 2250.09 17.088 14.951 6-FFc 5.000 5.000 5.000 2.000 18.861 0.000

455.00 371.10 2250.15 17.147 15.003 6-FFc 5.000 5.000 5.000 2.000 18.900 0.000

Water Surface Profile Plot for Culvert: 60" CMP

Site Data - 60" CMP

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 2233.00 ft

Outlet Station: 68.00 ft

Outlet Elevation: 2230.00 ft

Number of Barrels: 1

Culvert Data Summary - 60" CMP

Barrel Shape: Circular

Barrel Diameter: 5.00 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 5 - Culvert Summary Table: Arch CMP 38"x57"

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 2375.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

10.00 10.00 2375.96 0.962 0.0* 1-S2n 0.417 0.673 0.417 0.000 7.594 0.000

20.00 20.00 2376.43 1.432 0.0* 1-S2n 0.620 0.988 0.620 0.000 9.163 0.000

30.00 30.00 2376.85 1.851 0.0* 1-S2n 0.761 1.242 0.761 0.000 10.606 0.000

40.00 40.00 2377.23 2.234 0.0* 1-S2n 0.896 1.461 0.896 0.000 11.561 0.000

50.00 50.00 2377.60 2.597 0.0* 1-S2n 1.019 1.662 1.035 0.000 12.167 0.000

53.00 53.00 2377.70 2.705 0.0* 1-S2n 1.053 1.719 1.053 0.000 12.639 0.000

70.00 70.00 2378.35 3.346 0.0* 5-S2n 1.246 2.019 1.246 0.000 13.717 0.000

80.00 80.00 2378.77 3.767 0.0* 5-S2n 1.355 2.177 1.355 0.000 14.272 0.000

90.00 90.00 2379.23 4.234 0.0* 5-S2n 1.462 2.323 1.492 0.000 14.433 0.000

100.00 100.00 2379.75 4.755 0.612 5-S2n 1.570 2.457 1.605 0.000 14.809 0.000

Water Surface Profile Plot for Culvert: Arch CMP 38"x57"

Site Data - Arch CMP 38"x57"

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 2375.00 ft

Outlet Station: 80.00 ft

Outlet Elevation: 2370.00 ft

Number of Barrels: 1

Culvert Data Summary - Arch CMP 38"x57"

Barrel Shape: Pipe Arch

Barrel Span: 57.00 in

Barrel Rise: 38.00 in

Barrel Material: Steel or Aluminum

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Headwall

Table 8 - Culvert Summary Table: 48" CMP

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 2431.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

37.90 37.90 2433.70 2.700 0.0* 1-S2n 1.177 1.835 1.177 0.000 12.264 0.000

75.80 75.80 2435.45 4.454 0.0* 5-S2n 1.703 2.635 1.703 0.000 14.851 0.000

113.70 113.70 2437.81 6.815 1.667 5-S2n 2.160 3.219 2.216 0.000 15.919 0.000

151.60 140.32 2440.11 9.112 4.751 5-S2n 2.472 3.512 2.544 0.000 16.662 0.000

189.50 142.14 2440.29 9.292 5.058 5-S2n 2.494 3.528 2.566 0.000 16.713 0.000

206.00 142.76 2440.35 9.353 2.779 5-S2n 2.502 3.533 2.573 0.000 16.732 0.000

265.30 144.64 2440.54 9.542 5.292 5-S2n 2.524 3.553 2.596 0.000 16.784 0.000

303.20 145.66 2440.65 9.646 5.395 5-S2n 2.537 3.562 2.607 0.000 16.816 0.000

341.10 146.62 2440.74 9.744 5.486 5-S2n 2.548 3.570 2.618 0.000 16.847 0.000

379.00 147.50 2440.83 9.835 5.571 5-S2n 2.559 3.578 2.628 0.000 16.876 0.000

Water Surface Profile Plot for Culvert: 48" CMP

Site Data - 48" CMP

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 2431.00 ft

Outlet Station: 76.00 ft

Outlet Elevation: 2426.00 ft

Number of Barrels: 1

Culvert Data Summary - 48" CMP

Barrel Shape: Circular

Barrel Diameter: 4.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Thin Edge Projecting

Table 11 - Culvert Summary Table: Arch CMP 72"x 96"

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 2423.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

58.80 58.80 2425.17 2.167 0.601 1-S2n 1.398 1.526 1.398 0.000 6.860 0.000

117.60 117.60 2426.24 3.242 0.828 1-S2n 2.040 2.224 2.040 0.000 8.475 0.000

176.40 176.40 2427.19 4.187 1.903 1-S2n 2.588 2.775 2.597 0.000 9.498 0.000

235.20 235.20 2428.05 5.052 2.981 1-S2n 3.116 3.259 3.116 0.000 10.296 0.000

294.00 294.00 2428.93 5.929 4.144 5-S2n 3.663 3.670 3.663 0.000 10.831 0.000

322.00 322.00 2429.77 6.371 6.770 7-M2c 3.946 3.861 3.861 0.000 11.241 0.000

411.60 411.60 2431.05 7.972 8.051 7-M2c 5.252 4.413 4.413 0.000 12.677 0.000

470.40 470.40 2432.22 9.219 9.082 7-M2c 5.917 4.723 4.723 0.000 13.675 0.000

529.20 529.20 2433.64 10.643 10.535 7-M2c 5.917 4.988 4.988 0.000 14.746 0.000

588.00 581.91 2435.07 12.074 11.958 7-M2c 5.917 5.185 5.185 0.000 15.776 0.000

Water Surface Profile Plot for Culvert: Arch CMP 72"x 96"

Site Data - Arch CMP 72"x 96"

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 2423.00 ft

Outlet Station: 60.00 ft

Outlet Elevation: 2422.00 ft

Number of Barrels: 1

Culvert Data Summary - Arch CMP 72"x 96"

Barrel Shape: Pipe Arch

Barrel Span: 103.00 in

Barrel Rise: 71.00 in

Barrel Material: Steel or Aluminum

Embedment: 0.00 in

Barrel Manning's n: 0.0280

Culvert Type: Straight

Inlet Configuration: Headwall

Appendix D – Project Photographs

Buchanan Road Sta 136+20 –60” CMP Inlet

Buchanan Road Sta 136+20 –60” CMP Outlet

Fish Hatchery Road Sta 232+77 – 38”x57” Arch CMP Inlet

Fish Hatchery Road Sta 232+77 – 38”x57” Arch CMP View inside of pipe

Fish Hatchery Road Sta 260+90 – 48” CMP Inlet

Fish Hatchery Road Sta 260+90 – 48” CMP View inside of pipe

Fish Hatchery Road Sta 263+00 – 72”x96” Arch CMP Inlet

Fish Hatchery Road Sta 263+00 – 72”x96” Arch CMP Inlet