RFI_Att_4_-_Hydrologic_and_Hydraulic_Report_Redacted.pdf

HYDROLOGIC AND HYDRAULIC REPORT

Bridge FAC#221 over Hutchinson Creek

Bridge FAC#222 over Hutchinson Creek (Branch)

Air Combat Command Beale US Air Force Base 9th Civil Engineer Squadron Contract: FA468617C0003 Wheatland Gate Bridges Bridges #221 and #222

Submitted to:

Air Combat Command Beale US Air Force Base 9th Civil Engineer Squadron

May 2017

Wheatland Gate Bridges Replacement Project Bridges FAC#221 and FAC#222 Over Hutchinson Creek on South Beale Road 1

Wheatland Gate Bridge Replacement Project – Hydrologic and Hydraulic Report

TABLE OF CONTENTS

1. STATEMENT OF QUALIFICATIONS

2. EXECUTIVE SUMMARY

3. EXISTING CONDITIONS

3.1 LAND USE

3.2 SOILS

3.3 GROUNDWATER

3.4 TOPOGRAPHY/DRAINAGE PATTERNS

3.5 FLOODING

3.6 EXISTING DRAINAGE FACILITIES

4. PROPOSED DRAINAGE FACILITIES

4.1 ROADWAY AND BRIDGE DECK DRAINAGE

4.1.1 Hydrologic Analysis

4.1.2 Hydraulic Analysis

5. BRIDGE HYDRAULICS

5.1 DESIGN CRITERIA

5.2 HYDRAULIC MODEL

5.2.1 Cross Sections

5.2.2 Manning’s n

5.2.3 Expansion/Contraction Coefficients

5.2.4 Flows

5.3 MODEL RESULTS

5.4 SCOUR ANALYSIS

5.4.1 Geotechnical Data

5.4.2 Hydraulic Data

5.5 SCOUR RESULTS

6. REFERENCES

APPENDIX A: On-Site Drainage Analysis APPENDIX B: Hydrology – Hutchinson Creek APPENDIX C: Hydraulic Analysis – Hutchinson Creek APPENDIX D: Scour Analysis

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Wheatland Gate Bridge Replacement Project – Hydrologic and Hydraulic Report

1. STATEMENT OF QUALIFICATIONS

This report has been prepared by or under the supervision of the following Registered Engineer.

The Registered Civil Engineer attests to the technical information contained herein and has judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based.

Ryan Neves, P.E.

May 26, 2017 Date

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

2. EXECUTIVE SUMMARY

The 9th Civil Engineer Squadron, Beale AFB, proposes to replace the Wheatland Gate bridges, FAC#221 and FAC#222, located on South Beale Road in the City of Wheatland, Yuba County (Figure 1). Bridge FAC#221 is a 5-span structure approximately 75’ long. Bridge FAC#222 is a 4-span structure approximately 60’ long. Both existing structures are structurally deficient, internally deteriorating timber bridges founded on shallow concrete spread footings. The project will replace these bridges with single span, precast concrete bridges founded on driven piling with concrete abutments extending below the anticipated scour depths (Figures 4 and 5). The replacement bridges will have improved hydraulic capacity and will be built to current design standards (Caltrans, FHWA and AASHTO).

Improvements will also be made to approximately 150 feet of the existing two-lane South Beale Road approach at each end of each bridge. These improvements include drainage, guardrail, and lane and shoulder width in accordance with current design standards.

This Hydrologic and Hydraulic Report supports the final design of the Wheatland Gate Bridges Replacement Project with an evaluation of the existing and proposed Hutchinson Creek and Hutchinson Creek branch bridges. The report shows that all scour, freeboard, bridge and roadway drainage, as required by Federal Highway Administration (FHWA), is met by the proposed design.

Flow from the Hutchinson Creek watershed is split between the two bridges (Figure 2). Bridge FAC#221 crosses at Hutchinson Creek and Bridge FAC#222 crosses a branch of Hutchinson Creek. Bridge FAC#221 receives the majority of the flow during storm events and Bridges #222 receives overflow from Hutchinson Creek.

Several upstream detention facilities present within the contributing watershed were omitted from the hydrologic analysis to provide a conservative hydraulic analysis of the proposed bridge replacements (Figure 3).

A railroad line runs parallel to and upstream of South Beale Road. This line has two bridges of similar size to the existing FAC#221 and FAC#222. As a conservative measure, the analysis in this report accounts for the future removal of these railroad bridges. Accounting for the removal of the railroad bridges ensures that the proposed replacement bridges will continue to meet the design criteria in the future even if the railroad bridges are replaced by a clear span design or removed entirely.

This project is underlain by Group C soils with moderate-high runoff potential. The on-site runoff will collect along asphalt dikes on either side of the proposed bridges and flow into corrugated metal pipe downdrains sized to accommodate a 10-year storm event. The Federal Emergency Management Agency (FEMA) maps show that the project site is located in an area for which flooding potential is undetermined.

The following tables summarize the hydrologic, hydraulic, and scour results for the two bridges being replaced as part of this project.

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

Table 1: Design Flows

Flow Frequency Bridge #221 Flow (cfs)

Bridge #222 Flow (cfs)

10-Year 2,290 850

50-Year 2,840 1,540

100-Year 3,075 1,745

Table 2: Hydraulic Analysis Results Summary

Bridge Minimum

Soffit Elevation

50-Year

WSEL

100-Year

WSEL

50-Year 100-Year

Freeboard (ft)

Freeboard Required

(ft)

Freeboard (ft)

Freeboard Required

(ft)

221 97.0 93.5 93.9 3.5 2.0 3.1 Clear Soffit

222 96.7 93.3 93.7 3.4 2.0 3.0 Clear Soffit

Table 3: 100-Year Event Estimated Scour Depths

Location Long-Term Bed Change

(ft)

Contraction Scour

(ft)

Local Scour

(ft)

Total Scour Depth

(ft)

Elevation of Total

Maximum Scour

Bridge

Abutment 1 0.0 0.2 6.7 6.9 86.6

Abutment 2 0.0 0.2 6.3 6.5 86.8

Bridge

Abutment 1 0.0 0.6 4.7 5.3 88.2

Abutment 2 0.0 0.2 3.6 3.8 89.7

I 0 2 4 6 8 10

Miles

Source: ESRI 2008;

Beale AFB

Y U B A

B U T T E

N E V A D A

S U T T E R

P L A C E R

S I E R R A

P L U M A S

E L D O R A D O

§̈¦80

§̈¦80

UV49

UV99

UV70

UV20

UV162

UV174

UV113

UV65

UV191

UV49

UV49

UV162

UV70

UV65

UV99

UV20

UV70

UV99

UV49

UV49

UV162

UV99

UV20

UV70

UV70

UV20

UV99

UV65

Plumas National Forest

Lake Oroville State Rec AreaLake Oroville State Rec Area

Auburn State Recreation AreaAuburn State Recreation Area

Malakoff Diggings St Hist ParkMalakoff Diggings St Hist Park

Empire Mine State Hist ParkEmpire Mine State Hist Park Condon ParkCondon Park

Pioneer ParkPioneer Park

V:\

Be ale

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FIGURE 1

Project Vicinity

Bridges 221 and 222 Replacement Project Beale Air Force Base, Yuba County, California

PACIFIC

OCEAN

Yuba County

Project Location

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

3. EXISTING CONDITIONS

3.1 Land Use

The area adjacent to South Beale Road consists of undeveloped vegetated floodplain (Figure 6) and isolated service developments such as a truck inspection outpost and a waste water treatment facility. An adjacent railroad track runs parallel to South Beale Road approximately 70 feet to the east.

Table 4: Project Soil Types

Map Unit Symbol Soil Name

Hydrologic Soil Groups Percentage of Total Project Area A B C D

141 Conejo Loam - - 87.9% - 101 Aiken-Horseshoe Complex - - 6.8% - 203 Perkins Loam - - 5.3% -

TOTAL 0% 0% 100% 0%

Figure 6: Project Site Land Use

3.2 Soils

Based on the Natural Resource Conservation Service (NRCS) Web Soil Survey, the primary soil types found at the project site are Conejo Loam, Aiken-Horseshoe Complex, and Perkins Loam.

As shown in Table 4, all three soil types are classified as Hydrologic Soil Group (HSG) C. These soils are characterized having a slow infiltration rate when thoroughly wet. They consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

3.3 Groundwater

Four exploratory borings were taken, adjacent to each of the proposed abutments at both bridges.

Groundwater was encountered in all borings at depths between 12 and 18 feet. These depths are generally coincident with the observed water elevation in the adjacent creek channels.

3.4 Topography/Drainage Patterns

The project site ranges in elevation from approximately 83 to 97 feet (NGVD 29) and is located in the Central Valley of California. The surrounding topography consists of undeveloped land that slopes generally to the west.

Hutchinson Creek, which is crossed by bridge FAC# 221, receives flow from an upstream, low-head dam as well as other small tributaries located within the watershed. Bridge FAC# 222 provides a crossing for a branch of Hutchinson Creek approximately 1,300 feet south of Hutchinson Creek.

3.5 Flooding

The FEMA Flood Insurance Rate Map (FIRM) for the project area shows that the majority of the project area is located within Zone D, an area where flood hazards are undetermined. Figure 7 shows the FIRM for the project area.

3.6 Existing Drainage Facilities

Within each bridge, storm water flows from the crown of the road and away from the highpoint of each bridge. Runoff sheet flows directly from the roadway onto adjacent land or over the bridge deck via scuppers into Hutchinson Creek and its southern branch.

Figure 7: FEMA Flood Map #06115C0450D

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

4. PROPOSED DRAINAGE FACILITIES

4.1 Roadway and Bridge Deck Drainage

The proposed roadways will sheet flow from the roadway centerline to asphalt dikes at the edge of the roadway. Concentrated flow along the asphalt dikes will then flow away from the high point of each bridge and flow into 18” downdrains where runoff will outfall onto rock slope protection at the toe of the embankments.

To determine the spread of flow along the dikes and the need for drainage inlets, a hydrologic analysis was conducted for the on-site project areas.

4.1.1 Hydrologic Analysis

The hydrologic design criteria is in accordance with Chapter 7 of the FHWA’s Urban Drainage Design Manual Hydraulic Engineering Circular (HEC) No. 22.

Design Frequency: 10-year storm for roadway

Time of Concentration: Based on the small watershed areas tributary to the downdrains, a 5-minute time of concentration is assumed for all sites.

Peak Discharge – The Rational Method was used to estimate the peak discharge (Q) for the downdrains. The Rational Method is defined by the following formula:

Q = CiA, where

Q = design discharge (in cubic feet per second) C = coefficient of runoff = 0.95 for asphalt i = rainfall intensity for the selected frequency and for a duration equal to the time of concentration (in inches per hour).

A = drainage area (acres)

The rainfall intensities (i) were determined using the NOAA Atlas 14, Volume 6, Version 2. The NOAA intensity data for the project site is included in Appendix A.

4.1.2 Hydraulic Analysis

Chapter 4 of the FHWA’s HEC-22 requires that storm runoff flowing along the bridge/roadway not exceed a half-lane encroachment onto the travel lane during the 10-year storm. In the proposed condition, this is equivalent to 10 feet from the dike. Based on a hydraulic analysis completed using FlowMaster, the spreaded width is less than 6 feet throughout each of the project sites. As a result, deck drains on the bridges or additional inlets are not required to meet the surface flow spread criteria. Downdrains were sized to pass the 10-year flow.

Spreaded width calculations and downdrain calculations as well as roadway drainage exhibits showing surface flow paths are included in Appendix A.

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

5. BRIDGE HYDRAULICS

South Beale Road currently crosses both Hutchinson Creek and a branch of Hutchinson Creek on 3-span, timber construction truss bridges supported by square timber piers set within the main channels of each crossing. The proposed project will construct two single-span, structurally independent bridges in the place of the existing bridges. The new bridges will match the existing bridges in length and profile but will be supported by concrete abutments set back from the main channels of each crossing so as to provide unobstructed flow for each of the waterways.

The following hydraulic analysis was conducted to verify compliance with freeboard requirements, confirm that the proposed improvements will not cause flooding upstream, and to serve as a basis for the scour analysis.

5.1 Design Criteria

The bridge freeboard requirements applicable to the project, and incorporated into the design, are the FHWA criteria, summarized as follows:

• Bridges should be designed such that the 100-year water surface elevation (WSEL) does not rise more than one foot above existing conditions.

• Bridges should pass the 50-year storm event with a minimum 2 feet of freeboard.

5.2 Hydraulic Model

The steady-state HEC RAS model for the two bridge openings was used as the basis for the Wheatland Bridges Replacement Project hydraulic analysis. The following sections describe how the modeling parameters were addressed in the model.

5.2.1 Cross Sections

The channel geometry for each hydraulic model was developed using a combination of topographic survey data as well as LIDAR data. Channel cross sections were defined perpendicular to the direction of flow. The cross sections for each model are found in Appendix C.

5.2.2 Manning’s n

The existing creeks are unlined, clean, and uniform with grass-vegetated side slopes. Overbank areas are similarly vegetated with few trees or other obstructions. As a result, a Manning’s ‘n’ value of 0.03 was used for both the channel and overbank areas.

5.2.3 Expansion/Contraction Coefficients

The expansion and contraction coefficients were set to 0.3 and 0.1, respectively, along the entire HEC-RAS model limits. These values were selected because they describe a channel with gradual transitions between cross-sections.

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

At the bridges with abutments that are impacted by the design flows, expansion and contraction coefficients of 0.5 and 0.3, respectively, were selected to represent a more abrupt transition through the bridge.

5.2.4 Flows

At the bridge sites, there is no published flow data available. Flow values for the 10-, 50-, and 100-year flows were determined using the USGS StreamStats web application which has the ability to delineate watersheds and calculate flows based on the USGS regression equations.

Regional regression equations are an extrapolation of data from nearby watersheds with similar hydrologic, physiographic, and climatological characteristics. The StreamStats flow data provides conservative flow values that encompass the entire watershed without taking into account the detention of flow at the existing dams upstream from the bridge and Hutchinson Creek, as well as the natural storage and detention from the general topography of the watershed.

The flow values for the design frequencies at the Hutchinson Creek Bridge are provided in Table 5.

Table 5: Hutchinson Creek Flows at South Beale Road

Flow Frequency Flow (cfs)

10-Year 3,140 50-Year 4,380

100-Year 4,820

These design flows in the main branch of Hutchinson Creek exceed the existing creek capacity.

Under the design flows, the existing banks would overtop and the flow would spread across the floodplain, with a majority of it contributing to the Hutchinson Creek tributary that Bridge #222 crosses over. Because this overtopping occurs upstream of the current hydraulic model limits, separate weir calculations were performed in order to determine the amount of flow that would stay within Hutchinson Creek and that which would exceed the banks and spread across the floodplain. To be conservative, it was assumed that the full flow leaving the main channel of Hutchinson Creek would be tributary to the Bridge #222 shed to the south. The resulting peak flows tributary to each bridge site within the HEC-RAS model were determined to be as shown in Table 6.

Table 6: Design Flows

Flow Frequency Bridge #221 Flow (cfs)

Bridge #222 Flow (cfs)

10-Year 2,290 850 50-Year 2,840 1,540 100-Year 3,075 1,745

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

5.3 Model Results

The design water surface elevations, minimum soffit elevations, and available freeboard for the proposed bridges for the 50-year design storm flow are summarized in Table 7, and a comparison of existing and proposed water surface elevations during the 100-year design storm is provided in Table 8.

The results of the hydraulic analyses show that each bridge will have greater than the required two feet of freeboard during the 50-year condition, in accordance with FHWA standards. In addition, the change in water surface elevation does not exceed 1 foot, meeting FHWA criteria (See Table 7.)

Table 7: Hydraulic Analysis Results Summary

Bridge Minimum

Soffit Elevation

50-Year

WSEL

100-Year

WSEL

50-Year 100-Year

Freeboard (ft)

Freeboard Required

(ft)

Freeboard (ft)

Freeboard Required

(ft) 221 97.0 93.5 93.9 3.5 2.0 3.1 Clear Soffit 222 96.7 93.3 93.7 3.4 2.0 3.0 Clear Soffit

Table 8: 100-Year Water Surface Elevation Summary

Bridge River Station (US of Proposed Bridge)

Existing 100yr

WSEL

Proposed 100yr

WSEL

Change (ft)

221 4060.2 94.2 93.9 -0.3 222 4894 93.9 93.7 -0.2

Detailed hydraulic results from all design storm events, as well as a comparison table including existing and proposed water surface elevations for all non-interpolated sections at each bridge and for each storm event can be found in Appendix C.

5.4 Scour Analysis

To determine the anticipated depth of scour for the proposed bridge design, scour calculations were performed in HEC-RAS based upon the methods outlined in Hydraulic Engineering Circular No. 18 and 20 (FHWA, 1995). The parameters used to calculate scour include geotechnical soil data and hydraulic information.

5.4.1 Geotechnical Data

Geotechnical information at the project site was obtained from the geotechnical borings performed by Consultants in April 2017. Particle sizes for D50 and D90 were obtained from the grain size distribution curves for each of the borings at a depth equivalent to the creek bed.

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

5.4.2 Hydraulic Data

The hydraulic data used in the scour calculations is based on the 100-year flow from the hydraulic analysis discussed in Section 6.3 and includes flow, velocity, depth, and direction of flow with respect to the bridge and piers.

5.5 Scour Results

Using the geotechnical and hydraulic data described above, the total scour is defined as the summation of long-term, contraction, and local scour. Results of the scour analysis are summarized below and the HEC RAS output is provided in Appendix D.

Long-Term Scour: Review of the channel grade as shown on the original bridge as-builts indicates that there has been little to no long term scour at either bridge over the 65 year life of the existing structures. With no anticipated build out of the undeveloped terrain upstream of the bridges, there is no reason to expect the existing channel inverts to change; therefore long term scour is assumed to be zero.

Contraction Scour: Contraction scour occurs when the flow area of a stream is reduced by a natural contraction or a bridge constricting the flow. The proposed bridge spans increase the hydraulic opening area at each site. Additionally, even when excluding the existing upstream railroad bridges as potential hydraulic obstructions and channel constrictions, the presence of the existing railroad berm itself acts as a natural contraction. The resulting channel contraction at the abutments is less than 1 foot at each bridge.

Local Scour: Scour caused by high flow velocities at the bridge abutments can cause a significant amount of localized scour. The results indicate that local abutment scour ranges from approximately 4 to 7 feet of scour at each of the abutments.

Total Scour: Total scour is the sum of long-term scour, contraction scour, and local scour. The total scour depths at the proposed bridge abutments are shown in Table 9.

Table 9: 100-Year Event Estimated Scour Depths

Location

Long-Term Bed

Change (ft)

Contraction Scour

(ft)

Local Scour

(ft)

Total Scour Depth

(ft)

Elevation of Total

Maximum Scour

Bridge

Abutment 1 0.0 0.2 6.7 6.9 86.6 Abutment 2 0.0 0.2 6.3 6.5 86.8

Bridge

Abutment 1 0.0 0.6 4.7 5.3 88.2 Abutment 2 0.0 0.2 3.6 3.8 89.7

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

The foundations for the proposed bridges consist of diaphragm abutments that will be constructed beneath the estimated maximum scour depth. Furthermore, the abutments are founded on piles that extend well below the scour depth.

These scour results are considered to be conservative. The 100-year flows used to calculate the scour depths do not account for the reduction of flow provided by upstream attenuation.

Additionally, contraction of the channel occurs at the upstream railroad bridge berm before flows reach the proposed bridge crossings.

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Wheatland Gate Bridges Replacement Project – Hydrologic and Hydraulic Report

6. REFERENCES

Bentley, Inc., November 4, 2009. FlowMaster V8i [4011472].

Bentley, Inc., November 4, 2009. CulvertMaster V3.3 [4011472].

Federal Emergency Management Agency. Flood Insurance Rate Map for Yuba County, California; Map No. 06115C0450D. February 18, 2011.

National Oceanic and Atmosphere Administration. Point Precipitation Frequency Estimates – Atlas 14, Volume 6, Version 2. May 2017

Natural Resource Conservation Service. Web Soil Survey. May 2017

U.S. Department of Transportation, April 2012. Federal Highway Administration. Hydraulic Engineering Circular No. 18, Evaluating Scour at Bridges, Fifth Edition.

U.S. Department of Transportation, September 2009. Federal Highway Administration.

Hydraulic Engineering Circular No. 23, Bridge Scour and Stream Instability Countermeasures:

Experience, Selection, and Design Guidance – Third Edition.

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APPENDIX A

On-Site Drainage Analysis

Hydrology Calculations ‐BRIDGE 222

WS1 0.95 1560.8 0.036 5.0 2.72 0.09

WS2 0.95 1560.8 0.036 5.0 2.72 0.09

WS3 0.95 4337.5 0.100 5.0 2.72 0.26

WS4 0.95 4337.1 0.100 5.0 2.72 0.26

Hydrology Calculations ‐BRIDGE 221

WS5 0.95 3792.6 0.087 5.0 2.72 0.22

WS6 0.95 3792.8 0.087 5.0 2.72 0.22

WS7 0.95 2291.1 0.053 5.0 2.72 0.14

WS8 0.95 2291.1 0.053 5.0 2.72 0.14

Time of Concentration, Tc (Min= 5 minutes)

Intensity 10 Year (in/hr)

Q ‐ 10 Year (cfs)

Watershed

Watershed Runoff Coefficients for Paved

Area (c=0.95)

Total Sub‐ Watershed Area

(sq. ft.)

Total Sub‐ Watershed Area

(acres)

Watershed Intensity 10 Year (in/hr)

Q ‐ 10 Year (cfs)

Total Sub‐ Watershed Area

(sq. ft.)

Time of Concentration, Tc (Min= 5 minutes)

Watershed Runoff Coefficients for Paved

Area (c=0.95)

Total Sub‐ Watershed Area

(acres)

Bridge 221 ‐ Spread Calculations

Label Solve For Channel Slope

(ft/ft)

Discharge

(ft³/s)

Manning

Coefficient

Flow Area

(ft²)

Depth

(ft)

Velocity

(ft/s)

Road

Cross

Slope

(ft/ft)

Spread

(ft)

WS 5&6 ‐ Q10 Spread 0.0035 0.22 0.016 0.25 0.1 0.89 0.02 4.97

WS 7&8 ‐ Q10 Spread 0.0041 0.14 0.016 0.17 0.08 0.84 0.02 4.08

Bridge 221 ‐ Spread Calculations

Label Solve For Channel Slope

(ft/ft)

Discharge

(ft³/s)

Manning

Coefficient

Flow Area

(ft²)

Depth

(ft)

Velocity

(ft/s)

Road

Cross

Slope

(ft/ft)

Spread

(ft)

WS 1&2 Q10 Spread 0.0035 0.09 0.016 0.13 0.07 0.71 0.02 3.56

WS 3&4 Q10 Spread 0.0035 0.26 0.016 0.28 0.11 0.93 0.02 5.30

Culvert Analysis Report

WS 5&6 Q10

Analysis Component

Storm Event Design Discharge 0.22 cfs

Peak Discharge Method: User-Specified

Design Discharge 0.22 cfs Check Discharge 0.00 cfs

Tailwater Conditions: Constant Tailwater

Tailwater Elevation N/A ft

Name Description Discharge HW Elev. Velocity

Culvert-1 1-12 inch Circular 0.22 cfs 99.29 ft 6.45 ft/s

Weir Not Considered N/A N/A N/A

WS 5&6 Q10

Component:Culvert-1

Culvert Summary

Computed Headwater Elevation 99.29 ft Discharge 0.22 cfs

Inlet Control HW Elev. 99.01 ft Tailwater Elevation N/A ft

Outlet Control HW Elev. 99.29 ft Control Type Entrance Control

Headwater Depth/Height 0.29

Grades

Upstream Invert 99.00 ft Downstream Invert 79.00 ft

Length 40.00 ft Constructed Slope 0.500000 ft/ft

Hydraulic Profile

Profile S2 Depth, Downstream 0.09 ft

Slope Type Steep Normal Depth 0.09 ft

Flow Regime Supercritical Critical Depth 0.19 ft

Velocity Downstream 6.45 ft/s Critical Slope 0.019753 ft/ft

Section

Section Shape Circular Mannings Coefficient 0.024

Section Material CMP Span 1.00 ft

Section Size 12 inch Rise 1.00 ft

Number Sections 1

Outlet Control Properties

Outlet Control HW Elev. 99.29 ft Upstream Velocity Head 0.07 ft

Ke 0.50 Entrance Loss 0.03 ft

Inlet Control Properties

Inlet Control HW Elev. 99.01 ft Flow Control Unsubmerged

Inlet Type Headwall Area Full 0.8 ft²

K 0.00780 HDS 5 Chart 2

M 2.00000 HDS 5 Scale 1

C 0.03790 Equation Form 1

Y 0.69000

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WS 7&8 Q10

Analysis Component

Storm Event Design Discharge 0.14 cfs

Peak Discharge Method: User-Specified

Design Discharge 0.14 cfs Check Discharge 0.00 cfs

Tailwater Conditions: Constant Tailwater

Tailwater Elevation N/A ft

Name Description Discharge HW Elev. Velocity

Culvert-1 1-12 inch Circular 0.14 cfs 99.23 ft 5.63 ft/s

Weir Not Considered N/A N/A N/A

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Component:Culvert-1

Culvert Summary

Computed Headwater Elevation 99.23 ft Discharge 0.14 cfs

Inlet Control HW Elev. 99.00 ft Tailwater Elevation N/A ft

Outlet Control HW Elev. 99.23 ft Control Type Entrance Control

Headwater Depth/Height 0.23

Grades

Upstream Invert 99.00 ft Downstream Invert 79.00 ft

Length 40.00 ft Constructed Slope 0.500000 ft/ft

Hydraulic Profile

Profile S2 Depth, Downstream 0.07 ft

Slope Type Steep Normal Depth 0.07 ft

Flow Regime Supercritical Critical Depth 0.15 ft

Velocity Downstream 5.63 ft/s Critical Slope 0.020687 ft/ft

Section

Section Shape Circular Mannings Coefficient 0.024

Section Material CMP Span 1.00 ft

Section Size 12 inch Rise 1.00 ft

Number Sections 1

Outlet Control Properties

Outlet Control HW Elev. 99.23 ft Upstream Velocity Head 0.05 ft

Ke 0.50 Entrance Loss 0.03 ft

Inlet Control Properties

Inlet Control HW Elev. 99.00 ft Flow Control Unsubmerged

Inlet Type Headwall Area Full 0.8 ft²

K 0.00780 HDS 5 Chart 2

M 2.00000 HDS 5 Scale 1

C 0.03790 Equation Form 1

Y 0.69000

1538763361A Sticky Note None set by 1538763361A

1538763361A Sticky Note MigrationNone set by 1538763361A

1538763361A

WS 1&2 Q10

Analysis Component

Storm Event Design Discharge 0.09 cfs

Peak Discharge Method: User-Specified

Design Discharge 0.09 cfs Check Discharge 0.00 cfs

Tailwater Conditions: Constant Tailwater

Tailwater Elevation N/A ft

Name Description Discharge HW Elev. Velocity

Culvert-1 1-12 inch Circular 0.09 cfs 99.19 ft 4.92 ft/s

Weir Not Considered N/A N/A N/A

1538763361A Sticky Note None set by 1538763361A

1538763361A Sticky Note MigrationNone set by 1538763361A

1538763361A

WS 1&2 Q10

Component:Culvert-1

Culvert Summary

Computed Headwater Elevation 99.19 ft Discharge 0.09 cfs

Inlet Control HW Elev. 99.00 ft Tailwater Elevation N/A ft

Outlet Control HW Elev. 99.19 ft Control Type Entrance Control

Headwater Depth/Height 0.19

Grades

Upstream Invert 99.00 ft Downstream Invert 79.00 ft

Length 40.00 ft Constructed Slope 0.500000 ft/ft

Hydraulic Profile

Profile S2 Depth, Downstream 0.06 ft

Slope Type Steep Normal Depth 0.06 ft

Flow Regime Supercritical Critical Depth 0.12 ft

Velocity Downstream 4.92 ft/s Critical Slope 0.021682 ft/ft

Section

Section Shape Circular Mannings Coefficient 0.024

Section Material CMP Span 1.00 ft

Section Size 12 inch Rise 1.00 ft

Number Sections 1

Outlet Control Properties

Outlet Control HW Elev. 99.19 ft Upstream Velocity Head 0.04 ft

Ke 0.50 Entrance Loss 0.02 ft

Inlet Control Properties

Inlet Control HW Elev. 99.00 ft Flow Control Unsubmerged

Inlet Type Headwall Area Full 0.8 ft²

K 0.00780 HDS 5 Chart 2

M 2.00000 HDS 5 Scale 1

C 0.03790 Equation Form 1

Y 0.69000

1538763361A Sticky Note None set by 1538763361A

1538763361A Sticky Note MigrationNone set by 1538763361A

1538763361A

WS 3&4 Q10

Analysis Component

Storm Event Design Discharge 0.26 cfs

Peak Discharge Method: User-Specified

Design Discharge 0.26 cfs Check Discharge 0.00 cfs

Tailwater Conditions: Constant Tailwater

Tailwater Elevation N/A ft

Name Description Discharge HW Elev. Velocity

Culvert-1 1-12 inch Circular 0.26 cfs 99.32 ft 6.78 ft/s

Weir Not Considered N/A N/A N/A

1538763361A Sticky Note None set by 1538763361A

1538763361A Sticky Note MigrationNone set by 1538763361A

1538763361A

WS 3&4 Q10

Component:Culvert-1

Culvert Summary

Computed Headwater Elevation 99.32 ft Discharge 0.26 cfs

Inlet Control HW Elev. 99.03 ft Tailwater Elevation N/A ft

Outlet Control HW Elev. 99.32 ft Control Type Entrance Control

Headwater Depth/Height 0.32

Grades

Upstream Invert 99.00 ft Downstream Invert 79.00 ft

Length 40.00 ft Constructed Slope 0.500000 ft/ft

Hydraulic Profile

Profile S2 Depth, Downstream 0.10 ft

Slope Type Steep Normal Depth 0.10 ft

Flow Regime Supercritical Critical Depth 0.21 ft

Velocity Downstream 6.78 ft/s Critical Slope 0.019518 ft/ft

Section

Section Shape Circular Mannings Coefficient 0.024

Section Material CMP Span 1.00 ft

Section Size 12 inch Rise 1.00 ft

Number Sections 1

Outlet Control Properties

Outlet Control HW Elev. 99.32 ft Upstream Velocity Head 0.07 ft

Ke 0.50 Entrance Loss 0.04 ft

Inlet Control Properties

Inlet Control HW Elev. 99.03 ft Flow Control Unsubmerged

Inlet Type Headwall Area Full 0.8 ft²

K 0.00780 HDS 5 Chart 2

M 2.00000 HDS 5 Scale 1

C 0.03790 Equation Form 1

Y 0.69000

1538763361A Sticky Note None set by 1538763361A

1538763361A Sticky Note MigrationNone set by 1538763361A

1538763361A

APPENDIX B

Hydrology - Hutchinson Creek

NOAA Atlas 14, Volume 6, Version 2 Location name: Marysville, California, USA* Latitude: 39.0885°, Longitude: 121.4214°

Elevation: 87.66 ft**

* source: ESRI Maps ** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES

Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey

Bonnin, Daniel Brewer, LiChuan Chen, Tye Parzybok, John Yarchoan

NOAA, National Weather Service, Silver Spring, Maryland

PF_tabular | PF_graphical | Maps_&_aerials

PF tabular PDSbased point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1

Duration Average recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5min 1.44 (1.26‑1.68)

1.80 (1.56‑2.10)

2.29 (1.98‑2.69)

2.72 (2.33‑3.22)

3.35 (2.74‑4.13)

3.85 (3.07‑4.88)

4.40 (3.41‑5.76)

5.00 (3.73‑6.78)

5.88 (4.16‑8.39)

6.60 (4.48‑9.83)

10min 1.04 (0.900‑1.21)

1.29 (1.12‑1.51)

1.64 (1.42‑1.93)

1.96 (1.67‑2.31)

2.40 (1.96‑2.96)

2.77 (2.20‑3.50)

3.16 (2.44‑4.13)

3.59 (2.68‑4.86)

4.21 (2.98‑6.01)

4.73 (3.21‑7.05)

15min 0.836 (0.724‑0.972)

1.04 (0.904‑1.21)

1.33 (1.15‑1.55)

1.58 (1.35‑1.86)

1.94 (1.58‑2.38)

2.23 (1.78‑2.82)

2.54 (1.97‑3.33)

2.89 (2.16‑3.92)

3.40 (2.40‑4.84)

3.82 (2.59‑5.68)

30min 0.580 (0.504‑0.674)

0.722 (0.626‑0.840)

0.920 (0.796‑1.08)

1.09 (0.934‑1.29)

1.34 (1.10‑1.65)

1.55 (1.23‑1.96)

1.76 (1.36‑2.31)

2.00 (1.50‑2.72)

2.35 (1.67‑3.36)

2.65 (1.79‑3.94)

60min 0.386 (0.335‑0.449)

0.481 (0.417‑0.560)

0.613 (0.530‑0.717)

0.728 (0.622‑0.860)

0.893 (0.732‑1.10)

1.03 (0.821‑1.30)

1.18 (0.909‑1.54)

1.34 (0.996‑1.81)

1.57 (1.11‑2.24)

1.76 (1.20‑2.63)

2hr 0.284 (0.246‑0.330)

0.336 (0.292‑0.391)

0.410 (0.355‑0.480)

0.476 (0.408‑0.563)

0.574 (0.470‑0.708)

0.656 (0.522‑0.830)

0.744 (0.576‑0.974)

0.844 (0.630‑1.14)

0.992 (0.702‑1.42)

1.12 (0.758‑1.66)

3hr 0.234 (0.204‑0.273)

0.274 (0.237‑0.319)

0.330 (0.285‑0.386)

0.380 (0.325‑0.449)

0.454 (0.372‑0.560)

0.516 (0.412‑0.654)

0.585 (0.453‑0.765)

0.663 (0.495‑0.897)

0.779 (0.551‑1.11)

0.878 (0.596‑1.31)

6hr 0.171 (0.148‑0.199)

0.197 (0.171‑0.230)

0.235 (0.203‑0.275)

0.269 (0.230‑0.317)

0.319 (0.261‑0.393)

0.362 (0.288‑0.458)

0.409 (0.316‑0.535)

0.462 (0.345‑0.626)

0.543 (0.385‑0.775)

0.613 (0.416‑0.913)

12hr 0.112 (0.097‑0.130)

0.139 (0.121‑0.162)

0.175 (0.151‑0.204)

0.205 (0.175‑0.242)

0.246 (0.202‑0.304)

0.279 (0.222‑0.353)

0.313 (0.242‑0.409)

0.349 (0.260‑0.472)

0.399 (0.282‑0.569)

0.438 (0.297‑0.653)

24hr 0.075 (0.066‑0.087)

0.103 (0.091‑0.120)

0.140 (0.122‑0.163)

0.168 (0.146‑0.197)

0.205 (0.172‑0.248)

0.232 (0.192‑0.287)

0.259 (0.209‑0.328)

0.286 (0.225‑0.371)

0.321 (0.243‑0.434)

0.348 (0.254‑0.485)

2day 0.050 (0.044‑0.058)

0.068 (0.059‑0.079)

0.089 (0.078‑0.104)

0.107 (0.092‑0.125)

0.129 (0.109‑0.157)

0.146 (0.120‑0.180)

0.162 (0.131‑0.205)

0.179 (0.140‑0.232)

0.200 (0.151‑0.271)

0.217 (0.159‑0.302)

3day 0.040 (0.035‑0.046)

0.053 (0.046‑0.061)

0.069 (0.060‑0.080)

0.081 (0.071‑0.096)

0.098 (0.083‑0.119)

0.111 (0.091‑0.137)

0.123 (0.099‑0.155)

0.135 (0.106‑0.176)

0.151 (0.114‑0.205)

0.164 (0.120‑0.228)

4day 0.034 (0.029‑0.039)

0.044 (0.038‑0.051)

0.057 (0.050‑0.066)

0.067 (0.058‑0.079)

0.080 (0.067‑0.097)

0.090 (0.074‑0.111)

0.100 (0.081‑0.127)

0.110 (0.086‑0.143)

0.123 (0.093‑0.166)

0.133 (0.097‑0.185)

7day 0.024 (0.021‑0.028)

0.031 (0.027‑0.036)

0.039 (0.034‑0.046)

0.046 (0.040‑0.054)

0.055 (0.046‑0.066)

0.061 (0.050‑0.075)

0.067 (0.054‑0.085)

0.074 (0.058‑0.096)

0.082 (0.062‑0.111)

0.089 (0.065‑0.124)

10day 0.019 (0.017‑0.022)

0.024 (0.021‑0.028)

0.031 (0.027‑0.036)

0.036 (0.031‑0.042)

0.042 (0.036‑0.051)

0.047 (0.039‑0.059)

0.052 (0.042‑0.066)

0.057 (0.045‑0.074)

0.063 (0.048‑0.086)

0.068 (0.050‑0.095)

20day 0.013 (0.011‑0.015)

0.016 (0.014‑0.019)

0.020 (0.018‑0.024)

0.024 (0.021‑0.028)

0.028 (0.023‑0.034)

0.031 (0.025‑0.038)

0.034 (0.027‑0.043)

0.037 (0.029‑0.048)

0.040 (0.031‑0.055)

0.043 (0.032‑0.060)

30day 0.010 (0.009‑0.012)

0.013 (0.011‑0.015)

0.016 (0.014‑0.019)

0.019 (0.016‑0.022)

0.022 (0.019‑0.027)

0.024 (0.020‑0.030)

0.027 (0.021‑0.034)

0.029 (0.023‑0.037)

0.032 (0.024‑0.043)

0.034 (0.025‑0.047)

45day 0.009 (0.008‑0.010)

0.011 (0.009‑0.013)

0.013 (0.012‑0.016)

0.016 (0.013‑0.018)

0.018 (0.015‑0.022)

0.020 (0.016‑0.024)

0.021 (0.017‑0.027)

0.023 (0.018‑0.030)

0.025 (0.019‑0.034)

0.027 (0.020‑0.037)

60day 0.008 (0.007‑0.009)

0.010 (0.008‑0.011)

0.012 (0.010‑0.014)

0.014 (0.012‑0.016)

0.016 (0.013‑0.019)

0.017 (0.014‑0.021)

0.019 (0.015‑0.024)

0.020 (0.016‑0.026)

0.022 (0.016‑0.029)

0.023 (0.017‑0.032)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

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Small scale terrain

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1mi

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Large scale map

Large scale aerial

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National Weather Service National Water Center

1325 East West Highway Silver Spring, MD 20910

Questions?: HDSC.Questions@noaa.gov

Disclaimer

10km

6mi

40km

30mi

20km

20mi http://www.commerce.gov/ http://www.noaa.gov/ http://www.nws.noaa.gov/ http://www.nws.noaa.gov/oh/ mailto:HDSC.Questions@noaa.gov http://www.nws.noaa.gov/disclaimer.html

APPENDIX C

Hydraulic Analysis – Hutchinson Creek fmartinez Highlight fmartinez Highlight

HEC-RAS Plan: Plan 04 River: Hutchinson Creek Reach: R1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl

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

R1 5000 10YR 2290.00 84.00 95.95 89.64 96.15 0.000311 3.62 659.42 141.10 0.21

R1 5000 50YR 2840.00 84.00 96.95 90.31 97.18 0.000325 3.97 748.99 141.10 0.22

R1 5000 100YR 3075.00 84.00 97.34 90.58 97.59 0.000331 4.11 784.41 141.10 0.23

R1 4908.8 10YR 2290.00 85.00 95.71 90.85 96.09 0.000685 5.01 470.39 219.10 0.31

R1 4908.8 50YR 2840.00 85.00 96.66 91.59 97.12 0.000707 5.49 537.36 219.10 0.32

R1 4908.8 100YR 3075.00 85.00 97.04 91.89 97.53 0.000716 5.67 563.79 219.10 0.33

R1 4753.3 10YR 2290.00 83.00 95.68 90.83 95.98 0.000488 4.65 552.41 159.00 0.27

R1 4753.3 50YR 2840.00 83.00 96.65 91.74 96.99 0.000501 5.03 630.04 159.00 0.28

R1 4753.3 100YR 3075.00 83.00 97.03 92.22 97.40 0.000506 5.18 660.68 159.00 0.28

R1 4685.2 10YR 2290.00 82.00 95.66 89.95 95.94 0.000435 4.41 568.30 169.00 0.25

R1 4685.2 50YR 2840.00 82.00 96.63 90.74 96.96 0.000456 4.81 645.77 169.00 0.26

R1 4685.2 100YR 3075.00 82.00 97.01 91.05 97.36 0.000464 4.97 676.36 169.00 0.27

R1 4608.9 10YR 2290.00 83.00 95.54 90.83 95.89 0.000627 4.90 505.81 202.40 0.30

R1 4608.9 50YR 2840.00 83.00 96.51 91.64 96.91 0.000632 5.29 582.96 202.40 0.30

R1 4608.9 100YR 3075.00 83.00 96.89 91.97 97.31 0.000634 5.44 613.42 202.40 0.31

R1 4508.1 10YR 2290.00 82.00 95.55 90.33 95.81 0.000461 4.27 576.36 230.00 0.26

R1 4508.1 50YR 2840.00 82.00 96.52 91.30 96.83 0.000474 4.65 653.67 230.00 0.26

R1 4508.1 100YR 3075.00 82.00 96.90 91.60 97.23 0.000480 4.80 684.18 230.00 0.27

R1 4395.1 10YR 2290.00 82.00 95.55 89.03 95.75 0.000336 3.76 663.38 350.30 0.22

R1 4395.1 50YR 2840.00 82.00 96.52 89.79 96.76 0.000346 4.08 755.90 350.30 0.23

R1 4395.1 100YR 3075.00 82.00 96.91 90.12 97.16 0.000350 4.21 792.45 350.30 0.23

R1 4270.3 10YR 2290.00 82.00 95.45 89.27 95.70 0.000397 4.09 614.30 352.20 0.24

R1 4270.3 50YR 2840.00 82.00 96.43 90.08 96.71 0.000404 4.41 711.61 352.20 0.25

R1 4270.3 100YR 3075.00 82.00 96.81 90.40 97.11 0.000407 4.54 750.09 352.20 0.25

R1 4154.6 10YR 2290.00 84.00 94.82 92.08 95.56 0.001987 6.93 330.90 474.89 0.49

R1 4154.6 50YR 2840.00 84.00 95.68 92.93 96.56 0.001979 7.52 379.83 500.79 0.50

R1 4154.6 100YR 3075.00 84.00 96.02 93.21 96.95 0.001973 7.75 400.71 505.35 0.50

R1 4144.1 10YR 2290.00 85.00 92.72 92.72 94.89 0.008811 11.81 193.88 44.81 1.00

R1 4144.1 50YR 2840.00 85.00 93.49 93.49 95.86 0.008521 12.37 229.68 48.24 1.00

R1 4144.1 100YR 3075.00 85.00 93.78 93.78 96.25 0.008459 12.60 244.10 49.55 1.00

R1 4106.5 10YR 2290.00 84.00 93.01 89.44 93.41 0.000931 5.10 457.14 76.54 0.36

R1 4106.5 50YR 2840.00 84.00 94.08 90.04 94.52 0.000882 5.36 541.24 81.12 0.35

R1 4106.5 100YR 3075.00 84.00 94.42 90.28 94.89 0.000895 5.53 569.35 82.59 0.36

R1 4086.8 10YR 2290.00 85.00 93.17 93.23 0.000204 2.55 1302.97 385.24 0.17

R1 4086.8 50YR 2840.00 85.00 94.27 94.32 0.000142 2.35 1790.99 482.70 0.15

R1 4086.8 100YR 3075.00 85.00 94.63 94.67 0.000128 2.29 1964.10 482.70 0.14

R1 4060.2 10YR 2290.00 83.00 92.80 89.71 93.19 0.001162 5.03 455.67 86.21 0.39

R1 4060.2 50YR 2840.00 83.00 93.86 90.32 94.27 0.001043 5.16 550.33 92.12 0.37

R1 4060.2 100YR 3075.00 83.00 94.19 90.56 94.63 0.001031 5.29 581.51 95.93 0.37

R1 4040.8 Bridge

R1 4015.7 10YR 2290.00 82.00 92.50 92.88 0.000926 4.96 463.33 76.63 0.35

R1 4015.7 50YR 2840.00 82.00 93.50 93.93 0.000890 5.27 541.92 80.14 0.35

R1 4015.7 100YR 3075.00 82.00 93.79 94.26 0.000919 5.48 565.59 81.17 0.36

R1 3990.3 10YR 2290.00 82.00 92.13 92.77 0.001958 6.41 357.44 68.32 0.49

R1 3990.3 50YR 2840.00 82.00 93.19 90.17 93.83 0.001752 6.49 476.16 304.74 0.48

R1 3990.3 100YR 3075.00 82.00 93.67 94.21 0.001414 6.07 625.04 306.29 0.43

R1 3900.3 10YR 2290.00 79.00 92.19 92.57 0.000911 5.00 457.61 69.35 0.34

R1 3900.3 50YR 2840.00 79.00 93.22 93.66 0.000917 5.34 535.33 106.82 0.35

R1 3900.3 100YR 3075.00 79.00 93.63 94.08 0.000884 5.44 591.97 169.80 0.35

R1 3810.1 10YR 2290.00 81.00 92.32 92.45 0.000384 2.89 795.57 170.15 0.22

R1 3810.1 50YR 2840.00 81.00 93.39 93.52 0.000318 2.92 1011.89 217.34 0.21

R1 3810.1 100YR 3075.00 81.00 93.81 93.94 0.000297 2.93 1104.01 219.10 0.20

R1 3710 10YR 2290.00 82.00 92.01 92.36 0.001148 4.76 481.46 98.85 0.38

R1 3710 50YR 2840.00 82.00 93.12 93.45 0.000879 4.68 659.33 210.45 0.34

R1 3710 100YR 3075.00 82.00 93.57 93.88 0.000768 4.56 754.99 211.61 0.32

R1 3647.7 10YR 2290.00 81.00 91.91 92.28 0.001199 4.92 465.10 91.77 0.39

R1 3647.7 50YR 2840.00 81.00 93.02 93.39 0.000966 4.90 614.55 181.84 0.36

Bridge FAC#221 - Existing Condition

HEC-RAS Plan: Plan 04 River: Hutchinson Creek Reach: R1 (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl

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

R1 3647.7 100YR 3075.00 81.00 93.48 93.82 0.000861 4.81 697.95 183.52 0.34

R1 3615 10YR 2290.00 79.00 91.91 92.23 0.001022 4.58 499.58 95.26 0.35

R1 3615 50YR 2840.00 79.00 93.03 93.35 0.000819 4.56 673.90 220.91 0.32

R1 3615 100YR 3075.00 79.00 93.49 93.78 0.000716 4.45 776.22 221.81 0.31

R1 3540.8 10YR 2290.00 78.00 91.83 92.17 0.000737 4.68 499.81 98.26 0.31

R1 3540.8 50YR 2840.00 78.00 92.92 93.28 0.000690 4.91 614.36 105.89 0.30

R1 3540.8 100YR 3075.00 78.00 93.35 93.72 0.000671 4.98 660.21 106.34 0.30

R1 3502.7 10YR 2290.00 82.00 89.44 89.44 91.89 0.008859 12.54 182.62 37.48 1.00

R1 3502.7 50YR 2840.00 82.00 90.30 90.30 92.99 0.008644 13.14 216.10 40.44 1.00

R1 3502.7 100YR 3075.00 82.00 90.64 90.64 93.42 0.008559 13.37 230.07 41.61 1.00

R1 3461 10YR 2290.00 81.00 88.28 88.83 91.39 0.012163 14.16 161.77 34.93 1.16

R1 3461 50YR 2840.00 81.00 89.13 89.71 92.50 0.011668 14.74 192.72 37.82 1.15

R1 3461 100YR 3075.00 81.00 89.45 90.05 92.95 0.011577 15.00 205.04 38.91 1.15

R1 3275.4 10YR 2290.00 80.00 88.94 87.28 90.17 0.003609 8.90 257.31 45.11 0.66

R1 3275.4 50YR 2840.00 80.00 89.70 88.09 91.17 0.003901 9.71 292.50 47.52 0.69

R1 3275.4 100YR 3075.00 80.00 89.99 88.41 91.56 0.004024 10.03 306.45 48.44 0.70

R1 2985.4 10YR 2290.00 79.00 87.09 86.46 88.77 0.006374 10.40 220.26 48.05 0.86

R1 2985.4 50YR 2840.00 79.00 88.22 89.83 0.005440 10.17 279.21 56.02 0.80

R1 2985.4 100YR 3075.00 79.00 88.68 90.25 0.005065 10.05 305.94 59.28 0.78

R1 2910.9 10YR 2290.00 79.00 86.64 88.32 0.005678 10.37 220.75 44.01 0.82

R1 2910.9 50YR 2840.00 79.00 87.71 89.42 0.005268 10.50 270.50 50.12 0.80

R1 2910.9 100YR 3075.00 79.00 88.15 89.86 0.005225 10.48 293.35 54.32 0.80

R1 2839.4 10YR 2290.00 78.00 87.16 87.81 0.001626 6.45 355.30 56.99 0.46

R1 2839.4 50YR 2840.00 78.00 88.21 88.93 0.001613 6.81 417.21 61.12 0.46

R1 2839.4 100YR 3075.00 78.00 88.63 89.38 0.001605 6.94 443.11 62.76 0.46

R1 2389 10YR 2290.00 77.00 84.89 83.82 86.52 0.005001 10.24 223.60 40.22 0.77

R1 2389 50YR 2840.00 77.00 85.80 84.67 87.64 0.005002 10.86 261.42 42.76 0.77

R1 2389 100YR 3075.00 77.00 86.17 84.98 88.08 0.005007 11.08 277.49 44.02 0.78

Bridge FAC#221 - Existing Condition

0 500 1000 1500 2000 2500 3000

2339_BealeAFB Plan: Plan 04 5/17/2017 Existing Condition - Bridge #221

Main Channel Distance (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

LOB

ROB

Hutchinson Creek R1

No Data for Plot

0 20 40 60 80 100 120 140 160

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 5000 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

Bank Sta

.03 .03 .03

0 50 100 150 200 250

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4908.8 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4753.3 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

0 20 40 60 80 100 120 140 160 180

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4685.2 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4608.9 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4508.1 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

0 50 100 150 200 250 300 350 400

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4395.1 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4270.3 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

0 100 200 300 400 500 600

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4154.6 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

0 50 100 150 200 250 300 350

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4144.1 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

0 100 200 300 400 500 600 700

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4106.5 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

0 100 200 300 400 500

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4086.8 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4060.2 U/S Prop. Bridge Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4040.8 BR Bridge 221 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 4015.7 D/S Prop. Bridge Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3990.3 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

0 50 100 150 200 250 300

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3900.3 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3810.1 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

.03 .03

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3710 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3647.7 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3615 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

0 20 40 60 80 100 120

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3540.8 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

0 50 100 150 200

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3502.7 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Bank Sta

.03 .03 .

0 20 40 60 80 100 120 140

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3461 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 3275.4 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Ineff

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 2985.4 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 2910.9 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

Bank Sta

.03 .03 .

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 2839.4 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

2339_BealeAFB Plan: Plan 04 5/17/2017 River = Hutchinson Creek Reach = R1 RS = 2389 Existing Condition - Bridge #221

Station (ft)

El ev at io n (ft

Legend

WS 100YR

WS 50YR

WS 10YR

Ground

HEC-RAS Plan: Plan 04 River: Hutchinson Creek Reach: R2 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl

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

R2 5000 10YR 850.00 97.00 97.98 97.98 98.45 0.013701 5.30 154.92 166.47 1.00

R2 5000 50YR 1540.00 97.00 98.43 98.43 99.13 0.012183 6.58 230.01 166.80 1.01

R2 5000 100YR 1745.00 97.00 98.55 98.55 99.31 0.011894 6.88 249.87 166.80 1.01

R2 4976 10YR 850.00 88.00 90.28 91.91 97.03 0.112014 20.84 40.79 28.13 3.05

R2 4976 50YR 1540.00 88.00 91.40 93.25 97.94 0.061332 20.52 75.05 33.36 2.41

R2 4976 100YR 1745.00 88.00 91.71 93.61 98.16 0.053826 20.37 85.66 34.82 2.29

R2 4947 10YR 850.00 89.00 91.03…