Hydraulic Report CR 595 Second River

7/27/2019 Hydraulic Report CR 595 Second River

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Prepared for: Prepared by:Marquette County Road Commission AECOM

Ishpeming, MI Marquette, MI

60240279December 9, 2011

Hydraulic Report

County Road 595 Bridge over Second River

Prepared ByAECOMBrian A. Hintsala, P.E.906.226.4966


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Contents

1.0 Introduct ion ..........................................................................................................................1

2.0 Method of Analysis ............................................................................................................. 1

3.0 Variables and Coefficients .................................................................................................1

4.0 Starting Point ....................................................................................................................... 1

5.0 Discussion ........................................................................................................................... 1

6.0 Conclusion ........................................................................................................................... 2

List of AppendicesAppendix A HEC-RAS Computations

Appendix B Profile Sheets

Appendix C Topographic Map HEC-RAS River Sections

Appendix D Bridge Plans

Appendix E Cross Sections

Appendix F Damage Waivers

Appendix G Flow Rates

Appendix H Site Photographs

Appendix I USGS Topographical Map and River Gradient Calculations


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1.0 Introduction

This hydraulic report is being prepared for the Marquette County Road Commission concerning theproposed County Road 595 crossing of the Second River. The site is located in Section 25 of T48N,R29W, Quad Map Name - Diorite (Lat. 46.52666610/Long. -87.86756371) in Champion Township,Marquette County. Multiple road alignments were investigated. The chosen alignment crosses theriver at the site of an existing crossing composed of multiple culverts. The existing culverts are bothstructurally and geometrically inadequate for the projected road traffic and require replacement.

2.0 Method of Analysis

The hydraulic analysis was performed using the HEC-RAS River Analysis System computerprogram, Version 3.1.3 developed by the U.S. Army Corps of Engineers Hydraulic EngineeringCenter. The steady flow data for the flood events were obtained from the Michigan Department of

Environmental Quality (MDEQ).

3.0 Variables and Coefficients

The river sections near the bridge use an expansion coefficient of 0.30 and contraction coefficient of0.50 which are suitable for a typical bridge per Table 3.3 of the HEC-RAS Hydraulic ReferenceManual. The Mannings n-values for friction loss were selected using Table 3.1 of the HEC-RASHydraulic Reference Manual. The main channel is fairly uniform with some weeds so a value of 0.035was chosen. The overbanks are covered with medium brush so a value of 0.070 was chosen.Representative photographs of the site are included in Appendix H.

4.0 Starting Point

The starting point of the analysis was a surveyed river section about 227 feet downstream of theproposed road. This location was chosen because it was far enough downstream to be outside of theinfluence of the proposed bridge. The starting water surface elevation was calculated by HEC-RASusing the slope-conveyance method. An average channel slope of 0.0012 was estimated from aUSGS quadrangle map and used for the normal depth boundary condition. The calculations areincluded in Appendix I.

5.0 Discussion

The main channel of the Second River is variable in width and not well defined. At the 100-year floodevent a large portion of the flow is carried by the overbank floodplain. The river gradient is relativelyflat and the flow regime is sub-critical for all flood events.

The existing crossing is composed of two 36" circular culverts and one 42" x 66" elliptical culvert.Because of the relatively low hydraulic capacity of the existing culverts, the road is overtopped duringflood events. The proposed bridge will be placed directly over the location of the existing culverts.

The proposed bridge has a span of 58 feet. The relatively large span is required to replace theculverts because the overtopping of the existing road during flood events. In addition, the proposed


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bridge is highly skewed (to align it to the river channel) which reduces its effective width. Theproposed bridge is composed of a prestressed concrete box beam deck supported by concretefoundation walls on steel piles. The restored stream banks are protected with heavy riprap. The

proposed bridge has a large enough hydraulic opening to reduce the water elevations upstream of thebridge without overtopping the proposed road.

The river cross sections are placed in HEC-RAS at the distances measured along the center line ofthe channel. In some cases the surveyed sections on each side of the bridge were adjusted up ordownstream as required to model the bridge using the standard bridge/culvert input section of HEC-RAS. This is required because the actual location of the bridge was not known when the survey wasperformed. The final positions of the sections are shown in the plan view in Appendix C.

The existing road approaches cut off a portion of the overbank flow during the higher flow events.Ineffective flow areas were included in the overbank portions of the cross sections upstream anddownstream of the bridge as suggested in chapter 5 of the HEC-RAS Hydraulic Reference Manual.

The proposed bridge has a larger hydraulic opening than the existing culverts. This reduces the watervelocity at the crossing as well as the water elevation upstream.

Table 1 on the following page summarizes the key model results for two configurations:

1. The existing 3 culvert crossing.2. The proposed 58 span bridge.

6.0 Conclusion

Analysis results indicate that the proposed bridge decreases water surface elevations and channelvelocities for all of the flow events compared to the existing bridge.


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Hydraulic Comparison of Bridge Options

County Road 595 overSecond River3/18/2011

Table 1HEC-RAS Analysis Results

(cfs)

100 Year 10 Year 100 Year 100 Year 100 Year 100 Year

(600 cfs) (220 cfs) (600 cfs) (600 cfs) (600 cfs) (600 cfs)

Existing Culverts 5.50 6.28 168 1557.58 1557.67 1558.00

Proposed Bridge 5.48 3.12 600 1557.21 -0.37 1557.37 -0.30 1557.83 -0.17

Change

River Station 11

Water Surface

Elevation at Upstream

Face of Bridge

River Station 9

(feet) (feet)

Energy Gradient

Elevation at 450'

Upstream of Bridge

Velocity in

Channel at Bridge

Energy Gradient

Elev at Upstream

Face of Bridge

Model Configuration Change Change

River Station 9River Station 8.5

(ft/sec) (feet)

Flow

thru

Bridge

Opening


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Appendix A

HEC-RAS Computations


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Computations

The HEC-RAS data files are included in a separate electronic folder named:

HEC-RAS_CR 595 over Second River.zip

In order to provide a brief summary of the analysis results, a Profile Output Table for both theexisting and proposed conditions are included on the following pages.


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HEC-RAS Plan: Ex Culverts River: Second Riv Reach: Main

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 Cu

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

Main 11 Q10 220.00 1552.51 1556.95 1557.02 0.000699 2.36 141.79 76.55 0.23

Main 11 Q50 460.00 1552.51 1557.54 1557.71 0.001538 3.85 188.26 81.45 0.34

Main 11 Q100 600.00 1552.51 1557.75 1558.00 0.002073 4.63 206.16 83.80 0.40

Main 10 Q10 220.00 1551.48 1556.92 1556.93 0.000134 1.32 378.95 218.71 0.11

Main 10 Q50 460.00 1551.48 1557.47 1557.51 0.000330 2.23 517.98 290.77 0.17

Main 10 Q100 600.00 1551.48 1557.67 1557.73 0.000445 2.66 578.05 302.47 0.20

Main 9 Q10 220.00 1551.70 1556.89 1553.43 1556.91 0.000144 1.42 326.87 227.86 0.11

Main 9 Q50 460.00 1551.70 1557.41 1554.41 1557.47 0.000346 2.36 457.68 271.25 0.18

Main 9 Q100 600.00 1551.70 1557.58 1554.87 1557.67 0.000482 2.85 506.71 283.51 0.21

Main 8.5 Culvert #2 Q10 220.00






Main 8.5 Culvert #2 Q100 600.00

Main 8.5 Culvert #1 Q100 600.00

Main 8.5 Culvert #3 Q100 600.00

Main 8 Q10 220.00 1551.79 1555.21 1555.38 0.003728 4.16 115.85 124.33 0.48

Main 8 Q50 460.00 1551.79 1556.00 1556.15 0.003475 4.65 238.12 188.08 0.48

Main 8 Q100 600.00 1551.79 1556.34 1556.48 0.003103 4.63 325.24 304.53 0.46

Main 7 Q10 220.00 1551.56 1554.96 1554.08 1555.04 0.001200 2.93 178.73 176.59 0.30Main 7 Q50 460.00 1551.56 1555.74 1554.79 1555.83 0.001201 3.42 363.12 292.22 0.31

Main 7 Q100 600.00 1551.56 1556.09 1555.05 1556.18 0.001200 3.62 475.53 347.00 0.31


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HEC-RAS Plan: New Bridge River: Second Riv Reach: Main

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 Culv

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

Main 11 Q10 220.00 1552.51 1555.89 1556.12 0.002818 3.95 69.25 51.60 0.44

Main 11 Q50 460.00 1552.51 1557.01 1557.30 0.002829 4.80 146.70 76.94 0.46

Main 11 Q100 600.00 1552.51 1557.53 1557.83 0.002631 5.03 187.85 81.39 0.45

Main 10 Q10 220.00 1551.48 1555.71 1555.77 0.000606 2.31 174.95 125.16 0.22

Main 10 Q50 460.00 1551.48 1556.85 1556.93 0.000629 2.84 365.63 214.30 0.23

Main 10 Q100 600.00 1551.48 1557.40 1557.48 0.000602 2.99 498.24 280.88 0.23

Main 9 Q10 220.00 1551.70 1555.64 1553.44 1555.71 0.000541 2.25 139.87 89.61 0.21

Main 9 Q50 460.00 1551.70 1556.71 1554.42 1556.83 0.000768 3.20 220.88 203.14 0.26

Main 9 Q100 600.00 1551.70 1557.21 1554.88 1557.37 0.000857 3.62 260.18 257.73 0.28

Main 8.5 BR U Q10 220.00 1551.90 1555.51 1553.92 1555.65 0.001602 2.96 74.39 31.20 0.34

Main 8.5 BR U Q50 460.00 1551.90 1556.43 1554.91 1556.73 0.002706 4.36 105.57 36.60 0.45

Main 8.5 BR U Q100 600.00 1551.90 1556.86 1555.36 1557.24 0.002935 4.94 121.37 37.00 0.39

Main 8.5 BR D Q10 220.00 1551.90 1555.39 1553.92 1555.54 0.001846 3.12 70.61 30.48 0.36

Main 8.5 BR D Q50 460.00 1551.90 1556.17 1554.91 1556.53 0.003476 4.78 96.26 35.07 0.51

Main 8.5 BR D Q100 600.00 1551.90 1556.54 1555.36 1557.01 0.004132 5.48 109.54 37.00 0.45

Main 8 Q10 220.00 1551.79 1555.21 1555.40 0.004011 4.32 90.79 124.03 0.50

Main 8 Q50 460.00 1551.79 1556.01 1556.28 0.004744 5.44 144.35 188.93 0.57

Main 8 Q100 600.00 1551.79 1556.39 1556.70 0.004963 5.90 169.98 208.03 0.59

Main 7 Q10 220.00 1551.56 1554.96 1554.08 1555.04 0.001200 2.93 178.71 176.58 0.30Main 7 Q50 460.00 1551.56 1555.78 1554.79 1555.86 0.001201 3.44 340.15 215.51 0.31

Main 7 Q100 600.00 1551.56 1556.17 1555.06 1556.26 0.001201 3.67 434.39 259.16 0.31


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Appendix B

Profile Sheets


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0 100 200 300 400 500 600 7001550

1551

1552

1553

1554

1555

1556

1557

1558

1559

1560

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Wolf Lake Road over Second River Plan: Existing culverts 3/18/2011

Main Channel Distance (ft)

Elevation

(ft)

Legend

EG Q100

WS Q100

EG Q50

WS Q50

Crit Q100

EG Q10

WS Q10

Crit Q50

Crit Q10

Ground

Second Riv Main


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0 100 200 300 400 500 600 7001550

1552

1554

1556

1558

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Wolf Lake Road over Second River Plan: New Bridge 3/18/2011

Main Channel Distance (ft)

Elevation

(ft)

Legend

EG Q100

WS Q100

EG Q50

WS Q50

Crit Q100

EG Q10

WS Q10

Crit Q50

Crit Q10

Ground

Second Riv Main


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Appendix C

Topographic MapHEC-RAS River Sections


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Appendix D

Bridge Plans


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Appendix E

Cross Sections


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Cross Section

Cross sections are included for the existing condition and the proposed bridge condition.


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Existing Channel Condit ion


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Proposed Bridge Condition


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Appendix F

Damage Waivers


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No Damage Waivers Required


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Appendix G

Flow Rates


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Michigan.gov Home | DEQ_Home | Online Services | Permits | Programs | Site Map | Contact_DEQState Web Sites | Privacy Policy | Link Policy | Accessibility Policy | Security Policy

Copyright 2011 State of Michigan

J oint Permit Application DEQ Home | CIWPIS | Online Services | Permits | Programs | Site Map | Contact DEQ

Flood Discharge Request Record 20110446-5 12/6/2011

| Home | Water Management | Lowflows | Discharge Requests | Watersheds Map |

Discharge InformationWatercourse: SECOND RIVER

Location: Wolf Lake Road Drainage Area: 6.52 mi2

Basin Name: 46 - Escanaba Contributing Area: 6.52 mi2

County: Marquette Tn/Rng/Sec: 48N29W/25

Township: Champion Latitude: 46.52673257

Quad Name: Champion Longitude: -87.86750978

Quad ID: D11SW

Requested By : Sheila Meier (DEQ-LWM-Ishpeming)

Received Date: 11/23/2011

Request Type: Trans. - County Issued Date: 12/5/2011

File Number: 20110446-5 Reference Number: 20100380

Discharge Frequencies: Volume Frequencies:

10%: 220 cfs2%: 460 cfs

1%: 600 cfs 1%: 750 acre-ft

0.5%: 800 cfs 0.5%: 900 acre-ft

0.2%: 1100 cfs

Access to the Flood Flow Database is provided as a service to allow you to check the status of your flood flow requests or to view discharges from previousrequests for preliminary design purposes. The discharges values are only valid for the original requestor and for one year after the original request date. Toobtain discharge information from the Hydrologic Studies Program, a flood flow discharge request formmay be submitted electronically to the DEQ. A writtenor email response to your request will be returned to you and must accompany your permit application.

Page 1 of 1DEQ - Flood Frequency Discharges

12/6/2011http://www.deq.state.mi.us/flow/hflow.asp?FileNumber=20110446-5


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Appendix H

Photos


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County Road 595 over Second River

Existing Crossing Looking North

Downstream End of Culverts


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Looking Downstream from Existing Crossing

Upstream End of Culverts


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Looking Upstream from Existing Crossing


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Appendix I

USGS Topographical Map andRiver Gradient Calculations

Map includes portions ofQuadrangle maps:

Champion Diorite

Republic Greenwood


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087 54' 0.00" W 087 52' 0.00" W 087 50' 0.00" W

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CR 595/Second Riv 20' Intv 3.116 mi20' diff =20'/16,452'=0.0012 or 0.12%

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Hydraulic Report CR 595 Second River

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