hydraulic report escanaba - files4.1.revize.com
TRANSCRIPT
Prepared for: Prepared by: Marquette County Road Commission AECOM Ishpeming, MI Marquette, MI 60240279 December 9, 2011
Hydraulic Report County Road 595 Bridge over Middle Branch Escanaba River
Prepared By AECOM Brian A. Hintsala, P.E. 906.226.4966
AECOM
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Contents
1.0 Introduction .......................................................................................................................... 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 Appendices Appendix 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 the proposed County Road 595 crossing of the Middle Branch Escanaba River. The site is located in Section 2 of T47N, R29W, Quad Map Name – Champion (Lat.46.50219305/Long, -87.89799017) in Humboldt Township, Marquette County. Multiple road alignments were investigated and the chosen alignment requires that a new bridge be constructed over the river at this site. There is no existing bridge at the site.
2.0 Method of Analysis The hydraulic analysis was performed using the “HEC-RAS River Analysis System” computer program, Version 3.1.1 developed by the U.S. Army Corps of Engineers Hydraulic Engineering Center. The steady flow data for the flood events were obtained from the Michigan Department of Environmental Quality (MDEQ). The 200-year flow event was modeled in order to assure that the low chord of the bridge would have some clearance during an extreme flood event.
3.0 Variables and Coefficients The river sections near the bridge use an expansion coefficient of 0.30 and contraction coefficient of 0.50 which are suitable for a typical bridge per Table 3.3 of the HEC-RAS Hydraulic Reference Manual. The Manning’s n-values for friction loss were selected using Table 3.1 of the HEC-RAS Hydraulic Reference Manual. The main channel is fairly uniform with some weeds so a value of 0.035 was chosen. The overbank areas are swampy areas covered with high grass and heavy brush so a value of 0.100 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 380 feet downstream of the proposed road. This location was chosen because it was far enough downstream to be outside of the influence of the proposed bridge. The starting water surface elevation was calculated by HEC-RAS using the slope-conveyance method. An average channel slope of 0.00057 was estimated from a USGS quadrangle map and used for the normal depth boundary condition. The calculations are included in Appendix I.
5.0 Discussion The main channel of the Middle Branch Escanaba River is well defined and conveys 50% of the flow up to the 10-year flood event. At the 100-year flood event, 60% to 70% of the flow is carried by the overbank floodplain. The river gradient is quite flat and the flow regime is sub-critical for all flood events.
There is no existing bridge structure at the proposed river crossing, but the channel is restricted by the remains of an old road which was used to ford the river. The HEC-RAS section at river station 280 in the existing plan was surveyed at the crown of this old road. Since it is planned to remove the old road during the construction of the proposed bridge, the HEC-RAS river sections at the bridge were modified to the final (deeper) channel configuration. Because of the larger available flow area, the water velocity at the proposed bridge for the 10-year flow is reduced when compared to the existing condition. The water velocities for the existing and proposed conditions are shown in the Table 1.
AECOM
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The proposed bridge is a pre-cast concrete beam structure with a span of 60 feet. The box beams are placed directly adjacent to each other and also form the bridge deck. The concrete abutments are supported by driven steel piles. The restored stream banks are protected with heavy riprap which is sized and placed in accordance with the Michigan Department of Transportation 2003 Standard Specifications for Construction.
The river cross sections are placed in HEC-RAS at the distances measured along the center line of the channel. In some cases the surveyed sections on each side of the bridge were adjusted up or downstream 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 was performed. The final positions of the sections are shown in the plan view in Appendix C.
Although the bridge spans the main channel without restriction, the road approaches on each side of the bridge cut off a large portion of the overbank flow during the higher flow events. Ineffective flow areas were included in the overbank portions of the cross sections upstream and downstream of the bridge as suggested in chapter 5 of the HEC-RAS Hydraulic Reference Manual.
Placing the proposed road across the floodplain reduces the overbank conveyance and increases the water elevation upstream of the proposed bridge. In order to reduce the estimated water elevation upstream of the proposed bridge, relief culverts were added in the overbank areas thru the road embankment. Two culverts were placed on each side of the bridge for a total of four culverts. This was modeled using the multiple opening capabilities of HEC-RAS. Each culvert is a 9’ span x 4’ rise concrete box culvert. The inverts will be buried so that the fill inside the culvert is at the same elevation as the existing flood plain.
With the relief culverts in place there is still an unacceptable increase in the water elevation at the last surveyed cross section upstream of the proposed bridge (HEC-RAS river station 1080.) In order to gauge the severity of this problem, additional cross sections were extrapolated upstream using the last surveyed cross section and the estimated river gradient. Table 1 includes results where the river crosses the property boundaries for the first three upstream property owners. The last extrapolated section is at river station 6538 where the Middle Branch Escanaba River crosses the north boundary of Section 3. This is the limit of the property for which damage waivers related to an increase in flood stage have been obtained. At this location, the increase in 100-year flood stage for the proposed bridge and relief culverts is reduced to 0.02 foot above the existing condition.
6.0 Conclusion Table 1 on the following page summarizes the key model results for three configurations:
1. The existing channel. 2. 60’ span proposed bridge. 3. 60’ span proposed bridge plus two 9’x4’ relief box culverts on each side of the bridge (4
total).
The table shows a negligible increase in water surface elevation for the 100-year flow event for the bridge plus relief culverts option. In addition, there is no increase in the channel velocity at the bridge for up to a 10-year flow event. The 60 foot bridge with four relief culverts is the proposed bridge configuration for this site.
Hydraulic Comparison of Various Bridge Options 3County Road 595 Bridge DesignMiddle Branch Escanaba River12/9/2011
Table 1HEC-RAS Analysis Results
Flow thru
Bridge
(cfs)100 Year 10 Year 100 Year 100 Year 200 Year 100 Year 100 Year 100 Year 100 Year(1900 cfs) (1100 cfs) (1900 cfs) (1900 cfs) (2200 cfs) (1900 cfs) (1900 cfs) (1900 cfs) (1900 cfs)
Existing Channel 4.60 4.77 1900 1530.25 1530.57 1530.30 1530.80 1531.33 1532.4260' Bridge 5.75 4.02 1900 1530.39 1530.77 1530.69 0.39 1531.13 0.33 1531.54 0.21 1532.47 0.0560' Bridge + (2) 9'x4' Culverts each side (4 Total) 5.29 3.54 1714 1530.33 1530.69 1530.47 0.17 1530.94 0.14 1531.41 0.08 1532.44 0.02
(feet) (feet)
Change Change
River Station 6538River Station 3925
Energy Gradient Elevation at 3638'
Upstream of Bridge
(feet)River Station 2040
(feet)
Energy Gradient Elevation at 1753'
Upstream of Bridge
(feet)
Energy Gradient Elevation at 6251' Upstream of Bridge
Velocity in Channel
at Bridge
Energy Gradient Elev at Upstream
Face of Bridge
Model Configuration Change Change
River Station 287(ft/sec)
River Station 319
Water Surface Elevation at Upstream
Face of BridgeRiver Station 319
AECOM
Appendix A HEC-RAS Computations
AECOM
Computations
The HEC-RAS data files are included in a separate electronic folder named:
HEC-RAS_Mid Br Escanaba River.zip
In order to provide a brief summary of the analysis results, a “Profile Output Table” for the existing condition, 60’ bridge, and 60’ bridge plus culverts condition is included on the following pages.
HEC-RAS Plan: Exist River: Escanaba Mid Brh Reach: MainReach 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) Main 6358 10 Year 1100.00 1525.77 1531.52 1531.58 0.000579 2.73 1512.19 987.67 0.23Main 6358 50 Year 1700.00 1525.77 1532.18 1532.23 0.000549 2.91 2168.79 1022.01 0.23Main 6358 100 Year 1900.00 1525.77 1532.37 1532.42 0.000539 2.96 2370.92 1032.36 0.23Main 6358 200 Year 2200.00 1525.77 1532.65 1532.70 0.000524 3.02 2660.75 1038.63 0.22
Main 3925 10 Year 1100.00 1524.38 1530.29 1530.33 0.000452 2.47 1671.89 996.13 0.20Main 3925 50 Year 1700.00 1524.38 1531.07 1531.10 0.000391 2.55 2458.31 1036.80 0.19Main 3925 100 Year 1900.00 1524.38 1531.29 1531.33 0.000377 2.57 2694.48 1038.90 0.19Main 3925 200 Year 2200.00 1524.38 1531.61 1531.64 0.000363 2.61 3022.22 1041.58 0.19
Main 2040 10 Year 1100.00 1523.31 1529.72 1529.74 0.000229 1.88 2171.17 1022.14 0.15Main 2040 50 Year 1700.00 1523.31 1530.54 1530.56 0.000217 2.02 3022.99 1041.59 0.15Main 2040 100 Year 1900.00 1523.31 1530.78 1530.80 0.000215 2.06 3270.53 1043.60 0.15Main 2040 200 Year 2200.00 1523.31 1531.10 1531.12 0.000216 2.14 3606.91 1046.34 0.15
Main 1564.* 10 Year 1100.00 1523.04 1529.59 1529.62 0.000267 2.07 1937.11 924.30 0.16Main 1564.* 50 Year 1700.00 1523.04 1530.42 1530.45 0.000254 2.22 2707.25 934.84 0.16Main 1564.* 100 Year 1900.00 1523.04 1530.66 1530.69 0.000253 2.28 2930.02 937.87 0.16Main 1564.* 200 Year 2200.00 1523.04 1530.98 1531.01 0.000255 2.36 3231.83 941.11 0.16
Main 1088 10 Year 1100.00 1522.77 1529.44 1529.48 0.000312 2.27 1704.90 823.77 0.17Main 1088 50 Year 1700.00 1522.77 1530.28 1530.32 0.000301 2.45 2394.81 829.99 0.17Main 1088 100 Year 1900.00 1522.77 1530.52 1530.55 0.000301 2.52 2592.49 831.77 0.17Main 1088 200 Year 2200.00 1522.77 1530.84 1530.87 0.000306 2.62 2858.28 834.15 0.18
Main 400 10 Year 1100.00 1522.70 1529.22 1529.25 0.000354 2.45 1699.52 757.62 0.18Main 400 50 Year 1700.00 1522.70 1530.05 1530.09 0.000358 2.70 2356.94 812.52 0.19Main 400 100 Year 1900.00 1522.70 1530.29 1530.33 0.000356 2.75 2551.32 814.85 0.19Main 400 200 Year 2200.00 1522.70 1530.61 1530.65 0.000360 2.85 2809.63 817.93 0.19
Main 359 10 Year 1100.00 1523.10 1529.20 1529.24 0.000439 2.67 1632.81 728.73 0.20Main 359 50 Year 1700.00 1523.10 1530.04 1530.07 0.000438 2.94 2278.09 812.37 0.21Main 359 100 Year 1900.00 1523.10 1530.28 1530.31 0.000430 2.98 2472.83 814.70 0.21Main 359 200 Year 2200.00 1523.10 1530.59 1530.63 0.000428 3.08 2731.30 817.79 0.21
Main 319 10 Year 1100.00 1523.70 1529.18 1529.22 0.000313 2.17 1535.80 715.02 0.17Main 319 50 Year 1700.00 1523.70 1530.01 1530.06 0.000330 2.47 2163.62 795.29 0.18Main 319 100 Year 1900.00 1523.70 1530.25 1530.30 0.000330 2.54 2353.93 801.25 0.18Main 319 200 Year 2200.00 1523.70 1530.57 1530.61 0.000336 2.65 2607.52 809.12 0.18
Main 280 10 Year 1100.00 1524.80 1528.98 1529.18 0.001974 4.77 776.64 567.07 0.42Main 280 50 Year 1700.00 1524.80 1529.87 1530.02 0.001447 4.67 1355.75 741.10 0.37Main 280 100 Year 1900.00 1524.80 1530.13 1530.26 0.001313 4.60 1550.30 771.91 0.36Main 280 200 Year 2200.00 1524.80 1530.46 1530.58 0.001171 4.53 1810.12 782.27 0.34
Main 213 10 Year 1100.00 1524.01 1529.03 1529.07 0.000497 2.65 1497.71 747.62 0.21Main 213 50 Year 1700.00 1524.01 1529.90 1529.94 0.000455 2.83 2186.38 839.11 0.21Main 213 100 Year 1900.00 1524.01 1530.15 1530.19 0.000441 2.87 2397.39 851.46 0.21Main 213 200 Year 2200.00 1524.01 1530.47 1530.51 0.000430 2.94 2675.43 854.71 0.21
Main 173 10 Year 1100.00 1523.20 1529.01 1529.05 0.000573 2.85 1517.22 733.66 0.22Main 173 50 Year 1700.00 1523.20 1529.88 1529.92 0.000520 3.02 2200.27 836.14 0.22Main 173 100 Year 1900.00 1523.20 1530.13 1530.17 0.000503 3.05 2411.63 851.32 0.22Main 173 200 Year 2200.00 1523.20 1530.46 1530.49 0.000486 3.10 2690.25 854.59 0.22
Main -100 10 Year 1100.00 1522.63 1528.80 1526.65 1528.89 0.000571 3.01 1101.65 573.06 0.23Main -100 50 Year 1700.00 1522.63 1529.68 1527.50 1529.76 0.000570 3.33 1631.97 643.67 0.24Main -100 100 Year 1900.00 1522.63 1529.93 1527.73 1530.02 0.000570 3.43 1795.25 663.90 0.24Main -100 200 Year 2200.00 1522.63 1530.25 1528.07 1530.34 0.000570 3.54 2014.78 672.52 0.24
HEC-RAS Plan: 60 Br River: Escanaba Mid Brh Reach: MainReach 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) Main 6358 10 Year 1100.00 1525.77 1531.52 1531.58 0.000579 2.73 1511.83 987.65 0.23Main 6358 50 Year 1700.00 1525.77 1532.21 1532.26 0.000527 2.86 2202.26 1023.73 0.22Main 6358 100 Year 1900.00 1525.77 1532.43 1532.47 0.000505 2.88 2428.72 1035.29 0.22Main 6358 200 Year 2200.00 1525.77 1532.75 1532.80 0.000470 2.89 2764.51 1039.47 0.21
Main 3925 10 Year 1100.00 1524.38 1530.34 1530.38 0.000423 2.40 1716.57 998.49 0.20Main 3925 50 Year 1700.00 1524.38 1531.23 1531.26 0.000324 2.36 2628.93 1038.37 0.18Main 3925 100 Year 1900.00 1524.38 1531.51 1531.54 0.000300 2.35 2919.27 1040.74 0.17Main 3925 200 Year 2200.00 1524.38 1531.91 1531.94 0.000272 2.34 3335.26 1044.13 0.16
Main 2040 10 Year 1100.00 1523.31 1529.82 1529.84 0.000202 1.79 2274.62 1027.44 0.14Main 2040 50 Year 1700.00 1523.31 1530.82 1530.83 0.000166 1.82 3309.90 1043.92 0.13Main 2040 100 Year 1900.00 1523.31 1531.12 1531.13 0.000158 1.83 3627.09 1046.50 0.13Main 2040 200 Year 2200.00 1523.31 1531.54 1531.56 0.000150 1.86 4073.83 1050.13 0.12
Main 1564.* 10 Year 1100.00 1523.04 1529.71 1529.73 0.000231 1.95 2045.52 925.79 0.15Main 1564.* 50 Year 1700.00 1523.04 1530.72 1530.75 0.000191 1.99 2992.22 938.71 0.14Main 1564.* 100 Year 1900.00 1523.04 1531.03 1531.05 0.000182 2.00 3281.47 941.50 0.14Main 1564.* 200 Year 2200.00 1523.04 1531.46 1531.48 0.000173 2.04 3687.39 944.70 0.13
Main 1088 10 Year 1100.00 1522.77 1529.58 1529.62 0.000264 2.12 1819.71 824.81 0.16Main 1088 50 Year 1700.00 1522.77 1530.62 1530.65 0.000220 2.17 2678.83 832.54 0.15Main 1088 100 Year 1900.00 1522.77 1530.93 1530.96 0.000211 2.19 2938.96 834.87 0.15Main 1088 200 Year 2200.00 1522.77 1531.37 1531.39 0.000201 2.23 3302.78 838.11 0.15
Main 400 10 Year 1100.00 1522.70 1529.40 1529.43 0.000290 2.26 1835.65 770.00 0.16Main 400 50 Year 1700.00 1522.70 1530.46 1530.49 0.000244 2.32 2690.62 816.51 0.15Main 400 100 Year 1900.00 1522.70 1530.78 1530.81 0.000232 2.33 2951.66 819.63 0.15Main 400 200 Year 2200.00 1522.70 1531.22 1531.25 0.000220 2.36 3315.20 823.94 0.15
Main 359 10 Year 1100.00 1523.10 1529.38 1529.41 0.000354 2.37 1767.17 747.73 0.18Main 359 50 Year 1700.00 1523.10 1530.45 1530.48 0.000288 2.40 2616.59 816.42 0.17Main 359 100 Year 1900.00 1523.10 1530.77 1530.80 0.000270 2.40 2878.20 819.54 0.16Main 359 200 Year 2200.00 1523.10 1531.22 1531.24 0.000253 2.42 3242.21 823.86 0.16
Main 319 10 Year 1100.00 1523.70 1529.17 1526.53 1529.34 0.000864 3.60 433.64 713.59 0.28Main 319 50 Year 1700.00 1523.70 1530.11 1527.48 1530.38 0.001085 4.53 546.59 797.68 0.33Main 319 100 Year 1900.00 1523.70 1530.39 1527.70 1530.69 0.001143 4.79 580.03 804.65 0.34Main 319 200 Year 2200.00 1523.70 1530.77 1528.00 1531.12 0.001232 5.18 625.72 814.17 0.36
Main 287 BR U 10 Year 1100.00 1523.00 1529.05 1526.15 1529.29 0.001092 3.98 276.18 56.00 0.29Main 287 BR U 50 Year 1700.00 1523.00 1529.86 1527.05 1530.29 0.001569 5.29 321.62 56.00 0.36Main 287 BR U 100 Year 1900.00 1523.00 1530.09 1527.36 1530.59 0.001721 5.68 334.41 56.00 0.38Main 287 BR U 200 Year 2200.00 1523.00 1530.38 1527.75 1530.99 0.001963 6.27 351.02 56.00 0.41
Main 287 BR D 10 Year 1100.00 1523.00 1529.00 1526.15 1529.25 0.001124 4.02 273.73 56.00 0.29Main 287 BR D 50 Year 1700.00 1523.00 1529.79 1527.05 1530.23 0.001632 5.35 317.86 56.00 0.36Main 287 BR D 100 Year 1900.00 1523.00 1530.01 1527.36 1530.53 0.001795 5.75 330.21 56.00 0.38Main 287 BR D 200 Year 2200.00 1523.00 1530.29 1527.75 1530.92 0.002061 6.36 345.95 56.00 0.42
Main 213 10 Year 1100.00 1524.01 1528.94 1527.40 1529.20 0.001692 4.82 438.11 738.16 0.39Main 213 50 Year 1700.00 1524.01 1529.75 1528.06 1530.13 0.002138 6.03 547.76 823.15 0.45Main 213 100 Year 1900.00 1524.01 1529.97 1528.26 1530.40 0.002275 6.39 578.69 847.12 0.47Main 213 200 Year 2200.00 1524.01 1530.26 1528.52 1530.77 0.002510 6.94 618.32 852.64 0.50
Main 173 10 Year 1100.00 1523.20 1529.01 1529.05 0.000573 2.85 1517.22 733.66 0.22Main 173 50 Year 1700.00 1523.20 1529.88 1529.92 0.000520 3.02 2200.27 836.14 0.22Main 173 100 Year 1900.00 1523.20 1530.13 1530.17 0.000503 3.05 2411.63 851.32 0.22Main 173 200 Year 2200.00 1523.20 1530.46 1530.49 0.000486 3.10 2690.25 854.59 0.22
Main -100 10 Year 1100.00 1522.63 1528.80 1526.65 1528.89 0.000571 3.01 1101.65 573.06 0.23Main -100 50 Year 1700.00 1522.63 1529.68 1527.50 1529.76 0.000570 3.33 1631.97 643.67 0.24Main -100 100 Year 1900.00 1522.63 1529.93 1527.73 1530.02 0.000570 3.43 1795.25 663.90 0.24Main -100 200 Year 2200.00 1522.63 1530.25 1528.07 1530.34 0.000570 3.54 2014.78 672.52 0.24
HEC-RAS Plan: 60' + Culv River: Escanaba Mid Brh Reach: MainReach 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) Main 6358 10 Year 1100.00 1525.77 1531.52 1531.58 0.000579 2.73 1512.07 987.66 0.23Main 6358 50 Year 1700.00 1525.77 1532.19 1532.24 0.000541 2.89 2180.15 1022.60 0.22Main 6358 100 Year 1900.00 1525.77 1532.39 1532.44 0.000527 2.93 2391.09 1033.38 0.22Main 6358 200 Year 2200.00 1525.77 1532.69 1532.73 0.000504 2.97 2698.03 1038.93 0.22
Main 3925 10 Year 1100.00 1524.38 1530.30 1530.35 0.000444 2.45 1683.08 996.72 0.20Main 3925 50 Year 1700.00 1524.38 1531.13 1531.16 0.000363 2.47 2523.77 1037.58 0.19Main 3925 100 Year 1900.00 1524.38 1531.38 1531.41 0.000344 2.48 2783.60 1040.03 0.18Main 3925 200 Year 2200.00 1524.38 1531.73 1531.76 0.000322 2.49 3149.21 1043.48 0.18
Main 2040 10 Year 1100.00 1523.31 1529.74 1529.76 0.000222 1.86 2198.64 1023.55 0.14Main 2040 50 Year 1700.00 1523.31 1530.65 1530.67 0.000194 1.93 3138.88 1042.53 0.14Main 2040 100 Year 1900.00 1523.31 1530.92 1530.94 0.000189 1.96 3419.29 1044.81 0.14Main 2040 200 Year 2200.00 1523.31 1531.29 1531.31 0.000184 2.01 3806.06 1047.96 0.14
Main 1564.* 10 Year 1100.00 1523.04 1529.62 1529.65 0.000256 2.03 1966.23 924.70 0.16Main 1564.* 50 Year 1700.00 1523.04 1530.54 1530.57 0.000225 2.12 2823.41 936.42 0.15Main 1564.* 100 Year 1900.00 1523.04 1530.82 1530.84 0.000220 2.15 3078.21 939.87 0.15Main 1564.* 200 Year 2200.00 1523.04 1531.19 1531.21 0.000215 2.21 3428.32 942.66 0.15
Main 1088 10 Year 1100.00 1522.77 1529.48 1529.52 0.000298 2.23 1736.28 824.05 0.17Main 1088 50 Year 1700.00 1522.77 1530.42 1530.45 0.000263 2.33 2512.31 831.05 0.16Main 1088 100 Year 1900.00 1522.77 1530.69 1530.73 0.000257 2.37 2740.74 833.10 0.16Main 1088 200 Year 2200.00 1522.77 1531.07 1531.10 0.000253 2.43 3052.86 835.88 0.16
Main 400 10 Year 1100.00 1522.70 1529.27 1529.30 0.000334 2.39 1738.08 761.15 0.18Main 400 50 Year 1700.00 1522.70 1530.23 1530.26 0.000302 2.52 2498.82 814.22 0.17Main 400 100 Year 1900.00 1522.70 1530.51 1530.54 0.000293 2.55 2727.11 816.95 0.17Main 400 200 Year 2200.00 1522.70 1530.89 1530.92 0.000286 2.61 3036.65 820.64 0.17
Main 359 10 Year 1100.00 1523.10 1529.26 1529.29 0.000409 2.50 1671.47 734.25 0.19Main 359 50 Year 1700.00 1523.10 1530.22 1530.24 0.000362 2.63 2422.83 814.11 0.18Main 359 100 Year 1900.00 1523.10 1530.50 1530.52 0.000346 2.64 2651.58 816.84 0.18Main 359 200 Year 2200.00 1523.10 1530.88 1530.90 0.000332 2.69 2961.49 820.53 0.18
Main 319 10 Year 1100.00 1523.70 1529.14 1526.53 1529.25 0.000595 2.98 762.56 711.38 0.24Main 319 50 Year 1700.00 1523.70 1530.06 1527.59 1530.20 0.000671 3.54 1019.60 796.53 0.26Main 319 100 Year 1900.00 1523.70 1530.33 1527.78 1530.47 0.000692 3.71 1094.38 803.21 0.26Main 319 200 Year 2200.00 1523.70 1530.69 1528.02 1530.85 0.000728 3.95 1194.56 812.15 0.27
Main 287 BR U #1 10 Year 965.89 1523.00 1529.02 1525.91 1529.21 0.000857 3.52 274.63 56.00 0.25Main 287 BR U #1 50 Year 1523.92 1523.00 1529.77 1526.82 1530.13 0.001330 4.81 316.54 56.00 0.33Main 287 BR U #1 100 Year 1714.09 1523.00 1529.97 1527.10 1530.39 0.001499 5.23 327.67 56.00 0.35Main 287 BR U #1 200 Year 1994.13 1523.00 1530.21 1527.47 1530.74 0.001768 5.84 341.47 56.00 0.38
Main 287 BR D #1 10 Year 965.89 1523.00 1528.99 1525.91 1529.18 0.000877 3.54 272.76 56.00 0.26Main 287 BR D #1 50 Year 1523.92 1523.00 1529.71 1526.82 1530.08 0.001374 4.86 313.43 56.00 0.33Main 287 BR D #1 100 Year 1714.09 1523.00 1529.90 1527.10 1530.34 0.001555 5.29 324.08 56.00 0.35Main 287 BR D #1 200 Year 1994.13 1523.00 1530.13 1527.47 1530.68 0.001846 5.92 337.06 56.00 0.39
Main 213 10 Year 1100.00 1524.01 1529.00 1527.50 1529.12 0.001005 3.75 750.25 744.45 0.30Main 213 50 Year 1700.00 1524.01 1529.85 1528.03 1530.01 0.001106 4.39 989.06 834.35 0.33Main 213 100 Year 1900.00 1524.01 1530.10 1528.16 1530.26 0.001139 4.59 1057.22 850.95 0.34Main 213 200 Year 2200.00 1524.01 1530.41 1528.37 1530.60 0.001205 4.89 1146.12 854.12 0.35
Main 173 10 Year 1100.00 1523.20 1529.01 1529.05 0.000573 2.85 1517.22 733.66 0.22Main 173 50 Year 1700.00 1523.20 1529.88 1529.92 0.000520 3.02 2200.27 836.14 0.22Main 173 100 Year 1900.00 1523.20 1530.13 1530.17 0.000503 3.05 2411.52 851.32 0.22Main 173 200 Year 2200.00 1523.20 1530.46 1530.49 0.000486 3.10 2690.25 854.59 0.22
Main -100 10 Year 1100.00 1522.63 1528.80 1526.65 1528.89 0.000571 3.01 1101.65 573.06 0.23Main -100 50 Year 1700.00 1522.63 1529.68 1527.50 1529.76 0.000570 3.33 1631.97 643.67 0.24Main -100 100 Year 1900.00 1522.63 1529.93 1527.73 1530.02 0.000571 3.43 1795.17 663.89 0.24Main -100 200 Year 2200.00 1522.63 1530.25 1528.07 1530.34 0.000570 3.54 2014.78 672.52 0.24
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Appendix B Profile Sheets
0 1000 2000 3000 4000 5000 6000 70001522
1524
1526
1528
1530
1532
1534
Escanaba Mid Branch Plan: Existing 12/14/2011
Main Channel Distance (ft)
Ele
vatio
n (ft
)
Legend
EG 200 Year
WS 200 Year
EG 100 Year
WS 100 Year
EG 50 Year
WS 50 Year
EG 10 Year
WS 10 Year
Crit 200 Year
Crit 100 Year
Crit 50 Year
Crit 10 Year
Ground
Escanaba Mid Brh Main
0 1000 2000 3000 4000 5000 6000 70001522
1524
1526
1528
1530
1532
1534
Escanaba Mid Branch Plan: New 60' Bridge 12/15/2011
Main Channel Distance (ft)
Ele
vatio
n (ft
)
Legend
EG 200 Year
WS 200 Year
EG 100 Year
WS 100 Year
EG 50 Year
WS 50 Year
EG 10 Year
WS 10 Year
Crit 200 Year
Crit 100 Year
Crit 50 Year
Crit 10 Year
Ground
Escanaba Mid Brh Main
0 1000 2000 3000 4000 5000 6000 70001522
1524
1526
1528
1530
1532
1534
Escanaba Mid Branch Plan: 60 ' Bridge Plus Culverts 12/14/2011
Main Channel Distance (ft)
Ele
vatio
n (ft
)
Legend
EG 200 Year
WS 200 Year
EG 100 Year
WS 100 Year
EG 50 Year
WS 50 Year
EG 10 Year
WS 10 Year
Crit 200 Year
Crit 100 Year
Crit 50 Year
Crit 10 Year
Ground
Escanaba Mid Brh Main
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Appendix C Topographic Map HEC-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. For the proposed bridge condition only the cross sections including the culverts are included since the bridge without culverts is similar.
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Existing Channel Condition
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Proposed Bridge Condition
-600 -400 -200 0 200 4001522
1524
1526
1528
1530
1532
1534
1536
RS=287 Upstream (Multiple Opening)
Ele
vatio
n (ft
)
Legend
Ground
Ineff
Bank Sta
Stag Limit
#1#2
#3#4
#5
-600 -400 -200 0 200 4001522
1524
1526
1528
1530
1532
1534
1536
RS=287 Downstream (Multiple Opening)
Station (ft)
Ele
vatio
n (ft
)
#1#2
#3#4
#5
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Appendix F Damage Waivers
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Appendix G Flow Rates
Michigan.gov Home | DEQ_Home | Online Services | Permits | Programs | Site Map | Contact_DEQ State Web Sites | Privacy Policy | Link Policy | Accessibility Policy | Security Policy
Copyright © 2011 State of Michigan
Joint Permit Application DEQ Home | CIWPIS | Online Services | Permits | Programs | Site Map | Contact DEQ
Flood Discharge Request Record 20110446-3 12/6/2011
| Home | Water Management | Lowflows | Discharge Requests | Watersheds Map |
Discharge InformationWatercourse: MIDDLE BRANCH ESCANABA
RIVERLocation: County Road FY Drainage Area: 43.6 mi2
Basin Name: 46 - Escanaba Contributing Area: 43.6 mi2County: Marquette Tn/Rng/Sec: 47N29W/02
Township: Humbolt Latitude: 46.5021708Quad Name: Republic Longitude: -87.89805115
Quad ID: E11NWRequested By: Sheila Meier (DEQ-LWM-
Ishpeming)Received Date: 11/23/2011
Request Type: Trans. - County Issued Date: 12/5/2011File Number: 20110446-3 Reference Number: 20090432-1
Discharge Frequencies: Volume Frequencies:10%: 1100 cfs
2%: 1700 cfs1%: 1900 cfs 1%:
0.5%: 2200 cfs 0.5%: 0.2%: 2600 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 previous requests for preliminary design purposes. The discharges values are only valid for the original requestor and for one year after the original request date. To obtain discharge information from the Hydrologic Studies Program, a flood flow discharge request form may be submitted electronically to the DEQ. A written or 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=20110446-3
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Appendix H Photos
County Road 595 over Middle Branch Escanaba River
River Station 280 Looking South
River Station 280 Looking North
County Road 595 over Middle Branch Escanaba River
River Station 280 Looking Upstream
River Station 280 Looking Downstream
County Road 595 over Middle Branch Escanaba River
River Station 280 Looking Upstream
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Appendix I USGS Topographical Map and River Gradient Calculations
Map includes portions of Quadrangle maps:
Champion Diorite Republic Greenwood
Copyright (C) 1999, Maptech, Inc.
087° 55' 0.00" W
087° 55' 0.00" W
087° 54' 0.00" W
087° 54' 0.00" W
087° 53' 0.00" W
087° 53' 0.00" W
087° 52' 0.00" W
087° 52' 0.00" W
046°
32'
0.0
0" N
046°
32'
0.0
0" N
046°
31'
0.0
0" N
046°
31'
0.0
0" N
046°
30'
0.0
0" N
046°
30'
0.0
0" N
046°
29'
0.0
0" N
046°
29'
0.0
0" N
1540
1540
Proposed bridge location CR 595/Mid. Br. Esc. Riv. Intv.20' - 20'V 6.61 mi or 34,900' 20'/34,900'=.00057 or .057%
1520
1540
1540
Proposed bridge location CR 595/Mid. Br. Esc. Riv. Intv.20' - 20'V 6.61 mi or 34,900' 20'/34,900'=.00057 or .057%
1520
1540
1540
Proposed bridge location CR 595/Mid. Br. Esc. Riv. Intv.20' - 20'V 6.61 mi or 34,900' 20'/34,900'=.00057 or .057%
1520
1540
1540
Proposed bridge location CR 595/Mid. Br. Esc. Riv. Intv.20' - 20'V 6.61 mi or 34,900' 20'/34,900'=.00057 or .057%
1520
4° W