Hydraulic Report. Trail 5 Snowmobile Trail Over Mulligan Creek. Prepared By: COLEMAN ENGINEERING COMPANY Karisa V. Falls, P.E.

Transcription

1 Prepared for: Prepared by: Marquette County Road Commission Coleman Engineering Company Marquette, Michigan Iron Mountain, MI December 2011 Hydraulic Report Trail 5 Snowmobile Trail Over Mulligan Creek Prepared By: COLEMAN ENGINEERING COMPANY Karisa V. Falls, P.E

2 Contents 1.0 Introduction Method of Analysis Variables and Coefficients Starting Point Discussion Conclusion... 2 List of Appendices Appendix A HEC-RAS Computations Appendix B Profile Sheets Appendix C Topographic Map and HEC-RAS Section Map Appendix D Bridge Plans Appendix E Cross Sections: Existing Channel, Proposed Bridge Appendix F Damage Wavier Appendix G Flow Rate Data Appendix H Site Photographs Appendix I USGS Quadrangle Map and River Gradient Calculation

3 CEC Introduction This Hydraulic report has been prepared for the Marquette County Road Commission to analyze the crossing of the Mulligan Creek for the proposed Trail 5 Snowmobile Trail relocation. The site is located in Section 27 of Township 50N, Range 29W (Lat /Long ) in Michigamme Township, Marquette County. This proposed alignment location requires a new bridge as there is no existing bridge at this site. 2.0 Method of Analysis The hydraulic analysis was performed using U.S. Army Corps of Engineers Hydraulic Engineering Centers River Analysis System (HEC-RAS) computer program, Version Steady state flow data was obtained from The Michigan Department of Environmental Quality (MDEQ). 3.0 Variables and Coefficients Manning s n-values were selected from Table 3.1 of the HEC-RAS Hydraulic Reference Manual. The main channel is fairly uniform with some weeds and stones; therefore, a coefficient of was selected. The overbanks were given a coefficient of 0.1 due to the fact these areas are swampy with dense brush and vegetation. Representative photographs of Mulligan Creek at the proposed crossing site are located in Appendix H. Expansion and contraction coefficients of 0.30 and 0.50 were selected in accordance with Table 3.3 of the HEC-RAS Hydraulic Reference Manual. 4.0 Starting Point The starting water surface elevation was calculated by the Slope-Conveyance Method performed by HEC-RAS. An average Channel slope of was calculated using a USGS quadrangle map and used for the normal depth boundary condition. Calculations are included in Appendix I. The starting point of the stream analysis is a surveyed cross section approximately 1,180 feet downstream of the proposed crossing. This location is far enough downstream to be outside of the influence of the proposed bridge. 5.0 Discussion The main channel of Mulligan Creek is variable in width and well defined. Above the 10- year flood event a large portion of the flow is carried by the overbanks. The river gradient is relatively flat and the flow is sub-critical for all flood events.

4 CEC 2 The river cross sections are placed in HEC-RAS at distances measured along the center line of the channel. In some cases, the surveyed cross sections near the proposed bridge were adjusted up or downstream as required to accurately model the bridge. A plan view of the sections is shown in Appendix C. Ineffective flow areas were added to the sections that show a pool or low area that is not part of the main flowing channel, but become part of the flowing area during larger flood events. The proposed bridge is a 40-foot long by 14-foot wide prefabricated steel structure with wood decking. The approach ramps are wood, the north ramp is 25 feet long and the south ramp is 15 feet long. The concrete abutments for the bridge will be placed on the natural soil and the stream banks will be stabilized with heavy rip rap; sized and placed in accordance with the Michigan Department of Transportation current Standard Specifications for Construction. The proposed bridge spans the entire width of the main channel without restrictions. The abutments, ramps, and approach cut off a portion of the overbank flow area and ineffective flow areas have been added in the overbank portions of the cross sections upstream and downstream of the proposed bridge, as suggested in Chapter 5 of the HEC-RAS Hydraulic Reference Manual. Placement of the proposed trail and bridge structure across the flood plain and stream reduces the overbank conveyance which increases the energy gradient elevation upstream of the proposed bridge. In order to find the extent of impact, additional cross sections were extrapolated upstream using the last surveyed cross section and the estimated river gradient. The limit of the impact was found to be 916 feet upstream of the proposed bridge. At this point there is no increase in the 100-year flood stage. A summary of these results for both the existing channel and the proposed 40-foot bridge are shown in Table 1. The impact is contained within one parcel and a damage waiver has been obtained and is included in Appendix F. 6.0 Conclusion An increase of 0.14 feet in energy gradient elevation for the 100-year flow event is seen at the first surveyed cross section upstream of the proposed bridge. This increase in energy gradient elevation is reduced to zero at 916 feet upstream of the bridge. Additionally, there is an increase of 0.06 feet per second in channel velocity for the 100- year flow event at the proposed bridge.

5 Hydraulic Computations of Bridge Option Trail 5 Snowmobile Trail Mulligan Creek 11/28/2011 Table 1 HEC RAS Analysis Results Velocity in Channel at Bridge Flow Through Bridge Water Surface Elevation at Upstream Face of Bridge Energy Gradient Elevation at Upstream Face of Bridge Energy Gradient Elevation at 233' Upstream of Bridge Energy Gradient Elevation at 425' Upstream of Bridge Energy Gradient Elevation at 566' Upstream of Bridge Energy Gradient Elevation at 916' Upstream of Bridge (ft/sec) (cfs) (feet) (feet) (feet) (feet) (feet) (feet) River Station 1280* River Station 1289 River Station 1289 River Station 1522 River Station 1714 River Station 1855 River Station year 100 year 10 year 100 year 500 year 100 year 100 year 100 year 100 year 100 year (340cfs) Model Configuration (340cfs) (130 cfs) (340cfs) (550 cfs) (340cfs) Change (340cfs) Change (340cfs) Change (340cfs) Change (340cfs) Change Existing Conditions Proposed Bridge *The River Station 1280 is the station location for the proposed bridge. River Station 1280 does not occur in the Exsiting Conditions calculations because there is no bridge. The values for the Existing Conditions were taken from the higher values of the cross sections upstream and down stream (Stations 1289 and 1271) of where the proposed bridge is located.

6 APPENDIX A HEC-RAS COMPUTATIONS

7 Computations The HEC-RAS data files are included in electronically as called file called: HEC-RAS_Trail 5_Mulligan Creek.zip A Profile Output Table of the analysis results for the existing and proposed conditions are included on the following pages to provide a brief summary.

8 HEC-RAS Plan: Existing River: Mulligan Reach: Trail 5 Crossing 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) Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year

9 HEC-RAS Plan: Existing River: Mulligan Reach: Trail 5 Crossing (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) Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year

10 HEC-RAS Plan: Proposed Bridge River: Mulligan Reach: Trail 5 Crossing 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) Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing 1280 BR U 10 Year Trail 5 Crossing 1280 BR U 100 Year Trail 5 Crossing 1280 BR U 200 Year Trail 5 Crossing 1280 BR U 500 Year Trail 5 Crossing 1280 BR D 10 Year Trail 5 Crossing 1280 BR D 100 Year Trail 5 Crossing 1280 BR D 200 Year Trail 5 Crossing 1280 BR D 500 Year Trail 5 Crossing Year Trail 5 Crossing Year

11 HEC-RAS Plan: Proposed Bridge River: Mulligan Reach: Trail 5 Crossing (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) Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year Trail 5 Crossing Year

12 APPENDIX B PROFILE SHEETS

13 Trail 5 Mulligan Plan: Existing 11/28/2011 Mulligan Trail 5 Crossing Main Channel Distance (ft) Legend EG 500 Year WS 500 Year EG 100 Year WS 100 Year Crit 500 Year EG 10 Year WS 10 Year Crit 100 Year Crit 10 Year Ground Elevation (ft)

14 Trail 5 Mulligan-bridge extended Plan: Proposed Bridge 11/29/2011 Mulligan Trail 5 Crossing Main Channel Distance (ft) Legend EG 500 Year WS 500 Year EG 200 Year WS 200 Year EG 100 Year WS 100 Year Crit 500 Year Crit 200 Year EG 10 Year WS 10 Year Crit 100 Year Crit 10 Year Ground Elevation (ft)

15 APPENDIX C TOPOGRAPHIC MAP AND HEC-RAS SECTION MAP

16 Mulligan Creek

17 Mulligan Creek

18 APPENDIX D BRIDGE PLANS

19 Mulligan Creek

20

21 APPENDIX E CROSS SECTIONS

22 Cross Sections Cross sections for the existing and proposed bridge conditions are included.

23 EXISTING CHANNEL

24

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27

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29

30

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38 PROPOSED BRIDGE

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55 APPENDIX F DAMAGE WAVIER

56

57 APPENDIX G FLOW RATE DATA

58 Karisa Falls From: deq-wrd-qreq Sent: Tuesday, November 15, :00 PM To: Karisa Falls Subject: RE: flood or low flow discharge request (ContentID ) Follow Up Flag: Flag Status: Follow up Flagged This reply is being sent via only. We have estimated the flood frequency discharges requested in your of November 8, 2011 (Process No ), as follows: Mulligan Creek at Proposed road 550 feet upstream of east section line, Section 27, T50N, R29W, Michigamme Township, Marquette County, has a drainage area of 2.6 square miles. The 50%, 10%, 2%, 1%, 0.5%, and 0.2% chance peak flows are estimated to be 40 cubic feet per second (cfs), 130 cfs, 260 cfs, 340 cfs, 420 cfs, and 550 cfs, respectively. (Watershed Basin No. 45 Dead). Please include a copy of this letter with your application for permit and indicate whether or not the project is funded under Act 51. These estimates should be confirmed by our office if an application is not submitted within one year. If you have any questions concerning the discharge estimates, please contact Ms. Susan Greiner, Hydrologic Studies and Dam Safety Unit, at or by to GreinerS@michigan.gov. Any questions concerning hydraulic and/or environmental permit issues should be directed to Mr. Jerry Fulcher, Water Resources Division, Transportation and Flood Hazard Management Unit, at or by to FulcherG@michigan.gov. Original Message From: Karisa V. Falls, P.E. [mailto:kfalls@coleman engineering.com] Sent: Tuesday, November 08, :07 PM To: deq wrd qreq Subject: flood or low flow discharge request (ContentID ) Requestor: Karisa V. Falls, P.E. Company: Coleman Engineering Company Address: 635 Circle Drive City: Iron Mountain, MI Zip: Phone: Date: 11/8/2011 F10percent: Yes F2percent: Yes F1percent: Yes F0.5percent: Yes F0.2percent: Yes ContactAgency: None Selected ContactPerson: Watercourse: Mulligan Creek LocalName: CountyLocation: Marquette CityorTownship: Michigamme 1

59 Section: 27 Town: 50N Range: 29W Location: Lat, Long FFR1: County Road Project Content Length:

60 APPENDIX H SITE PHOTOGRAPHS

61 River Station 1271 looking northwest upstream at crossing River Station 1271 looking southwest upstream at crossing 1

62 River Station 1289 looking northeast downstream at crossing River Station 1280 looking north at crossing from south bank 2

63 River Station 1280 looking south at crossing from north bank River Station 1289 looking east downstream at crossing standing on south bank 3

64 APPENDIX I USGS QUADRANGLE MAP AND RIVER GRADIENT CALCULATION

65 Proposed Bridge Location Trail 5 Mulligan Creek Stream Slope Calculation: 30 /14467 = or 0.21%