Item talk:Q79564
From geokb
{
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"name": "Level II scour analysis for Bridge 37 (CABOTH00410037) on Town Highway 41, crossing the Winooski River, Cabot, Vermont",
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"abstract": "This report provides the results of a detailed Level II analysis of scour potential at structure \nCABOTH00410037 on Town Highway 41 crossing the Winooski River (also referred to as \nCoit\u2019s Pond Brook), Cabot, Vermont (figures 1\u20138). A Level II study is a basic engineering \nanalysis of the site, including a quantitative analysis of stream stability and scour (U.S. \nDepartment of Transportation, 1993). Results of a Level I scour investigation also are \nincluded in Appendix E of this report. A Level I investigation provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge, gleaned from \nVermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level \nI and Level II analyses and is found in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin northeastern Vermont. The 21.4-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is primarily shrub and \nbrushland while the immediate banks have dense woody vegetation.\nIn the study area, the Winooski River has an incised, straight channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 53 ft and an average bank height \nof 4 ft. The channel bed material is primarily cobbles and boulder with a median grain size \n(D50) of 64.5 mm (0.212 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on July 16, 1996, indicated that the reach was stable.\nThe Town Highway 41 crossing of the Winooski River is a 29-ft-long, one-lane bridge \nconsisting of one 26-foot span (Vermont Agency of Transportation, written \ncommunication, October 13, 1995) with four steel I-beams and a wooden deck . The \nopening length of the structure parallel to the bridge face is 26 ft.The bridge is supported by \n\u201claid up\u201d granite block abutments with concrete footings. The channel is skewed \napproximately 35 degrees to the opening while the computed opening-skew-to-roadway is \n15 degrees. The VTAOT computed opening-skew-to-roadway is zero degrees.\nThe only scour protection measure observed at the site during the Level I assessment was \ntype-2 stone fill (less than 36 inches diameter) along the entire base length of the left \nabutment and upstream right wingwall, along the upstream left bank and along the \ndownstream left and right banks. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices \nD and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping and \nmaximum free-surface flow discharges were determined and analyzed as two other \npotential worst-case scour scenarios. Total scour at a highway crossing is comprised of \nthree components: 1) long-term streambed degradation; 2) contraction scour (due to \naccelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused \nby accelerated flow around piers and abutments). Total scour is the sum of the three \ncomponents. Equations are available to compute depths for contraction and local scour and \na summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 2.7 ft. The worst-case \ncontraction scour occurred at the maximum free-surface flow (with road overflow) \ndischarge, which was less than the 100-year discharge. Abutment scour ranged from 9.8 to \n10.7 ft along the left abutment and from 16.2 to 19.9 ft along the right abutment. The worstcase abutment scour occurred at the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled \u201cScour Results\u201d. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich and Hire equations (abutment scour) gives \n\u201cexcessively conservative estimates of scour depths\u201d (Richardson and others, 1995, p. 47). \nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.",
"description": "iv, 52 p.",
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"givenName": "Robert H.",
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"url": "https://www.usgs.gov/centers/new-england-water-science-center"
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"name": "Medalie, Laura lmedalie@usgs.gov",
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