Item talk:Q79561
From geokb
{
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"name": "Level II scour analysis for Bridge 21 (WALDTH00450021) on Town Highway 45, crossing Joes Brook, Walden, Vermont",
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"abstract": "This report provides the results of a detailed Level II analysis of scour potential at structure \nWALDTH00450021 on Town Highway 45 crossing Joes Brook, Walden, Vermont (figures \n1\u20138). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D. The VTAOT files state that the stream is Coles Brook, both the USGS and the \nVTAOT maps state that it is Joes Brook.\nThe site is in the New England Upland section of the New England physiographic province \nin central Vermont. The 18.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture upstream and downstream \nof the bridge while the immediate banks have dense woody vegetation. \nIn the study area, Joes Brook has an incised, sinuous channel with a slope of approximately \n0.01 ft/ft, an average channel top width of 76 ft and an average bank height of 5 ft. The \nchannel bed material ranges from sand to boulder with a median grain size (D50) of 75.4 \nmm (0.247 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non July 27, 1995, indicated that the reach was stable.\nThe Town Highway 45 crossing of Joes Brook is a 35-ft-long, one-lane bridge consisting of \none 29-foot steel-beam span with a wooden deck (Vermont Agency of Transportation, \nwritten communication, April 5, 1995). The opening length of the structure parallel to the \nbridge face is 26.2 ft. The bridge is supported by vertical, \u201claid-up\u201d concrete block \nabutments with no wingwalls. The channel is skewed approximately zero degrees to the \nopening while the computed opening-skew-to-roadway is 5 degrees.\nThe scour protection measures at the site included type-1 stone fill (less than 12 inches \ndiameter) along the upstream left bank and along the entire base length of the left abutment. \nThere is also type-2 stone fill (less than 36 inches diameter) along the entire base length of \nthe right abutment. Additional details describing conditions at the site are included in the \nLevel II Summary and Appendices D\nand 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 \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 12.4 to 24.4 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand 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 equation (abutment scour) gives \u201cexcessively \nconservative estimates of scour depths\u201d (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.",
"description": "iv, 52 p.",
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