This report provides the results of a detailed Level II analysis of scour potential at structure \nFFIETH00030012 on Town Highway 3 crossing the Fairfield River, Fairfield, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nnorth-western Vermont. The 7.34-mi2 drainage area is in a predominantly rural basin with \nforest on the valley walls and pasture/row crops on the valley bottom. In the vicinity of the \nstudy site, the surface cover is row crops with a few trees on the immediate banks.
\nIn the study area, the Fairfield River has a meandering channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 37 ft and an average channel \ndepth of 6 ft. The predominant channel bed materials are sand and gravel with a median \ngrain size (D50) of 32.5 mm (0.107 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on June 16, 1995, indicated that the reach was stable.
\nThe Town Highway 3 crossing of the Fairfield River is a 24-ft-long, one-lane bridge \nconsisting of one 20-foot concrete span (Vermont Agency of Transportation, written \ncommunication, March 8, 1995). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 40 degrees to the opening. Although \nbridge records show an opening-skew-to-roadway of 45 degrees, the skew measured from \nsurveyed points was 30 degrees.
\nAt the time of the level I assessment, the left abutment had been undermined and settled \ninto a scour hole at the upstream end. The right abutment footing was exposed but not \nundermined. The scour protection measures at the site were type-1 stone fill (less than 12 \ninches diameter) on the downstream right bank, and type-2 stone fill (less than 36 inches \ndiameter) along the entire base of the upstream right wingwall, the upstream banks, and\ndownstream left bank. The type-2 stone fill on the left bank downstream changes to type-1 \nabout 55 feet downstream of the bridge. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 1.6 to 3.0 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 3.2 to \n4.0 ft. at the left abutment and 9.7 to 11.7 feet at the right abutment. The worst-case left \nabutment scour occurred at the incipient over-topping discharge, which was less than the \n100-year discharge. The worst-case right abutment scour occurred at the 500-year \ndischarge. Additional information on scour depths and depths to armoring are included in \nthe section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97108","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Degnan, J.R., 1997, Level II scour analysis for Bridge 12 (FFIETH00030012) on Town Highway 3, crossing the Fairfield River, Fairfield, Vermont: U.S. Geological Survey Open-File Report 97-108, iv, 52 p., https://doi.org/10.3133/ofr97108.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":170109,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97108.GIF"},{"id":279819,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0108/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Fairfield","otherGeospatial":"Fairfield River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,44.75 ], [ -73.0,44.875 ], [ -72.875,44.875 ], [ -72.875,44.75 ], [ -73.0,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83cc","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240416,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true},{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240415,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49903,"text":"ofr97214 - 1997 - Level II scour analysis for Bridge 80 (JAMAVT01000080) on State Highway 100, crossing the West River, Jamaica, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:00:14","indexId":"ofr97214","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-214","title":"Level II scour analysis for Bridge 80 (JAMAVT01000080) on State Highway 100, crossing the West River, Jamaica, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nJAMAVT01000080 on State Route 100 crossing the West River, Jamaica, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nsouthern Vermont. The 227-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture on the upstream left bank \nand downstream of the bridge while the immediate banks have dense woody vegetation. \nThe upstream right bank of the bridge is forested.\nIn the study area, the West River has an incised, straight channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 309 ft and an average bank height \nof 10 ft. The channel bed material is predominantly cobble with a median grain size (D50) \nof 109 mm (0.359 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 13, 1996, indicated that the reach was stable.\nThe State Route 100 crossing of the West River is a 246-ft-long, one-lane steel thru-truss \nbridge consisting of three spans, the longest is 161-feet (Vermont Agency of \nTransportation, written communication, March 30, 1995). The bridge is supported by \nvertical, concrete abutments and two piers. The channel is skewed approximately 5 degrees \nto the opening while there is no opening-skew-to-roadway. \nA scour hole 3 ft deeper than the mean thalweg depth was observed along the streamward \n(right) side of the left pier during the Level I assessment. A scour hole 5 ft deeper than the \nmean thalweg depth was observed along the streamward (left) side of the right pier during \nthe Level I assessment. The only scour protection measure at the site was type-2 stone fill \n(less than 36 inches diameter) along the left and right bank below the abutments forming a \n“spill-through” slope at each abutment. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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.\nThere was no computed contraction scour. Abutment scour ranged from 15.8 to 23.9 ft. \nThe worst-case abutment scour occurred at the 500-year discharge. Pier scour ranged from \n9.5 to 22.8 ft. The worst-case pier scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97214","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Degnan, J.R., 1997, Level II scour analysis for Bridge 80 (JAMAVT01000080) on State Highway 100, crossing the West River, Jamaica, Vermont: U.S. Geological Survey Open-File Report 97-214, iv, 52 p., https://doi.org/10.3133/ofr97214.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169641,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97214.PNG"},{"id":279799,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0214/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Jamaica","otherGeospatial":"West River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.0 ], [ -72.75,43.125 ], [ -72.5,43.125 ], [ -72.5,43.0 ], [ -72.75,43.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55ff","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240453,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true},{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240452,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49882,"text":"ofr97107 - 1997 - Level II scour analysis for Bridge 108 (STJOUS00020108) on U.S. Highway 2, crossing the Moose River, St. Johnsbury, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:25:24","indexId":"ofr97107","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-107","title":"Level II scour analysis for Bridge 108 (STJOUS00020108) on U.S. Highway 2, crossing the Moose River, St. Johnsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nSTJOUS00020108 on U.S. Highway 2 crossing the Moose River,\nSt. Johnsbury, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.
\nThe site is in the New England Upland/White Mountain sections of the New England \nphysiographic province in north-east Vermont. The 117-mi2 drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the surface cover is \npasture on the upstream right bank, forest on the upstream left bank, shrub and brush on the \ndownstream left bank, and forest on the downstream right bank.
\nIn the study area, the Moose River has an incised, sinuous channel with a slope of \napproximately 0.008 ft/ft, an average channel top width of 96 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is cobble with a median grain size \n(D50) of 94.1 mm (0.309 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 14, 1995, indicated that the reach was stable.
\nThe U.S. Highway 2 crossing of the Moose River is a 103-ft-long, two-lane bridge \nconsisting of three spans with a maximum 57-foot concrete T-beam span (Vermont Agency \nof Transportation, written communication, March 28, 1995). The bridge is supported by \ntwo piers, and vertical, concrete abutments with no wingwalls. The channel is skewed \napproximately 10 degrees to the opening while the opening-skew-to-roadway is 0 degrees.
\nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) at the upstream and downstream channel banks. There is also type-3 stone fill \n(less than 48 inches diameter) at both the upstream and downstream ends of the left and \nright abutments. Additional details describing conditions at the site are included in the \nLevel II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 0.4 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 9.3 to \n12.2 ft. The worst-case abutment scour occurred at the left abutment 500-year discharge. \nPier scour ranged from 8.3 to 15.7 for both piers. The worst case pier scour occurred at the \nleft pier, for the 100-year discharge analysis. Additional in formation on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-\nsection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97107","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 108 (STJOUS00020108) on U.S. Highway 2, crossing the Moose River, St. Johnsbury, Vermont: U.S. Geological Survey Open-File Report 97-107, iv, 50 p., https://doi.org/10.3133/ofr97107.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170108,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97107.GIF"},{"id":279820,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0107/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"St. Johnsbury","otherGeospatial":"Moose River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.0,44.375 ], [ -72.0,44.5 ], [ -71.875,44.5 ], [ -71.875,44.375 ], [ -72.0,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a842c","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240414,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50139,"text":"ofr97130 - 1997 - Seismic-Hazard Maps for California, Nevada, and Western Arizona/Utah","interactions":[],"lastModifiedDate":"2012-02-10T00:10:10","indexId":"ofr97130","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-130","title":"Seismic-Hazard Maps for California, Nevada, and Western Arizona/Utah","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/ofr97130","usgsCitation":"Frankel, A.D., Mueller, C., Barnhard, T., Perkins, D., Leyendecker, E.V., Dickman, N., Hanson, S., and Hopper, M., 1997, Seismic-Hazard Maps for California, Nevada, and Western Arizona/Utah: U.S. Geological Survey Open-File Report 97-130, 12 maps; Sheets numbered A-L with individual subtitles, https://doi.org/10.3133/ofr97130.","productDescription":"12 maps; Sheets numbered A-L with individual subtitles","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":175283,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":4324,"rank":200,"type":{"id":11,"text":"Document"},"url":"https://geo-nsdi.er.usgs.gov/metadata/open-file/97-131/metadata.faq.html","linkFileType":{"id":5,"text":"html"}}],"scale":"2000000","projection":"Albers Equal Area Conic","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -125,32 ], [ -125,43 ], [ -111,43 ], [ -111,32 ], [ -125,32 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9be4b07f02db65e144","contributors":{"authors":[{"text":"Frankel, Arthur D. 0000-0001-9119-6106 afrankel@usgs.gov","orcid":"https://orcid.org/0000-0001-9119-6106","contributorId":1363,"corporation":false,"usgs":true,"family":"Frankel","given":"Arthur","email":"afrankel@usgs.gov","middleInitial":"D.","affiliations":[{"id":237,"text":"Earthquake Science Center","active":true,"usgs":true}],"preferred":false,"id":240823,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mueller, C.","contributorId":40201,"corporation":false,"usgs":true,"family":"Mueller","given":"C.","email":"","affiliations":[],"preferred":false,"id":240827,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Barnhard, T.","contributorId":63458,"corporation":false,"usgs":true,"family":"Barnhard","given":"T.","email":"","affiliations":[],"preferred":false,"id":240828,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Perkins, D.","contributorId":83589,"corporation":false,"usgs":true,"family":"Perkins","given":"D.","affiliations":[],"preferred":false,"id":240829,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Leyendecker, E. V.","contributorId":87162,"corporation":false,"usgs":true,"family":"Leyendecker","given":"E.","email":"","middleInitial":"V.","affiliations":[],"preferred":false,"id":240830,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Dickman, N.","contributorId":17279,"corporation":false,"usgs":true,"family":"Dickman","given":"N.","email":"","affiliations":[],"preferred":false,"id":240824,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Hanson, S.","contributorId":35781,"corporation":false,"usgs":true,"family":"Hanson","given":"S.","affiliations":[],"preferred":false,"id":240826,"contributorType":{"id":1,"text":"Authors"},"rank":7},{"text":"Hopper, M.","contributorId":25999,"corporation":false,"usgs":true,"family":"Hopper","given":"M.","affiliations":[],"preferred":false,"id":240825,"contributorType":{"id":1,"text":"Authors"},"rank":8}]}} ,{"id":49881,"text":"ofr97106 - 1997 - Level II scour analysis for Bridge 11 (HINETH00040011) on Town Highway 4, crossing Lewis Creek, Hinesburg, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:35:22","indexId":"ofr97106","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-106","title":"Level II scour analysis for Bridge 11 (HINETH00040011) on Town Highway 4, crossing Lewis Creek, Hinesburg, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHINETH00040011 on Town Highway 4 crossing Lewis Creek, Hinesburg, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nnorthwestern Vermont. The 38.4-mi2 drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture.
\nIn the study area, Lewis Creek has an incised, straight channel with a slope of \napproximately 0.001 ft/ft, an average channel top width of 60 ft and an average channel \ndepth of 7 ft. The channel bed material ranges from gravel to boulder with a median grain \nsize (D50) of 47.0 mm (0.154 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on July 3, 1996, indicated that the reach was stable.
\nThe Town Highway 4 crossing of Lewis Creek is an 84-foot-long, two-lane bridge \nconsisting of one 82-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, December 15, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls and spill-through embankments at each abutment. The channel is \nskewed approximately 40 degrees to the opening while the opening-skew-to-roadway is 15 \ndegrees.
\nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) at the downstream left and right wingwalls and the downstream right bank. Scour \nprotection also included type-3 stone fill (less than 48 inches diameter) at the left and right \nupstream wingwalls, both abutments, both upstream banks, and the left bank downstream. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 1.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Left abutment scour ranged from \n14.1 to 18.2 ft. Right abutment scour ranged from 9.9 to 13.4 ft. The worst-case abutment \nscour occurred at left abutment for the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scoured-\nstreambed 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 particle-\nsize distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97106","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Burns, R.L., 1997, Level II scour analysis for Bridge 11 (HINETH00040011) on Town Highway 4, crossing Lewis Creek, Hinesburg, Vermont: U.S. Geological Survey Open-File Report 97-106, iv, 48 p., https://doi.org/10.3133/ofr97106.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170107,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97106.GIF"},{"id":279821,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0106/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hinesburg","otherGeospatial":"Lewis Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.125,44.25 ], [ -73.125,44.375 ], [ -73.0,44.375 ], [ -73.0,44.25 ], [ -73.125,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a840a","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240412,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240413,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49918,"text":"ofr97346 - 1997 - Level II scour analysis for Bridge 43 (BENNCYDEPO0043) on Depot Street, crossing the Walloomsac River, Bennington, Vermont","interactions":[],"lastModifiedDate":"2014-01-05T12:21:42","indexId":"ofr97346","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-346","title":"Level II scour analysis for Bridge 43 (BENNCYDEPO0043) on Depot Street, crossing the Walloomsac River, Bennington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBENNCYDEPO0043 on the Depot Street crossing of the Walloomsac River, Bennington, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nsouthwestern Vermont. The 30.1-mi2\n drainage area is a predominantly rural and forested \nbasin. The bridge site is located within an urban setting in the Town of Bennington with \nbuildings and parking lots on overbanks.
\nIn the study area, the Walloomsac River has a straight channel with constructed channel \nbanks through much of the reach. The channel is located on a delta and has a slope of \napproximately 0.02 ft/ft, an average channel top width of 48 ft and an average bank height \nof 6 ft. The predominant channel bed material is cobble with a median grain size (D50) of \n108 mm (0.356 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on August 5, 1996, indicated that the reach was stable.
\nThe Depot Street crossing of the Walloomsac River is a 46-ft-long, two-lane bridge \nconsisting of one 40-foot concrete span (Vermont Agency of Transportation, written \ncommunication, December 13, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately \n5 degrees to the opening and the opening-skew-to-roadway is 15 degrees.
\nScour countermeasures at the site include type-2 stone fill (less than 36 inches diameter) at \nthe upstream end of the upstream right wing wall and type-1 stone fill (less than 12 inches \ndiameter) along the base of the upstream left wing wall. Downstream banks are protected by \nconcrete and stone walls. The upstream right bank is protected by alternating type-2 stone \nfill and masonry walls. Additional details describing conditions at the site are included in \nthe Level II Summary and Appendices D 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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 computed for all modelled flows ranged from 0.0 to 4.1 ft. \nThe worst-case contraction scour occurred at the 500-year discharge. \nComputed right abutment scour ranged from 2.9 to 13.4 ft. with the worst-case \nscour occurring at the 500-year discharge. Computed left abutment scour \nranged from 5.6 to 16.3 ft. with the worst-case scour also occurring at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section titled \n“Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97346","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1997, Level II scour analysis for Bridge 43 (BENNCYDEPO0043) on Depot Street, crossing the Walloomsac River, Bennington, Vermont: U.S. Geological Survey Open-File Report 97-346, iv, 50 p., https://doi.org/10.3133/ofr97346.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170101,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279767,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0346/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bennington","otherGeospatial":"Walloomsac River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.25,42.75 ], [ -73.25,43.0 ], [ -73.125,43.0 ], [ -73.125,42.75 ], [ -73.25,42.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a615b","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240473,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49919,"text":"ofr97362 - 1997 - Level II scour analysis for Bridge 7 (CHESTH00030007) on Town Highway 3, crossing the South Branch Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2014-01-04T15:31:30","indexId":"ofr97362","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-362","title":"Level II scour analysis for Bridge 7 (CHESTH00030007) on Town Highway 3, crossing the South Branch Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESTH00030007 on Town Highway 3 which is also State Route 35 crossing the South \nBranch Williams River, Chester, Vermont (figures 1–8). A Level II study is a basic \nengineering analysis of the site, including a quantitative analysis of stream stability and \nscour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation \nalso are included 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 southern Vermont. The 10.4-mi2 drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture on the upstream right \nbank while the immediate bank has some trees. Downstream of the bridge and the upstream \nleft bank are forested.
\nIn the study area, the South Branch Williams River has an incised, sinuous channel with a \nslope of approximately 0.03 ft/ft, an average channel top width of 65 ft and an average bank \nheight of 4 ft. The channel bed material ranges from gravel to boulder with a median grain \nsize (D50) of 70.5 mm (0.231 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 26, 1996, indicated that the reach was laterally unstable. There \nare cutbanks on both the left and right banks alternating with point bars in the upstream \nreach.
\nThe Town Highway 3 (VT 35) crossing of the South Branch Williams River is a 74-ft-long, \ntwo-lane bridge consisting of one 72-foot steel-beam span (Vermont Agency of \nTransportation, written communication, March 30, 1995). The bridge is supported by spill-\nthrough abutments. The channel is skewed approximately 5 degrees to the opening and the \nopening-skew-to-roadway is also 5 degrees.
\nThree channel scour holes 1.0 ft deeper than the mean thalweg depth were observed during \nthe Level I assessment in the upstream reach. There are no scour protection measures at the \nsite. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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 0.4 ft. The worst-case \ncontraction scour occurred at the 100-year. Abutment scour ranged from 4.1 to 15.5 ft. The \nworst-case abutment scour occurred at the 500-year. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scoured-\nstreambed 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 particle-\nsize distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97362","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., 1997, Level II scour analysis for Bridge 7 (CHESTH00030007) on Town Highway 3, crossing the South Branch Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-362, iv, 50 p., https://doi.org/10.3133/ofr97362.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170102,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97362.GIF"},{"id":279766,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0362/report.pdf"}],"scale":"62500","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"South Branch Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.0 ], [ -72.75,43.5 ], [ -72.5,43.5 ], [ -72.5,43.0 ], [ -72.75,43.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a576d","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240474,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49908,"text":"ofr97225 - 1997 - Level II scour analysis for Bridge 27 (ANDOTH00290027) on Town Highway 29, crossing Middle Branch Williams River, Andover, Vermont","interactions":[],"lastModifiedDate":"2014-01-05T13:56:45","indexId":"ofr97225","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-225","title":"Level II scour analysis for Bridge 27 (ANDOTH00290027) on Town Highway 29, crossing Middle Branch Williams River, Andover, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nANDOTH00290027 on Town Highway 29 crossing the Middle Branch Williams River, \nAndover, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 12.7-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is pasture on the left bank upstream of the \nbridge while the immediate bank has woody vegetation. The surface cover on the upstream \nright bank is forest. Downstream of the bridge the left bank is pasture and the right bank \nhas woody vegetation.
\nIn the study area, the Middle Branch Williams River has an incised, straight channel with a \nslope of approximately 0.009 ft/ft, an average channel top width of 63 ft and an average \nbank height of 5 ft. The channel bed material ranges from sand to cobble with a median \ngrain size (D50) of 64.7 mm (0.212 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 10, 1996, indicated that the reach was stable.
\nThe Town Highway 29 crossing of the Middle Branch Williams River is a 34-ft-long, two-\nlane bridge consisting of one 32-foot steel-beam span (Vermont Agency of Transportation, \nwritten communication, April 5, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 25 degrees to the opening \nwhile the opening-skew-to-roadway is 0 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the left \nabutment during the Level I assessment. Scour protection measures at the site include type-\n2 stone fill (less than 36 inches diameter) along the upstream right bank and downstream \nleft bank and around the upstream left and right wingwalls. Type- 3 stone fill (less than 48 \ninches diameter) is located along the base of the left abutment in the scour hole, at the end \nof the downstream left wingwall and along the upstream left bank. Additional details \ndescribing conditions at the site are included in the Level 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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 0.4 to 0.9 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge and the 100-year \ndischarge. Abutment scour ranged from 10.7 to 13.6 ft. The worst-case abutment scour \noccurred at the 500-year discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97225","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Wild, E.C., 1997, Level II scour analysis for Bridge 27 (ANDOTH00290027) on Town Highway 29, crossing Middle Branch Williams River, Andover, Vermont: U.S. Geological Survey Open-File Report 97-225, iv, 50 p., https://doi.org/10.3133/ofr97225.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":169646,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97225.GIF"},{"id":279775,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0225/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Andover","otherGeospatial":"Middle Branch Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.25 ], [ -72.75,43.375 ], [ -72.625,43.375 ], [ -72.625,43.25 ], [ -72.75,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a7ffe","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240460,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240459,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49955,"text":"ofr97423 - 1997 - Level II scour analysis for Bridge 63 (CHESTH00090063) on Town Highway 9, crossing the Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T10:08:17","indexId":"ofr97423","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-423","title":"Level II scour analysis for Bridge 63 (CHESTH00090063) on Town Highway 9, crossing the Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESTH00090063 on Town Highway 9 crossing the Williams River, Chester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin eastern Vermont. The 24.0-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is grass with trees and brush along \nthe immediate banks.\nIn the study area, the the Williams River has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 64 ft and an average bank height \nof 6 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 57.7 mm (0.189 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 18, 1996, indicated that the reach was stable.\nThe Town Highway 9 crossing of the Williams River is a 45-ft-long, two-lane bridge \nconsisting of one 35-foot steel-beam span with a timber deck (Vermont Agency of \nTransportation, written communication, April 6, 1995). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The channel is skewed approximately 5 degrees to the \nopening while the opening-skew-to-roadway is 0 degrees.\nA scour hole 1.8 ft deeper than the mean thalweg depth was observed along the left \nabutment during the Level I assessment. The scour hole undermines the left abutment and \nextends from 50 ft upstream of the upstream bridge face to 50 ft downstream of the \ndownstream bridge face. The scour protection measures at the site included type-3 stone fill \n(less than 48 inches diameter) under the bridge along the entire base length of the right \nabutment and along the right bank from 50 to 88 ft upstream. Type-2 (less than 36 inches \ndiameter) stone fill scour protection was observed along the downstream left bank from 18 \nft to 115 ft, along the downstream right bank from 8 ft to 25 ft and along the upstream left \nbank from 50 to 75 ft. Additional details describing conditions at the site are included in the \nLevel II Summary and Appendices D 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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 was computed to be 0.0 ft. Abutment scour ranged \nfrom 10.1 ft to 11.0 ft along the left abutment and from 14.1 ft to 15.1 ft along the right \nabutment. The worst-case abutment scour for the left abutment occurred at the 500-year \ndischarge while the worst-case abutment scour for the right abutment occurred at the 100-\nyear discharge. Additional information on scour depths and depths to armoring are included \nin the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97423","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., 1997, Level II scour analysis for Bridge 63 (CHESTH00090063) on Town Highway 9, crossing the Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-423, iv, 50 p., https://doi.org/10.3133/ofr97423.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176454,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97423.PNG"},{"id":279727,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0423/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.25 ], [ -72.625,43.375 ], [ -72.5,43.375 ], [ -72.5,43.25 ], [ -72.625,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5911","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240534,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50005,"text":"ofr97770 - 1997 - Level II scour analysis for Bridge 8 (WELLTH00020008) on Town Highway 2, crossing Wells Brook, Wells, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:28:52","indexId":"ofr97770","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-770","title":"Level II scour analysis for Bridge 8 (WELLTH00020008) on Town Highway 2, crossing Wells Brook, Wells, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWELLTH00020008 on Town Highway 2 crossing the Wells Brook, Wells, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Taconic section of the New England physiographic province in southwestern Vermont. The 14.4-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover on the right overbanks is \npredominantly suburban while the immediate banks are vegetated with trees and brush. The \nleft bank upstream and downstream is predominantly pasture.\nIn the study area, the Wells Brook has an incised, straight channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 51 ft and an average bank height \nof 7 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 48.6 mm (0.159 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 19, 1995, indicated that the reach was stable.\nThe Town Highway 2 crossing of the Wells Brook is a 35-ft-long, two-lane bridge \nconsisting of one 32-foot concrete span (Vermont Agency of Transportation, written \ncommunication, March 22, 1995). The opening length of the structure parallel to the bridge \nface is 31.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 10 degrees to the opening while the opening-skew-toroadway is 5 degrees. \nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the left \nabutment during the Level I assessment. The only scour protection measure at the site was \ntype-2 stone fill (less than 36 inches diameter) along the left bank upstream, and type-5 \n(placed stone wall) at the upstream end of the upstream left wingwall, at the downstream \nend of the downstream left wingwall, and along the downstream left bank. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D 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 \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 0.8 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 5.6 to 10.0 ft at the left abutment \nand from 3.1 to 4.2 ft at the right abutment. The worst-case abutment scour occurred at the \nincipient roadway-overtopping discharge at the left abutment. Additional information on \nscour depths and depths to armoring are included in the section titled “Scour Results”. \nScoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour \ndepths were calculated assuming an infinite depth of erosive material and a homogeneous \nparticle-size distribution. \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.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97770","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 8 (WELLTH00020008) on Town Highway 2, crossing Wells Brook, Wells, Vermont: U.S. Geological Survey Open-File Report 97-770, iv, 51 p., https://doi.org/10.3133/ofr97770.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176713,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97770.PNG"},{"id":279673,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0770/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Wells","otherGeospatial":"Wells Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.25,43.375 ], [ -73.25,43.5 ], [ -73.125,43.5 ], [ -73.125,43.375 ], [ -73.25,43.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5639","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240621,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240620,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49880,"text":"ofr97105 - 1997 - Level II scour analysis for Bridge 6 (MORRTH00030006) on Town Highway 3, crossing Ryder Brook, Morristown, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:42:39","indexId":"ofr97105","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-105","title":"Level II scour analysis for Bridge 6 (MORRTH00030006) on Town Highway 3, crossing Ryder Brook, Morristown, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMORRTH00030006 on Town Highway 3 crossing Ryder Brook, Morristown, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nnorth-central Vermont. The 19.1-mi2 drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover also is forested.
\nIn the study area, Ryder Brook has a straight channel with an average channel top width of \n450 ft and an average bank height of 7 ft. The predominant channel bed material is silt and \nclay with a median grain size (D50) of 0.0719 mm (0.000236 ft). The geomorphic \nassessment at the time of the Level I and Level II site visit on July 18, 1996, indicated that \nthe reach was aggraded, but the channel through the bridge was scoured.
\nThe Town Highway 3 crossing of Ryder Brook is a 72-ft-long, two-lane bridge consisting \nof one 70-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, January 31, 1996). The bridge is supported by vertical, concrete abutments \nwith spill-through embankments and wingwalls. The channel is not skewed to the opening \nand the opening-skew-to-roadway is zero degrees.
\nChannel scour under the bridge was evident at this site during the Level I assessment. The \ndepth of the channel increases from 3 feet at the upstream bridge face to 10 feet at the \ndownstream bridge face. The only scour protection measure at the site was type-2 stone fill \n(less than 36 inches diameter) on the spill-through embankments of each abutment, the \nupstream road embankments and the downstream left road embankment. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 20.4 to 25.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 8.3 to \n10.5 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97105","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Hammond, R.E., 1997, Level II scour analysis for Bridge 6 (MORRTH00030006) on Town Highway 3, crossing Ryder Brook, Morristown, Vermont: U.S. Geological Survey Open-File Report 97-105, iv, 48 p., https://doi.org/10.3133/ofr97105.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170106,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97105.GIF"},{"id":279822,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0105/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Morristown","otherGeospatial":"Ryder Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5bb9","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240411,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240410,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":57201,"text":"wdrWI961 - 1997 - Water resources data, Wisconsin, water year 1996","interactions":[],"lastModifiedDate":"2012-02-02T00:11:49","indexId":"wdrWI961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"WI-96-1","title":"Water resources data, Wisconsin, water year 1996","language":"ENGLISH","doi":"10.3133/wdrWI961","usgsCitation":"Holmstrom, B.K., Olson, D., and Ellefson, B., 1997, Water resources data, Wisconsin, water year 1996: U.S. Geological Survey Water Data Report WI-96-1, 464 p., https://doi.org/10.3133/wdrWI961.","productDescription":"464 p.","numberOfPages":"464","costCenters":[],"links":[{"id":173988,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/wi-96-1/report-thumb.jpg"},{"id":88250,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/wi-96-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f5e4b07f02db5f0a5c","contributors":{"authors":[{"text":"Holmstrom, B. K.","contributorId":90728,"corporation":false,"usgs":true,"family":"Holmstrom","given":"B.","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":256332,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Olson, D.L.","contributorId":34943,"corporation":false,"usgs":true,"family":"Olson","given":"D.L.","email":"","affiliations":[],"preferred":false,"id":256330,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Ellefson, B.R.","contributorId":83927,"corporation":false,"usgs":true,"family":"Ellefson","given":"B.R.","email":"","affiliations":[],"preferred":false,"id":256331,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":54640,"text":"wdrLA961 - 1997 - Water resources data, Louisiana, water year 1996","interactions":[],"lastModifiedDate":"2025-08-08T14:40:54.964364","indexId":"wdrLA961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"LA-96-1","title":"Water resources data, Louisiana, water year 1996","docAbstract":"Water resources data for the 1996 water year for Louisiana consists of records of stage, discharge, and water quality of streams; stage, contents, and water quality of lakes and reservoirs; and water levels and water quality of ground water. This report contains records for water discharge at 64 gaging stations; stage only for 41 gaging stations and 5 lakes; water quality for 38 surface-water stations (including 22 gage stations) and 100 wells; and water levels for 235 observation wells. Also included are data for 117 crest-stage and flood-profile partial-record stations. Additional water data were collected at various sites not involved in the systematic data-collection program, and are published as miscellaneous measurements. These data represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State and Federal agencies in Louisiana.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrLA961","collaboration":"Prepared in cooperation with Federal, State, and local agencies","usgsCitation":"Garrison, C., Lovelace, W., and Montgomery, P., 1997, Water resources data, Louisiana, water year 1996: U.S. Geological Survey Water Data Report LA-96-1, xviii, 500 p., https://doi.org/10.3133/wdrLA961.","productDescription":"xviii, 500 p.","costCenters":[],"links":[{"id":493835,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/la-96-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":177564,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/la-96-1/report-thumb.jpg"}],"country":"United 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fb78d","contributors":{"authors":[{"text":"Garrison, C.R.","contributorId":100006,"corporation":false,"usgs":true,"family":"Garrison","given":"C.R.","email":"","affiliations":[],"preferred":false,"id":250995,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lovelace, W.M.","contributorId":22022,"corporation":false,"usgs":true,"family":"Lovelace","given":"W.M.","email":"","affiliations":[],"preferred":false,"id":250993,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Montgomery, P.A.","contributorId":73670,"corporation":false,"usgs":true,"family":"Montgomery","given":"P.A.","email":"","affiliations":[],"preferred":false,"id":250994,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":67563,"text":"i2585 - 1997 - Digital shaded-relief image of Alaska","interactions":[],"lastModifiedDate":"2019-12-25T09:01:48","indexId":"i2585","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":320,"text":"IMAP","code":"I","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"2585","title":"Digital shaded-relief image of Alaska","docAbstract":"One of the most spectacular physiographic images of the conterminous United States, and the first to have been produced digitally, is that by Thelin and Pike (USGS I-2206, 1991). The image is remarkable for its crispness of detail and for the natural appearance of the artificial land surface. Our goal has been to produce a shaded-relief image of Alaska that has the same look and feel as the Thelin and Pike image. The Alaskan image could have been produced at the same scale as its lower 48 counterpart (1:3,500,000). But by insetting the Aleutian Islands into the Gulf of Alaska, we were able to print the Alaska map at a larger scale (1:2,500,000) and about the same physical size as the Thelin and Pike image. Benefits of the 1:2,500,000 scale are (1) greater resolution of topographic features and (2) ease of reference to the U.S. Geological Survey (USGS) (1987) Alaska Map E and the statewide geologic map (Beikman, 1980), which are both 1:2,500,000 scale.
Manually drawn, shaded-relief images of Alaska's land surface have long been available (for example, Department of the Interior, 1909; Raisz, 1948). The topography depicted on these early maps is mainly schematic. Maps showing topographic contours were first available for the entire State in 1953 (USGS, 1:250,000) (J.H. Wittmann, USGS, written commun., 1996). The Alaska Map E was initially released in 1954 in both planimetric (revised in 1973 and 1987) and shaded-relief versions (revised in 1973, 1987, and 1996); topography depicted on the shaded-relief version is based on the 1:250,000-scale USGS topographic maps. Alaska Map E was later modified to include hypsometric tinting by Raven Maps and Images (1989, revised 1993) as copyrighted versions. Other shaded-relief images were produced for The National Geographic Magazine (LaGorce, 1956; 1:3,000,000) or drawn by Harrison (1970; 1:7,500,000) for The National Atlas of the United States. Recently, the State of Alaska digitally produced a shaded-relief image of Alaska at 1:2,500,000 scale (Alaska Department of Natural Resources, 1994), using the 1,000-m digital elevation data set referred to below.
An important difference between our image and these previous ones is the method of reproduction: like the Thelin and Pike (1991) image, our image is a composite of halftone images that yields sharp resolution and preserves contrast. Indeed, the first impression of many viewers is that the Alaskan image and the Thelin and Pike image are composites of satellite-generated photographs rather than an artificial rendering of a digital elevation model.
A shaded-relief image represents landforms in a natural fashion; that is, a viewer perceives the image as a rendering of reality. Thus a shaded-relief image is intrinsically appealing, especially in areas of spectacular relief. In addition, even subtle physiographic features that reflect geologic structures or the type of bedrock are visible. To our knowledge, some of these Alaskan features have not been depicted before and so the image should provide earth scientists with a new \"look\" at fundamental geologic features of Alaska.
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E.","contributorId":92997,"corporation":false,"usgs":true,"family":"Jones","given":"R.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":252397,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Barbie, D.L.","contributorId":61459,"corporation":false,"usgs":true,"family":"Barbie","given":"D.L.","affiliations":[],"preferred":false,"id":252395,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":57182,"text":"ofr97123 - 1997 - Water-quality and lake-stage data for Wisconsin lakes, water year 1996","interactions":[],"lastModifiedDate":"2015-10-15T14:30:36","indexId":"ofr97123","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-123","title":"Water-quality and lake-stage data for Wisconsin lakes, water year 1996","docAbstract":"The U.S. Geological Survey (USGS), in cooperation with local and other agencies, collects data at selected lakes throughout Wisconsin. These data, accumulated over many years, provide a data base for developing an improved understanding of the water quality of lakes. To make these data available to interested parties outside the USGS, the data are published annually in this report series. The location of surface water-quality and lake-stage stations in Wisconsin for water year 1996 are shown in figure 1. A water year is the 12-month period from October 1 through September 30. It is designated by the calendar year in which it ends and which includes 9 of the 12 months. Thus the period October 1, 1995 through September 30, 1996, is called \"water year 1996.\"
\nThe purpose of this report is to provide information about the physical and chemical characteristics of Wisconsin lakes. Data that have been collected at specific lakes, and information to aid in the interpretation of those data, are included in this report. Data collected includes measurements of lake stage and in-lake water quality. Graphs of Secchi depths, surface totalphosphorus and chlorophyll-a concentrations versus time are included for lakes with two or more years of data. Graphs of vertical profiles of temperature, dissolved oxygen, pH, and specific conductance are included for sites where these parameters were measured. Descriptive information for each lake includes: location of the lake, drainage area of the lake's watershed, period for which data are available, revisions to previously published records, and pertinent remarks. Additional data, such as streamflow and water quality in tributary and outlet streams of some of the lakes, are published in another volume: \"Water Resources Data-Wisconsin, 1996.\"
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97123","usgsCitation":"Wisconsin District Lake-Studies Team, 1997, Water-quality and lake-stage data for Wisconsin lakes, water year 1996: U.S. Geological Survey Open-File Report 97-123, v, 134 p., https://doi.org/10.3133/ofr97123.","productDescription":"v, 134 p.","numberOfPages":"142","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":677,"text":"Wisconsin Water Science Center","active":true,"usgs":true}],"links":[{"id":88249,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0123/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":173983,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1997/0123/report-thumb.jpg"}],"country":"United 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e6e4b07f02db5e72af","contributors":{"authors":[{"text":"Wisconsin District Lake-Studies Team","contributorId":128206,"corporation":true,"usgs":false,"organization":"Wisconsin District Lake-Studies Team","id":533040,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":21872,"text":"ofr97232 - 1997 - Hydrologic and hydrochemical data for the Ob-Irtysh and Yenisey River systems of central Russia, 1954-1988","interactions":[],"lastModifiedDate":"2013-03-27T07:00:30","indexId":"ofr97232","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-232","title":"Hydrologic and hydrochemical data for the Ob-Irtysh and Yenisey River systems of central Russia, 1954-1988","language":"ENGLISH","publisher":"U.S. Geological Survey ;Branch of Information Services [distributor],","doi":"10.3133/ofr97232","issn":"0566-8174","collaboration":"The USGS does not support this software or technical questions for the software associated with the publication.","usgsCitation":"Bobrovitskaya, N., Skakalsky, B., Zubkova, K., Dobrotvorskaya, G., Petrova, I., Tsivjyan, M., Chistyakova, N., and Yanuta, V., 1997, Hydrologic and hydrochemical data for the Ob-Irtysh and Yenisey River systems of central Russia, 1954-1988: U.S. Geological Survey Open-File Report 97-232, [3] leaves, 4 leaves, 177 p. :ill., maps ;28 cm. +2 discs (3 1/2 in.), https://doi.org/10.3133/ofr97232.","productDescription":"[3] leaves, 4 leaves, 177 p. :ill., maps ;28 cm. +2 discs (3 1/2 in.)","costCenters":[],"links":[{"id":154104,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":270233,"type":{"id":4,"text":"Application Site"},"url":"https://pubs.usgs.gov/of/1997/0232/application.zip"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a29e4b07f02db611818","contributors":{"authors":[{"text":"Bobrovitskaya, N.N.","contributorId":97137,"corporation":false,"usgs":true,"family":"Bobrovitskaya","given":"N.N.","email":"","affiliations":[],"preferred":false,"id":186067,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Skakalsky, B.G.","contributorId":23166,"corporation":false,"usgs":true,"family":"Skakalsky","given":"B.G.","email":"","affiliations":[],"preferred":false,"id":186061,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Zubkova, K.M.","contributorId":34536,"corporation":false,"usgs":true,"family":"Zubkova","given":"K.M.","email":"","affiliations":[],"preferred":false,"id":186062,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Dobrotvorskaya, G.I.","contributorId":12878,"corporation":false,"usgs":true,"family":"Dobrotvorskaya","given":"G.I.","email":"","affiliations":[],"preferred":false,"id":186060,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Petrova, I.V.","contributorId":64281,"corporation":false,"usgs":true,"family":"Petrova","given":"I.V.","email":"","affiliations":[],"preferred":false,"id":186064,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Tsivjyan, M.V.","contributorId":52995,"corporation":false,"usgs":true,"family":"Tsivjyan","given":"M.V.","email":"","affiliations":[],"preferred":false,"id":186063,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Chistyakova, N.I.","contributorId":88769,"corporation":false,"usgs":true,"family":"Chistyakova","given":"N.I.","email":"","affiliations":[],"preferred":false,"id":186066,"contributorType":{"id":1,"text":"Authors"},"rank":7},{"text":"Yanuta, V.G.","contributorId":86369,"corporation":false,"usgs":true,"family":"Yanuta","given":"V.G.","email":"","affiliations":[],"preferred":false,"id":186065,"contributorType":{"id":1,"text":"Authors"},"rank":8}]}} ,{"id":49971,"text":"ofr97646 - 1997 - Level II scour analysis for Bridge 2 (RYEGTH00020002) on Town Highway 2, crossing the Wells River, Ryegate, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T11:50:48","indexId":"ofr97646","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-646","title":"Level II scour analysis for Bridge 2 (RYEGTH00020002) on Town Highway 2, crossing the Wells River, Ryegate, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRYEGTH00020002 on Town Highway 2 crossing the Wells River, Ryegate, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 75.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of cut grass, trees, and \nbrush on the flood plains while the immediate banks have dense woody vegetation.
\nIn the study area, the Wells River has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 110 ft and an average bank \nheight of 12 ft. The channel bed material ranges from sand to boulder with a median grain \nsize (D50) of 82.3 mm (0.270 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 24, 1995, indicated that the reach was laterally unstable with \nmoderate fluvial erosion and meandering downstream of the bridge.
\nThe Town Highway 2 crossing of the Wells River is a 79-ft-long, two-lane bridge \nconsisting of one 75-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 27, 1995). The opening length of the structure parallel to the bridge \nface is 75.1 ft. The bridge is supported by vertical, concrete abutments, the left has a spill-through embankment, with wingwalls. The channel is not skewed to the opening and the \nopening-skew-to-roadway is zero degrees.
\nA scour hole 3 ft deeper than the mean thalweg depth was observed in the channel from \nupstream and through the bridge during the Level I assessment. The scour protection \ncounter-measures at the site included type-4 stone fill (less than 60 inches diameter) along \nthe base of the left abutment forming a spill-through embankment. There was also type-2 \nstone fill (less than 36 inches diameter) along the entire base length of the upstream right \nwingwall, the upstream right bank and downstream left bank. There was a stone wall along \nthe upstream left bank extending 130 ft from the bridge. In addition there was type-1 stone \nfill (less than 12 inches diameter) along the downstream right bank. Additional details \ndescribing conditions at the site are included in the Level 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. 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 was zero. Abutment scour ranged from 7.1 to 11.4 \nft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97646","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 2 (RYEGTH00020002) on Town Highway 2, crossing the Wells River, Ryegate, Vermont: U.S. Geological Survey Open-File Report 97-646, iv, 50 p., https://doi.org/10.3133/ofr97646.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":175737,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97646.GIF"},{"id":279707,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0646/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Ryegate","otherGeospatial":"Wells River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.125 ], [ -72.25,44.25 ], [ -72.125,44.25 ], [ -72.125,44.125 ], [ -72.25,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81c7","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240562,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49946,"text":"ofr97403 - 1997 - Level II scour analysis for Bridge 29 (LONDTH00410029) on Town Highway 41, crossing Cook Brook, Londonderry, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T11:21:16","indexId":"ofr97403","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-403","title":"Level II scour analysis for Bridge 29 (LONDTH00410029) on Town Highway 41, crossing Cook Brook, Londonderry, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nLONDTH00410029 on Town Highway 41 crossing Cook Brook, Londonderry, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nsouth-central Vermont. The 6.48-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is shrub on the left bank upstream \nand downstream of the bridge while the right bank is forest upstream and downstream of the \nbridge. \nIn the study area, Cook Brook has a straight incised channel with a slope of approximately \n0.02 ft/ft, an average channel top width of 80 ft and an average bank height of 8 ft. The \nchannel bed material ranges from sand to cobble with a median grain size (D50) of 70.9 mm \n(0.233 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nAugust 7, 1996, indicated that the reach was stable.\nThe Town Highway 41 crossing of Cook Brook is a 25-ft-long, one-lane bridge consisting \nof one 22-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, April 6, 1995). The opening length of the structure parallel to the bridge \nface is 20.4 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 5 degrees to the opening while the opening-skew-toroadway is 0 degrees. \nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the upstream \nleft wingwall and left abutment during the Level I assessment. The only scour protection \nmeasure at the site was type-2 stone fill (less than 36 inches) along the downstream end of \nthe left abutment and upstream end of the downstream right wingwall. Additional details \ndescribing conditions at the site are included in the Level 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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. Abutment scour ranged \nfrom 8.4 to 15.1 ft. The worst-case abutment scour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97403","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Wild, E.C., 1997, Level II scour analysis for Bridge 29 (LONDTH00410029) on Town Highway 41, crossing Cook Brook, Londonderry, Vermont: U.S. Geological Survey Open-File Report 97-403, iv, 51 p., https://doi.org/10.3133/ofr97403.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176268,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97403.PNG"},{"id":279737,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0403/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Londonderry","otherGeospatial":"Cook Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,43.125 ], [ -72.875,43.25 ], [ -72.75,43.25 ], [ -72.75,43.125 ], [ -72.875,43.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f1a","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240518,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240517,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49968,"text":"ofr97628 - 1997 - Level II scour analysis for Bridge 31 (BRISTH00030031) on Town Highway 3, crossing the New Haven River, Bristol, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T12:51:55","indexId":"ofr97628","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-628","title":"Level II scour analysis for Bridge 31 (BRISTH00030031) on Town Highway 3, crossing the New Haven River, Bristol, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRISTH00030031 on Town Highway 3 crossing the New Haven River, Bristol, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nwest-central, western Vermont. The 69.1-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is forest except on the \ndownstream left overbank which has closely spaced houses with lawns.
\nIn the study area, the New Haven River has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 136 ft and an average bank height \nof 13 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 233 mm (0.765 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on June 20, 1996, indicated that the reach was stable.
\nThe Town Highway 3 crossing of the New Haven River is a 105-ft-long, two-lane bridge \nconsisting of a 101-ft-long pony truss span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The opening length of the structure parallel to the \nbridge face is 98 ft. The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 60 degrees to the opening, with no opening-skew-to-roadway.
\nA local scour hole 3 ft deeper than the mean thalweg depth was observed near the exit cross \nsection during the Level I assessment. Scour countermeasures included a stone wall on the \nupstream right bank, type-3 stone fill (less than 48 inches diameter) on the upstream and \ndownstream left banks, and type-2 stone fill (less than 36 inches diameter) on the \ndownstream end of the right abutment and on the downstream right bank. Additional details \ndescribing conditions at the site are included in the Level 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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.
\nThere was no contraction scour for any of the modelled flows. Abutment scour ranged from \n12.7 to 16.4 ft. The worst-case abutment scour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97628","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Degnan, J.R., 1997, Level II scour analysis for Bridge 31 (BRISTH00030031) on Town Highway 3, crossing the New Haven River, Bristol, Vermont: U.S. Geological Survey Open-File Report 97-628, iv, 48 p., https://doi.org/10.3133/ofr97628.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":175734,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97628.GIF"},{"id":279710,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0628/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bristol","otherGeospatial":"New Haven River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7dcd","contributors":{"authors":[{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true},{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240557,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49765,"text":"ofr97196 - 1997 - Ground-water levels in Huron County, Michigan, January 1996 through December 1996","interactions":[],"lastModifiedDate":"2017-02-01T12:52:27","indexId":"ofr97196","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-196","title":"Ground-water levels in Huron County, Michigan, January 1996 through December 1996","docAbstract":"In 1990, the U.S. Geological Survey (USGS) completed a study of the hydrogeology of Huron County, Michigan (Sweat, 1991). In 1993, Huron County and the USGS entered into an agreement to continue collecting water levels at selected wells throughout Huron County. As part of the agreement, the USGS has provided training and instrumentation for County personnel to measure, on a quarterly basis, the depth to water below the land surface in selected wells. The agreement includes the operation of continuous water-level recorders installed on four wells in Bingham, Fairhaven, Grant and Lake Townships (fig. 1). County personnel make quarterly water-level measurements of 22 other wells. Once each year, County personnel are accompanied by USGS personnel who provide a quality assurance/quality control check of all measurements being made.
Precipitation and the altitude of Lake Huron are good indicators of general climatic conditions and, therefore, provide an environmental context for ground-water levels in Huron County. Figure 2 shows the mean monthly water-level altitude of Lake Huron, averaged from measurements made by U.S. Army Corps of Engineers at two sites, and mean monthly precipitation as recorded in Huron County, for the period October 1988 through December 1996. In general, Lake Huron water levels in 1996 were about the same as they were from 1992-94 (NOAA, 1988-96). Precipitation was generally within the normal range, but was lower than 1993 or 1994. Rainfall during May, June, and July was, cumulatively, about 8.5 inches less in 1995 than in 1994.
Hydrographs are presented for each of four wells with water-level recorders. Quarterly water-level measurements and range of water levels during 1996 for the other 22 wells are shown graphically and tabulated.
In general, water levels in the glaciofluvial aquifer reflect seasonal variations, with maximum depths to water occurring in late summer and early fall and minimum depths to water occurring in late winter and early spring. In general, wells completed in the lower part of the Marshall aquifer continue to show an increase in water-level altitude from the original project period (1988-90); wells completed in the upper part of the Marshall aquifer showed little variation in water-level altitudes compared to previous years. Wells completed in the Saginaw aquifer continued to show higher water level altitudes in 1995, not only near the lake but also farther inland, while water-level altitudes in wells completed in the Coldwater confining unit showed a small increase from the original project period. Water-level altitudes were higher in the southwest and central parts of the County during 1995 than in the previous year, and water-level altitudes were for the most-part unchanged in the northwest, northeast, and southeast parts of the county during 1995. All wells with recorders had lower water levels in September 1995 than in 1993-94. Lower than average precipitation during May-August is the primary reason for lower levels.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Lansing, MI","doi":"10.3133/ofr97196","usgsCitation":"Sweat, M., 1997, Ground-water levels in Huron County, Michigan, January 1996 through December 1996: U.S. Geological Survey Open-File Report 97-196, 9 p., https://doi.org/10.3133/ofr97196.","productDescription":"9 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":176346,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":4374,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://mi.water.usgs.gov/reports/ofr97-196.abs.html","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Michigan","county":"Huron 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M.J.","contributorId":90786,"corporation":false,"usgs":true,"family":"Sweat","given":"M.J.","email":"","affiliations":[],"preferred":false,"id":240232,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49970,"text":"ofr97632 - 1997 - Level II scour analysis for Bridge 7 (WALDTH00020007) on Town Highway 2, crossing Coles Brook, Walden, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T12:01:13","indexId":"ofr97632","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-632","title":"Level II scour analysis for Bridge 7 (WALDTH00020007) on Town Highway 2, crossing Coles Brook, Walden, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWALDTH00020007 on Town Highway 2 crossing Coles Brook, Walden, Vermont (figures \n1–8). Coles Brook is also referred to as Joes Brook. 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 north-eastern Vermont. The 12.8-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is predominantly shrub and \nbrushland.
\nIn the study area, Coles Brook has a sinuous channel with a slope of approximately 0.005 ft/\nft, an average channel top width of 37 ft and an average bank height of 4 ft. The channel bed \nmaterial ranges from sand to cobble with a median grain size (D50) of 32.9 mm (0.108 ft). \nThe geomorphic assessment at the time of the Level I and Level II site visit on August 9, \n1995, indicated that the reach was laterally unstable due to cut-banks, point bars, and loose \nunconsolidated bed material.
\nThe Town Highway 2 crossing of Coles Brook is a 74-ft-long, two-lane bridge consisting of \none 71-foot steel-beam span (Vermont Agency of Transportation, written communication, \nApril 5, 1995). The opening length of the structure parallel to the bridge face is 69.3 ft. The \nbridge is supported by spill-through abutments. The channel is skewed approximately 35 \ndegrees to the opening while the measured opening-skew-to-roadway is 15 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed from 60 ft. to 100 ft. \ndownstream during the Level I assessment. Scour protection measures at the site include: \ntype-1 stone fill (less than 12 inches diameter) along the right bank upstream, at the \ndownstream end of the downstream left wingwall and downstream right wingwall; and \ntype-2 stone fill (less than 36 inches diameter) along the left bank upstream, at the upstream \nend of the upstream right wingwall, and along the entire base of the left and right \nabutments. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D 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). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area 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 0.8 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge. Abutment scour \nranged from 5.7 to 12.9 ft. The worst-case abutment scour occurred at the 500-year \ndischarge. Additional information on scour depths and depths to armoring are included in \nthe section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97632","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Medalie, L., 1997, Level II scour analysis for Bridge 7 (WALDTH00020007) on Town Highway 2, crossing Coles Brook, Walden, Vermont: U.S. Geological Survey Open-File Report 97-632, iv, 51 p., https://doi.org/10.3133/ofr97632.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":175736,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97632.GIF"},{"id":279708,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0632/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Walden","otherGeospatial":"Coles Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.375 ], [ -72.25,44.5 ], [ -72.0,44.5 ], [ -72.0,44.375 ], [ -72.25,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a571f","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240561,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240560,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":54528,"text":"wdrFL962A - 1997 - Water resources data, Florida, water year 1996; Volume 2A. South Florida surface water","interactions":[],"lastModifiedDate":"2023-02-03T18:48:42.895381","indexId":"wdrFL962A","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"FL-96-2A","title":"Water resources data, Florida, water year 1996; Volume 2A. South Florida surface water","docAbstract":"The Water Resources Division of the U.S. Geological Survey, in cooperation with State, County, and other Federal agencies, obtains a large amount of data pertaining to the water resources of Florida each water year. These data, accumulated during many water years, constitute a valuable data base for developing an improved understanding of the water resources of the State. To make these data readily available to interested parties outside the Geological Survey, the data are published annually in this report series entitled \"Water Resources Data - Florida, Volume 2A: South Florida Surface Water and Volume 2B: South Florida Ground Water.\"
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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fbb89","contributors":{"authors":[{"text":"Price, C.","contributorId":12910,"corporation":false,"usgs":true,"family":"Price","given":"C.","affiliations":[],"preferred":false,"id":250600,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Murray, M.","contributorId":89960,"corporation":false,"usgs":true,"family":"Murray","given":"M.","email":"","affiliations":[],"preferred":false,"id":250602,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Richards, T.","contributorId":22851,"corporation":false,"usgs":true,"family":"Richards","given":"T.","email":"","affiliations":[],"preferred":false,"id":250601,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":49975,"text":"ofr97650 - 1997 - Level II scour analysis for Bridge 33 (CONCTH00580033) on Town Highway 58, crossing Miles Stream, Concord, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T10:31:48","indexId":"ofr97650","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-650","title":"Level II scour analysis for Bridge 33 (CONCTH00580033) on Town Highway 58, crossing Miles Stream, Concord, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCONCTH00580033 on Town Highway 58 crossing Miles Stream, Concord, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin northeastern Vermont. The 17.9-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is pasture upstream of the \nbridge while the immediate banks have dense woody vegetation. Downstream of the \nbridge, the right bank is forested and the left bank has shrubs and brush.
\nIn the study area, Miles Stream has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 91 ft and an average bank height \nof 7 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 61.6 mm (0.188 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 15, 1995, indicated that the reach was stable.
\nThe Town Highway 58 crossing of Miles Stream is a 44-ft-long, two-lane bridge consisting \nof one 39-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 24, 1995). The opening length of the structure parallel to the bridge \nface is 37.4 ft. The bridge is supported by vertical, concrete abutments with stone fill in \nfront creating spillthrough embankments. The channel is skewed approximately 20 degrees \nto the opening while the opening-skew-to-roadway is zero degrees.
\nThe only scour countermeasure at the site was type-3 stone fill (less than 48 inches \ndiameter) along the left and right banks upstream, in front of the abutments forming spill \nthrough embankments, and extending along the banks downstream. Additional details \ndescribing conditions at the site are included in the Level 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 1.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 4.0 to \n9.7 ft. The worst-case abutment scour occurred at the 500-year discharge for the right \nabutment and at the incipient roadway-overtopping discharge for the left abutment. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97650","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., 1997, Level II scour analysis for Bridge 33 (CONCTH00580033) on Town Highway 58, crossing Miles Stream, Concord, Vermont: U.S. Geological Survey Open-File Report 97-650, iv, 51 p., https://doi.org/10.3133/ofr97650.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":175841,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97650.GIF"},{"id":279703,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0650/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Concord","otherGeospatial":"Miles Stream","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6528","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240568,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49891,"text":"ofr97186 - 1997 - Level II scour analysis for Bridge 7 (ANDOTH00010007) on Town Highway 1, crossing Andover Brook, Andover, Vermont","interactions":[],"lastModifiedDate":"2014-01-06T17:07:22","indexId":"ofr97186","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-186","title":"Level II scour analysis for Bridge 7 (ANDOTH00010007) on Town Highway 1, crossing Andover Brook, Andover, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nANDOTH00010007 on Town Highway 1 crossing Andover Branch, Andover, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nsouthern Vermont. The 7.21-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 of the bridge \nwhile the immediate banks have dense woody vegetation. Downstream of the bridge, the \nbanks and overbanks are forested.
\nIn the study area, Andover Branch has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 45 ft and an average bank height \nof 5 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 58.0 mm (0.19 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on August 28, 1996, indicated that the reach was laterally unstable due to \nevidence of lateral movement of the channel 200 feet upstream along the left bank and near \nthe bridge along the right bank.
\nThe Town Highway 1 crossing of Andover Branch is a 32-ft-long, two-lane bridge \nconsisting of one 29-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 28, 1995). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 10 degrees to the opening while the \nopening-skew-to-roadway is 0 degrees.
\nThe scour protection measures at the site included type-2 stone fill (less than 36 inches \ndiameter) along the entire base length of the upstream wingwalls and type-3 stone fill (less \nthan 48 inches diameter) along the entire base length of the downstream wingwalls and the \nright abutment. Additional details describing conditions at the site are included in the Level \nII Summary and Appendices \nD and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 1.6 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 7.1 to \n10.7 ft at the right abutment with the worst-case abutment scour occurring at the 500-year \ndischarge. Abutment scour ranged from 7.5 to 8.3 ft at the left abutment with the worst-case \nabutment scour occurring at the incipient road overtopping discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 46). 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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97186","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., 1997, Level II scour analysis for Bridge 7 (ANDOTH00010007) on Town Highway 1, crossing Andover Brook, Andover, Vermont: U.S. Geological Survey Open-File Report 97-186, iv, 50 p., https://doi.org/10.3133/ofr97186.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170319,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279811,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0186/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Andover","otherGeospatial":"Andover Branch","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.25 ], [ -72.75,43.375 ], [ -72.625,43.375 ], [ -72.625,43.25 ], [ -72.75,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a57ad","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240430,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}