This report provides the results of a detailed Level II analysis of scour potential at structure JERITH00350031 on Town Highway 35 crossing Mill Brook, Jericho, Vermont (figures 1– 8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gathered from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
The site is in the Green Mountain section of the New England physiographic province and the Champlain section of the St. Lawrence physiographic province in northwestern Vermont. The 15.7-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forest upstream of the bridge. The downstream left overbank is pasture. The downstream right overbank is brushland.
In the study area, the Mill Brook has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 117 ft and an average bank height of 11 ft. The channel bed material ranges from gravel to boulders with a median grain size (D50) of 81.1 mm (0.266 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 3, 1996, indicated that the reach was laterally unstable.
The Town Highway 35 crossing of the Mill Brook is a 53-ft-long, one-lane bridge consisting of a 50-foot steel-beam span with a wooden deck (Vermont Agency of Transportation, written communication, November 30, 1995). The opening length of the structure parallel to the bridge face is 48 ft. The bridge is supported by a vertical, concrete abutment with wingwalls on the left. On the right, the abutment and wingwalls are laid-up stone with a concrete cap. The channel is not skewed to the opening. The roadway is skewed 10 degrees to the opening.
A scour hole 1.5 ft deeper than the mean thalweg depth was observed along the left abutment during the Level I assessment. Scour countermeasures at the site were type-2 stone fill (less than 36 inches diameter) at the upstream and downstream left wingwalls, the upstream and downsteam left channel banks, and the downstream left road embankment. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). In addition, the incipient roadway-overtopping discharge is analyzed since it has the potential of being the worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
Contraction scour for all modelled flows ranged from 0.4 to 1.3 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 9.9 to 12.4 ft. Right abutment scour ranged from 13.8 to 17.8 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
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Carolina\",\"nation\":\"USA \"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5fb059","contributors":{"authors":[{"text":"Smith, D.G.","contributorId":49393,"corporation":false,"usgs":true,"family":"Smith","given":"D.G.","email":"","affiliations":[],"preferred":false,"id":251448,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"George, E.D.","contributorId":27924,"corporation":false,"usgs":true,"family":"George","given":"E.D.","email":"","affiliations":[],"preferred":false,"id":251447,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Breton, P.L.","contributorId":65151,"corporation":false,"usgs":true,"family":"Breton","given":"P.L.","email":"","affiliations":[],"preferred":false,"id":251449,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":50140,"text":"ofr97176 - 1997 - Estimates of water use in the western United States in 1990, and water-use trends, 1960-90","interactions":[],"lastModifiedDate":"2012-02-02T00:11:16","indexId":"ofr97176","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":"97-176","title":"Estimates of water use in the western United States in 1990, and water-use trends, 1960-90","language":"ENGLISH","doi":"10.3133/ofr97176","usgsCitation":"Solley, W.B., 1997, Estimates of water use in the western United States in 1990, and water-use trends, 1960-90: U.S. Geological Survey Open-File Report 97-176, 15 p., https://doi.org/10.3133/ofr97176.","productDescription":"15 p.","costCenters":[],"links":[{"id":175284,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ce4b07f02db5fc9fa","contributors":{"authors":[{"text":"Solley, Wayne B.","contributorId":61409,"corporation":false,"usgs":true,"family":"Solley","given":"Wayne","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":240831,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":54676,"text":"wdrME961 - 1997 - Water resources data, Maine, water year 1996","interactions":[],"lastModifiedDate":"2025-07-29T13:22:42.688646","indexId":"wdrME961","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":"ME-96-1","title":"Water resources data, Maine, water year 1996","docAbstract":"The Water Resources Division of the U.S. Geological Survey, in cooperation with State, Federal, and other local governmental agencies, obtains a large amount of data pertaining to the water resources of Maine each year. These data, accumulated during the many water years, constitute a valuable data base for developing an improved understanding of the water resources of the State.
Water-resources data for the 1996 water year for Maine consists of records of stage, discharge, and water quality of streams; and water levels of ground-water wells. This report contains discharge records for 46 gaging stations, water-quality data for 4 gaging stations; and water levels for 31 ground-water wells. Additional water data were collected at other sites, not part of the systematic data-collection program, and are published as miscellaneous measurements.
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Jersey\",\"nation\":\"USA \"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fb2d3","contributors":{"authors":[{"text":"Reed, T.J. 0000-0002-9943-4081","orcid":"https://orcid.org/0000-0002-9943-4081","contributorId":15224,"corporation":false,"usgs":true,"family":"Reed","given":"T.J.","email":"","affiliations":[],"preferred":false,"id":251616,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Centinaro, G.L.","contributorId":61892,"corporation":false,"usgs":true,"family":"Centinaro","given":"G.L.","email":"","affiliations":[],"preferred":false,"id":251618,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"DeLuca, M.J.","contributorId":7663,"corporation":false,"usgs":true,"family":"DeLuca","given":"M.J.","email":"","affiliations":[],"preferred":false,"id":251615,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Hutchinson, J.T. 0000-0002-6473-1553","orcid":"https://orcid.org/0000-0002-6473-1553","contributorId":28660,"corporation":false,"usgs":true,"family":"Hutchinson","given":"J.T.","affiliations":[],"preferred":false,"id":251617,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Scudder, J.","contributorId":102561,"corporation":false,"usgs":true,"family":"Scudder","given":"J.","email":"","affiliations":[],"preferred":false,"id":251619,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}} ,{"id":50026,"text":"ofr97804 - 1997 - Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:47:51","indexId":"ofr97804","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":"97-804","title":"Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNEWBTH00500065 on Town Highway 50 crossing Peach Brook, Newbury, 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 15.3-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest upstream of the bridge and \nshrub and brushland downstream of the bridge.\nIn the study area, Peach Brook has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 40 ft and an average bank height \nof 8 ft. The channel bed material ranges from cobble to boulder with a median grain size \n(D50) of 83.1 mm (0.273 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 29, 1995, indicated that the reach was stable.\nThe Town Highway 50 crossing of the Peach Brook is a 29-ft-long, two-lane bridge \nconsisting of one 25-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 24.9 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 50 degrees to the opening while the computed openingskew-to-roadway is 20 degrees.\nA channel scour hole 0.75 ft deeper than the mean thalweg depth was observed under the \nbridge during the Level I assessment. Also observed was channel scour 0.75 ft deeper than \nthe mean thalweg at the upstream face of the bridge and channel scour 0.25 ft deeper than \nthe mean thalweg along the right bank downstream. The scour protection measures at the \nsite included type-1 stone fill (less than 12 inches diameter) along the upstream and \ndownstream right wingwalls and type-2 stone fill (less than 36 inches diameter) along the \nupstream right bank and along the downstream left wingwall and bank. In addition, there \nare four 3 ft square concrete blocks at the corner where the upstream right wingwall joins \nthe right abutment. The upstream left wingwall and upstream half of the left abutment were \nconstructed on top of a bedrock outcrop. 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) \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 1.3 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. The right abutment scour ranged from 6.1 to 7.2 ft. The worstcase right abutment scour occurred at the incipient roadway-overtopping discharge. The left \nabutment scour ranged from 7.1 to 10.3 ft. The worst-case left abutment scour occurred at \nthe 500-year discharge. Additional information on scour depths and depths to armoring are \nincluded in the section titled “Scour Results”. Scoured-streambed elevations, based on the \ncalculated scour depths, are presented in tables 1 and 2. A cross-section of the scour \ncomputed at the bridge is presented in figure 8. Scour depths were calculated assuming an \ninfinite 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 he","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97804","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Burns, R., and Severance, T., 1997, Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont: U.S. Geological Survey Open-File Report 97-804, 51 p., https://doi.org/10.3133/ofr97804.","productDescription":"51 p.","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":161674,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97804.JPG"},{"id":279658,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0804/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.125,44.000 ], [ -72.125,44.125 ], [ -72.000,44.125 ], [ -72.000,44.000 ], [ -72.125,44.000 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5842","contributors":{"authors":[{"text":"Burns, R.L.","contributorId":62651,"corporation":false,"usgs":true,"family":"Burns","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":240659,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Timothy","contributorId":104927,"corporation":false,"usgs":true,"family":"Severance","given":"Timothy","email":"","affiliations":[],"preferred":false,"id":240660,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49953,"text":"ofr97413 - 1997 - Level II scour analysis for Bridge 16 (TROYTH00290016) on Town Highway 29, crossing Beetle Brook, Troy, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T10:19:32","indexId":"ofr97413","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":"97-413","title":"Level II scour analysis for Bridge 16 (TROYTH00290016) on Town Highway 29, crossing Beetle Brook, Troy, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nTROYTH00290016 on Town Highway 29 crossing Beetle Brook, Troy, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nnorth-central Vermont. The 8.70-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest.\nIn the study area, Beetle Brook has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 42 ft and an average bank height \nof 3 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 61.9 mm (0.203 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 8, 1995, indicated that the reach was stable.\nThe Town Highway 29 crossing of Beetle Brook is a 26-ft-long, one-lane bridge consisting \nof one 23-foot log-beam span (Vermont Agency of Transportation, written communication, \nMarch 7, 1995). The opening length of the structure parallel to the bridge face is 20.0 ft. \nThe bridge is supported by vertical, concrete abutments with wingwalls. The channel is \nskewed approximately 5 degrees to the opening while the measured opening-skew-toroadway is 10 degrees. \nA scour hole 1.2 ft deeper than the mean thalweg depth was observed along the failed \ndownstream right wingwall during the Level I assessment. The scour counter-measures at \nthe site included type-2 stone fill (less than 36 inches diameter) at the upstream end of the \nupstream right wingwall and at the downstream left wingwall. Additional details describing \nconditions at the site are 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.\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 9.2 to \n13.4 ft. 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/ofr97413","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 16 (TROYTH00290016) on Town Highway 29, crossing Beetle Brook, Troy, Vermont: U.S. Geological Survey Open-File Report 97-413, iv, 51 p., https://doi.org/10.3133/ofr97413.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176364,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97413.PNG"},{"id":279730,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0413/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Troy","otherGeospatial":"Beetle Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.875 ], [ -72.5,45.0 ], [ -72.375,45.0 ], [ -72.375,44.875 ], [ -72.5,44.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8244","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240531,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50028,"text":"ofr97807 - 1997 - Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:34:18","indexId":"ofr97807","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":"97-807","title":"Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00050071 on Town Highway 5 crossing Kedron Brook, Woodstock, 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 16.1-mi2\n drainage area is in a predominantly rural and forested \nbasin. However, the bridge site is within the Village of Woodstock. In the vicinity of the \nstudy site, the surface cover is best described as suburban downstream of the bridge and \nforest and brush upstream of the bridge.\nIn the study area, Kedron Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 33 ft and an average bank height \nof 11 ft. The predominant channel bed material is cobble with a median grain size (D50) of \n112 mm (0.368 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on September 14, 1994, indicated that the reach was vertically degraded. Evidence of \nthe degradation was observed at the outlet of the bridge where the stream bed is 4 ft below \nthe downstream invert of the structure (see figure 6).\nThe Town Highway 5 crossing of Kedron Brook is a 30-ft-long, two-lane bridge/box \nculvert consisting of one 25-foot concrete span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The opening length of the structure parallel to the bridge \nface is 23.5 ft.The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel bed under the bridge is covered entirely by a concrete slab. The channel is skewed \napproximately 45 degrees to the opening and the opening-skew-to-roadway is also 45 \ndegrees.\nScour countermeasures at the site include concrete retaining walls on both the left and right \ndownstream banks extending approximately 130 ft downstream; a drywall constructed of \nstone on the upstream right bank extending to the next bridge upstream; type-2 stone fill \n(less than 36 inches diameter) along the upstream left bank, at the upstream end of the \nupstream right wingwall, and along the base of the retaining wall on the downstream left \nbank; and type-3 stone-fill (less than 48 inches diameter) along the base of the retaining \nwall on the downstream right bank. In addition, the channel under the bridge is concrete. \nFurther details 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 2.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. The contraction scour depths do not take the concrete channel \nbed under the bridge into account. Abutment scour ranged from 8.7 to 18.2 ft. The worstcase abutment scour occurred at the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “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/ofr97807","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Olson, S., and Ayotte, J., 1997, Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 97-807, 51 p., https://doi.org/10.3133/ofr97807.","productDescription":"51 p.","onlineOnly":"N","costCenters":[],"links":[{"id":161676,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279656,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0807/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.50 ], [ -72.625,43.75 ], [ -72.5,43.75 ], [ -72.5,43.50 ], [ -72.625,43.50 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a56df","contributors":{"authors":[{"text":"Olson, S.A.","contributorId":58681,"corporation":false,"usgs":true,"family":"Olson","given":"S.A.","email":"","affiliations":[],"preferred":false,"id":240663,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ayotte, J. D.","contributorId":96667,"corporation":false,"usgs":true,"family":"Ayotte","given":"J. D.","affiliations":[],"preferred":false,"id":240664,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49988,"text":"ofr97673 - 1997 - Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:33:40","indexId":"ofr97673","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":"97-673","title":"Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00220031 on Town Highway 22 crossing Brush Brook, Huntington, 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, obtained 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 Vermont. The 5.01-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of trees and brush.
\nIn the study area, Brush Brook has an incised, straight channel with a slope of \napproximately 0.06 ft/ft, an average channel top width of 44 ft and an average bank height \nof 4 ft. The channel bed material ranges from boulder to gravel with a median grain size \n(D50) of 107.0 mm (0.352 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 25, 1996, indicated that the reach was stable.
\nThe Town Highway 22 crossing of Brush Brook is a 34-ft-long, one-lane bridge consisting \nof one 30-foot steel I-beam span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The opening length of the structure parallel to the \nbridge face is 31.2 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 15 degrees to the opening while the \ncomputed opening-skew-to-roadway is 10 degrees. The VTAOT computed opening-skewto-roadway is 2 degrees.
\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed at the downstream \nend of the left abutment during the Level I assessment. The only scour protection measure \nat the site was type-2 stone fill (less than 36 inches diameter) along the upstream right bank. \nAdditional details describing conditions at the site are included in the Level II Summary \nand 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) \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 was computed to be zero ft. Abutment scour \nranged from 7.0 to 10.5 ft. The worst-case abutment scour occurred at the 500-year \ndischarge for the left abutment and at the incipient-overtopping discharge for the right \nabutment. 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/ofr97673","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Degnan, J.R., 1997, Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-673, iv, 50 p., https://doi.org/10.3133/ofr97673.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176249,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97673.GIF"},{"id":279690,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0673/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,44.25 ], [ -73.0,44.375 ], [ -72.875,44.375 ], [ -72.875,44.25 ], [ -73.0,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7d50","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":240591,"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":240590,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49937,"text":"ofr97388 - 1997 - Level II scour analysis for Bridge 23 (GLOVTH00410023) on Town Highway 41, crossing Sherburne Brook, Glover, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T09:56:23","indexId":"ofr97388","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":"97-388","title":"Level II scour analysis for Bridge 23 (GLOVTH00410023) on Town Highway 41, crossing Sherburne Brook, Glover, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nGLOVTH00410023 on Town Highway 41 crossing Sherburne Brook, Glover, 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 northern Vermont. The 2.57-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is primarily forest with small areas \nof lawn and a home on the right overbank and a gravel roadway along the upstream left \nbank.
\nIn the study area, Sherburne Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 33 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 57.3 mm (0.188 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on October 24, 1994, indicated that the reach was stable.
\nThe Town Highway 41 crossing of Sherburne Brook is a 24-ft-long, one-lane bridge \nconsisting of one 21-foot steel-beam span with a timber deck (Vermont Agency of \nTransportation, written communication, August 4, 1994). The opening length of the \nstructure parallel to the bridge face is 20.3 ft. The bridge is supported by vertical, granite \nblock abutments. The channel is skewed approximately 55 degrees to the opening while the \nmeasured opening-skew-to-roadway is 30 degrees.
\nOne foot of scour below the mean thalweg depth was observed along the right abutment \nundermining the abutment by 0.5 feet vertically. Additional details describing conditions at \nthe site are 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.
\nContraction scour for all modelled flows ranged from 0.4 to 0.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 4.6 to \n7.2 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/ofr97388","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Boehmler, E.M., 1997, Level II scour analysis for Bridge 23 (GLOVTH00410023) on Town Highway 41, crossing Sherburne Brook, Glover, Vermont: U.S. Geological Survey Open-File Report 97-388, iv, 48 p., https://doi.org/10.3133/ofr97388.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":169789,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97388.PNG"},{"id":279746,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0388/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Glover","otherGeospatial":"Sherburne Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.625 ], [ -72.25,44.75 ], [ -72.125,44.75 ], [ -72.125,44.625 ], [ -72.25,44.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a80f5","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":240503,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240504,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49892,"text":"ofr97187 - 1997 - Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont","interactions":[],"lastModifiedDate":"2012-02-02T00:10:24","indexId":"ofr97187","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":"97-187","title":"Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont","language":"ENGLISH","doi":"10.3133/ofr97187","usgsCitation":"Olson, S., and Ivanoff, M., 1997, Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont: U.S. Geological Survey Open-File Report 97-187, 49 p., https://doi.org/10.3133/ofr97187.","productDescription":"49 p.","costCenters":[],"links":[{"id":170380,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55ed","contributors":{"authors":[{"text":"Olson, S.A.","contributorId":58681,"corporation":false,"usgs":true,"family":"Olson","given":"S.A.","email":"","affiliations":[],"preferred":false,"id":240432,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, M.A.","contributorId":45758,"corporation":false,"usgs":true,"family":"Ivanoff","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":240431,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":23985,"text":"ofr97223 - 1997 - Quality-control design for surface-water sampling in the National Water-Quality Assessment Program","interactions":[],"lastModifiedDate":"2016-06-21T11:53:44","indexId":"ofr97223","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":"97-223","title":"Quality-control design for surface-water sampling in the National Water-Quality Assessment Program","docAbstract":"The data-quality objectives of the National Water-Quality Assessment Program include estimating the extent to which contamination, matrix effects, and measurement variability affect interpretation of chemical analyses of surface-water samples. The quality-control samples used to make these estimates include field blanks, field matrix spikes, and replicates. This report describes the design for collection of these quality-control samples in National Water-Quality Assessment Program studies and the data management needed to properly identify these samples in the U.S. Geological Survey's national data base.
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Center","active":true,"usgs":true}],"preferred":true,"id":191095,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lopes, Thomas J. tjlopes@usgs.gov","contributorId":2302,"corporation":false,"usgs":true,"family":"Lopes","given":"Thomas","email":"tjlopes@usgs.gov","middleInitial":"J.","affiliations":[],"preferred":true,"id":191097,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":24113,"text":"ofr96661A - 1997 - Evaluation of Nonpoint-Source Contamination, Wisconsin: Selected Topics for Water Year 1995","interactions":[],"lastModifiedDate":"2015-10-15T14:38:56","indexId":"ofr96661A","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":"96-661","chapter":"A","title":"Evaluation of Nonpoint-Source Contamination, Wisconsin: Selected Topics for Water Year 1995","docAbstract":"The objective of the watershed-management evaluation monitoring program in Wisconsin is to evaluate the effectiveness of best-management practices (BMP's) for controlling nonpoint-source contamination in eight rural and four urban watersheds. This report, the fourth in an annual series of reports, presents a summary of the data collected for the program by the U.S. Geological Survey and the results of several detailed analyses of the data. To complement assessments of water quality, a land-use and BMP inventory is ongoing for 12 evaluation monitoring projects to track nonpoint sources of contamination in each watershed and to document implementation of BMP's that were designed to cause changes in the water quality of streams. Each year, updated information is gathered, mapped, and stored in a geographic-information-system data base. Summaries of land-use, BMP implementation, and water-quality data collected during water years 1989-95 are presented. Storm loads, snowmelt-period loads, and annual loads of suspended sediment and total phosphorus are summarized for eight rural sites. Storm-load data for suspended solids, total phosphorus, total recoverable lead, copper, zinc, and cadmium are summarized for four urban sites. Quality-assurance and quality-control (QA/QC) samples were collected at the eight rural sites to evaluate inorganic sample contamination and at one urban site to evaluate sample-collection and filtration techniques for polycyclic aromatic hydrocarbons (PAR's). Some suspended solids and fecal coliform contamination was detected at the rural sites. Corrective actions will be taken to address this contamination. Evaluation of PAR sample-collection techniques did not uncover any deficiencies, but the small amount of data collected was not sufficient to draw any definite conclusions. Evaluation of PAR filtration techniques indicate that water-sample filtration with O.7-um glass-fiber filters in an aluminum filter unit does not result in significant loss of PAR.
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the Nonpoint-Source Evaluation Monitoring Watersheds in Wisconsin","interactions":[],"lastModifiedDate":"2015-10-15T14:35:55","indexId":"ofr97119","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":"97-119","title":"Watershed Characteristics and Land Management in the Nonpoint-Source Evaluation Monitoring Watersheds in Wisconsin","docAbstract":"In 1992, the Wisconsin Department of Natural Resources, in cooperation with the U.S. Geological Survey, began a land-use inventory to identify sources of contaminants and track the land-management changes for eight evaluation monitoring watersheds in Wisconsin. An important component of the land-use inventory has been developing descriptions and preliminary assessments for the eight watersheds. These descriptions establish a baseline for future data analysis. The watershed descriptions include sections on location, reference watersheds, climate, land use, soils and topography, and surface-water resources. The land-management descriptions include sections on objectives, sources of nonpoint contamination and goals of contaminant reduction, and implementation of best-management practices. This information was compiled primarily from the nonpoint-source control plans, county soil surveys, farm conservation plans, Federal and State agency data reports, and data collected through the land-use inventory.
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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e2e4b07f02db5e4b58","contributors":{"authors":[{"text":"Rappold, K.F.","contributorId":87568,"corporation":false,"usgs":true,"family":"Rappold","given":"K.F.","email":"","affiliations":[],"preferred":false,"id":191632,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Wierl, J.A.","contributorId":32944,"corporation":false,"usgs":true,"family":"Wierl","given":"J.A.","affiliations":[],"preferred":false,"id":191630,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Amerson, F.U.","contributorId":61852,"corporation":false,"usgs":true,"family":"Amerson","given":"F.U.","email":"","affiliations":[],"preferred":false,"id":191631,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":49986,"text":"ofr97671 - 1997 - Level II scour analysis for Bridge 34 (CORITH0050034) on Town Highway 50, crossing the South Branch Waits River, Corinth, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:49:46","indexId":"ofr97671","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":"97-671","title":"Level II scour analysis for Bridge 34 (CORITH0050034) on Town Highway 50, crossing the South Branch Waits River, Corinth, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCORITH00500034 on Town Highway 50 crossing the South Branch Waits River, Corinth, \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 New England Upland section of the New England physiographic province \nin central Vermont. The 35.9-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture upstream and downstream \nof the bridge while the immediate banks have dense woody vegetation.
\nIn the study area, the South Branch Waits River has an incised, meandering channel with a \nslope of approximately 0.005 ft/ft, an average channel top width of 63 ft and an average \nbank height of 6 ft. The channel bed material ranges from sand to cobble with a median \ngrain size (D50) of 23.7 mm (0.078 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 5, 1995, indicated that the reach was stable.
\nThe Town Highway 50 crossing of the South Branch Waits River is a 56-ft-long, one-lane \nbridge consisting of one 54-foot steel thru-truss span (Vermont Agency of Transportation, \nwritten communication, March 24, 1995). The opening length of the structure parallel to the \nbridge face is 51.5 ft.The bridge is supported by vertical, concrete abutments with no \nwingwalls. Stone fill and bank material in front of the abutments create spill-through \nembankments. The channel is skewed approximately 30 degrees to the opening while the \nopening-skew-to-roadway is 15 degrees.
\nA scour hole 2.5 ft deeper than the mean thalweg depth was observed along the left bank \nthrough the bridge during the Level I assessment. The only scour protection measure at the \nsite was type-2 stone fill (less than 36 inches diameter) along the left and right banks \nextending from upstream to downstream through the bridge. The stone fill under the bridge \ncreates spill-through embankments. Additional details describing conditions at the site are \nincluded 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) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge was determined and analyzed as other 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 3.0 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 2.4 to 6.3 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed 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-size distribution.
\nIt is generally accepted that the Froehlich and HIRE equations (abutment scour) give \n“excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). \nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97671","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 34 (CORITH0050034) on Town Highway 50, crossing the South Branch Waits River, Corinth, Vermont: U.S. Geological Survey Open-File Report 97-671, iv, 53 p., https://doi.org/10.3133/ofr97671.","productDescription":"iv, 53 p.","numberOfPages":"58","costCenters":[],"links":[{"id":176153,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97671.GIF"},{"id":279692,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0671/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Corinth","otherGeospatial":"South Branch Waits River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.0 ], [ -72.25,44.125 ], [ -72.125,44.125 ], [ -72.125,44.0 ], [ -72.25,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6523","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240587,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":54536,"text":"wdrFL973A - 1997 - Water resources data, Florida, water year 1997; Volume 3A. Southwest Florida surface water","interactions":[],"lastModifiedDate":"2023-02-03T20:05:20.439841","indexId":"wdrFL973A","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-97-3A","title":"Water resources data, Florida, water year 1997; Volume 3A. Southwest Florida surface water","docAbstract":"The Water Resources Division of the U.S. Geological Survey, in cooperation with State 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.\"
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrFL973A","collaboration":"Prepared in cooperation with the State of Florida and with other agencies","usgsCitation":"Coffin, J., and Fletcher, W., 1997, Water resources data, Florida, water year 1997; Volume 3A. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fbb56","contributors":{"authors":[{"text":"Coffin, J.E.","contributorId":75913,"corporation":false,"usgs":true,"family":"Coffin","given":"J.E.","email":"","affiliations":[],"preferred":false,"id":250619,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Fletcher, W.L.","contributorId":97977,"corporation":false,"usgs":true,"family":"Fletcher","given":"W.L.","email":"","affiliations":[],"preferred":false,"id":250620,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49990,"text":"ofr97675 - 1997 - Level II scour analysis for Bridge 4 (DANVTH00010004) on Town Highway 1, crossing Joes Brook, Danville, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:51:44","indexId":"ofr97675","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":"97-675","title":"Level II scour analysis for Bridge 4 (DANVTH00010004) on Town Highway 1, crossing Joes Brook, Danville, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nDANVTH00010004 on Town Highway 1 crossing Joes Brook, Danville, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin northeastern Vermont. The 42.5-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is pasture along the \nupstream and downstream left banks with trees and brush along the immediate banks. The \nupstream and downstream right banks are forested.
\nIn the study area, Joes Brook has an incised, sinuous channel with a slope of approximately \n0.02 ft/ft, an average channel top width of 68 ft and an average bank height of 5 ft. The \nchannel bed material ranges from gravel to bedrock with a median grain size (D50) of 80.1 \nmm (0.263 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non August 22, 1995, indicated that the reach was stable.
\nThe Town Highway 1 crossing of Joes Brook is a 49-ft-long, two-lane bridge consisting of \none 45-foot steel-beam span (Vermont Agency of Transportation, written communication, \nMarch 17, 1995). The opening length of the structure parallel to the bridge face is 45 ft.The \nbridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed \napproximately 15 degrees to the opening and the computed opening-skew-to-roadway is 15 \ndegrees.
\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the right \nabutment during the Level I assessment. The scour hole also extends upstream and \ndownstream of the bridge, along the right side of the channel. The scour protection \nmeasures at the site include type-2 stone fill (less than 36 inches diameter) at the upstream \nend of the upstream left wingwall and along the entire base length of the downstream right \nwingwall. Type-3 stone fill (less than 48 inches diameter) is along the entire base length of \nthe upstream right wingwall and type-5 protection (stone block wall) is along the upstream \nright bank. 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) \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 computed to be zero ft. Abutment scour \nranged from 11.7 to 13.0 ft along the right abutment and from 6.6 to 9.4 ft along the left \nabutment. 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 and Hire equations (abutment scour) gives \n“excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). \nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97675","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Boehmler, E.M., 1997, Level II scour analysis for Bridge 4 (DANVTH00010004) on Town Highway 1, crossing Joes Brook, Danville, Vermont: U.S. Geological Survey Open-File Report 97-675, iv, 47 p., https://doi.org/10.3133/ofr97675.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":176251,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97675.GIF"},{"id":279688,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0675/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Danville","otherGeospatial":"Joes 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":"4f4e4b17e4b07f02db6a61e0","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":240594,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240595,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":40699,"text":"ofr97289B - 1997 - Digital compilation of landslide overview map of the conterminous United States","interactions":[],"lastModifiedDate":"2020-03-13T11:18:30","indexId":"ofr97289B","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":"97-289","chapter":"B","title":"Digital compilation of landslide overview map of the conterminous United States","docAbstract":"This dataset consists of polygons enclosing areas of landslide incidence and\r\nsusceptibility for the conterminous United States.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97289B","usgsCitation":"Godt, J.W., and Radbruch-Hall, D.H., 1997, Digital compilation of landslide overview map of the conterminous United States: U.S. Geological Survey Open-File Report 97-289, HTML Document, https://doi.org/10.3133/ofr97289B.","productDescription":"HTML Document","costCenters":[],"links":[{"id":171339,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":373257,"rank":3,"type":{"id":22,"text":"Related Work"},"url":"https://pubs.usgs.gov/publication/pp1183","text":"Professional Paper 1183"},{"id":373258,"rank":4,"type":{"id":22,"text":"Related Work"},"url":"https://pubs.usgs.gov/publication/ofr97289","text":"Open file Report 97-289","linkFileType":{"id":5,"text":"html"},"linkHelpText":"Landslide overview map of the conterminous United States"},{"id":3677,"rank":98,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1997/ofr-97-0289/","linkFileType":{"id":5,"text":"html"},"linkHelpText":"Digital compilation of landslide overview map of the conterminous United States"}],"country":"United States","otherGeospatial":"conterminous United States","geographicExtents":"{\n 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Center","active":true,"usgs":true},{"id":508,"text":"Office of the AD Hazards","active":true,"usgs":true}],"preferred":true,"id":223807,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Radbruch-Hall, Dorothy H.","contributorId":102462,"corporation":false,"usgs":true,"family":"Radbruch-Hall","given":"Dorothy","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":223808,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49924,"text":"ofr97367 - 1997 - Level II scour analysis for Bridge 49 (BENNCYHUNT0049) on Hunt Street, crossing the Walloomsac River, Bennington, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:04:00","indexId":"ofr97367","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":"97-367","title":"Level II scour analysis for Bridge 49 (BENNCYHUNT0049) on Hunt Street, crossing the Walloomsac River, Bennington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBENNCYHUNT0049 on the Hunt 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 34.1-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 except for the downstream left bank which is \ncovered by trees and brush.
\nIn the study area, the Walloomsac River has a straight, incised channel. The confluence of \nthe Walloomsac River and Roaring Branch is 140 feet downstream. The channel has a slope \nof approximately 0.01 ft/ft, an average channel top width of 54 ft and an average bank \nheight of 6 ft. The predominant channel bed material is cobble with a median grain size \n(D50) of 76.8 mm (0.252 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on July 31, 1996, indicated that the reach was stable.
\nThe Hunt Street crossing of the Walloomsac River is a 51-ft-long, two-lane bridge \nconsisting of one 49-foot steel span (Vermont Agency of Transportation, written \ncommunication, December 13, 1995). The bridge is supported by vertical, concrete \nabutments. The right abutment has a spill-through slope along its face. The channel is \nskewed approximately 25 degrees to the opening and the opening-skew-to-roadway is 20 \ndegrees.
\nScour countermeasures at the site include type-2 stone fill (less than 36 inches diameter) on \nthe spill through slope on the right abutment and along the base of the left abutment. Type-\n2 stone fill also protects the channel banks upstream and downstream of the bridge for a \nminimum distance of 17 feet from the respective bridge faces. Additional details describing \nconditions at the site are 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.
\nContraction scour computed for all modelled flows ranged from 0.9 to 5.0 ft. The worst-case contraction scour occurred at the 500-year discharge. Computed left abutment scour \nranged from 15.3 to 16.5 ft. with the worst-case scour occurring at the incipient roadway-overtopping discharge. Computed right abutment scour ranged from 6.0 to 8.7 ft. with the \nworst-case scour occurring at the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed 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-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/ofr97367","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Medalie, L., 1997, Level II scour analysis for Bridge 49 (BENNCYHUNT0049) on Hunt Street, crossing the Walloomsac River, Bennington, Vermont: U.S. Geological Survey Open-File Report 97-367, iv, 50 p., https://doi.org/10.3133/ofr97367.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170456,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97367.PNG"},{"id":279758,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0367/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\": [ [ [ -73.25,42.875 ], [ -73.25,43.0 ], [ -73.125,43.0 ], [ -73.125,42.875 ], [ -73.25,42.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6071","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":240480,"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":240481,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50137,"text":"ofr9751 - 1997 - Second west-central Florida coastal studies workshop","interactions":[],"lastModifiedDate":"2012-02-02T00:11:17","indexId":"ofr9751","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":"97-51","title":"Second west-central Florida coastal studies workshop","language":"ENGLISH","doi":"10.3133/ofr9751","usgsCitation":"Gelfenbaum, G., 1997, Second west-central Florida coastal studies workshop: U.S. Geological Survey Open-File Report 97-51, 140 p., https://doi.org/10.3133/ofr9751.","productDescription":"140 p.","costCenters":[],"links":[{"id":175827,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aa9e4b07f02db66811f","contributors":{"authors":[{"text":"Gelfenbaum, Guy","contributorId":79844,"corporation":false,"usgs":true,"family":"Gelfenbaum","given":"Guy","affiliations":[],"preferred":false,"id":240822,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49894,"text":"ofr97189 - 1997 - Level II scour analysis for Bridge 137 (FERRUS00070137) on U.S. Route 7, crossing Little Otter Creek, Ferrisburg, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:27:57","indexId":"ofr97189","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":"97-189","title":"Level II scour analysis for Bridge 137 (FERRUS00070137) on U.S. Route 7, crossing Little Otter Creek, Ferrisburg, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure FERRUS00070137 on U.S. Route 7 crossing Little Otter Creek, Ferrisburg, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.\nThe site is in the Champlain section of the St. Lawrence Valley physiographic province in northwestern Vermont. The 56.7-mi2 drainage area is in a predominantly rural and forested basin with some pasture on the valley bottom. In the vicinity of the study site, the surface cover consists of pasture upstream of the bridge. Downstream of the bridge the surface cover consists of trees, shrubs, and grass.\nIn the study area, Little Otter Creek has a meandering channel with a slope of approximately 0.007 ft/ft, an average channel top width of 86 ft and an average channel depth of 3 ft. The predominant channel bed materials are cobbles and gravel with a median grain size (D50) of 54.9 mm (0.180 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 1, 1996, indicated that the reach was laterally unstable.\nThe U.S. Route 7 crossing of Little Otter Creek is a 157-ft-long, two-lane bridge consisting of three steel-beam spans (Vermont Agency of Transportation, written communication, December 12, 1995). The bridge is supported by vertical, concrete abutment walls with spill-through embankments in front of each abutment wall and two solid concrete piers. The channel is skewed approximately 15 degrees to the opening while the opening-skew-to-roadway is zero degrees.\nThe scour protection measures at the site consist of type-3 stone fill (less than 48 inches diameter) on the banks upstream and downstream of the bridge and the lower half of the spill-through embankment slopes on each abutment. Type-1 stone fill (less than 12 inches diameter) protects the upper half of the spill-through embankments and each roadway embankment. Additional details describing 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 in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 1.8 to 2.3 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.4 to 14.9 ft. The worst-case abutment scour occurred at the 500-year discharge. There are two piers for which computed pier scour ranged from 7.5 to 13.4 ft. The left and right piers in this report are presented as pier 1 and pier 2 respectively. The worst-case pier scour occurred at pier 1 for the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97189","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Burns, R.L., 1997, Level II scour analysis for Bridge 137 (FERRUS00070137) on U.S. Route 7, crossing Little Otter Creek, Ferrisburg, Vermont: U.S. Geological Survey Open-File Report 97-189, iv, 50 p., https://doi.org/10.3133/ofr97189.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170382,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279809,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0189/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Ferrisburg","otherGeospatial":"Little Otter Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.25,44.125 ], [ -73.25,44.25 ], [ -73.125,44.25 ], [ -73.125,44.125 ], [ -73.25,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a833f","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240436,"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":240435,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ]}