This report provides the results of a detailed Level II analysis of scour potential at structure ROCHVT01000144 on State Route 100 crossing the White River, Rochester, 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.
The site is in the Green Mountain section of the New England physiographic province in central Vermont. The 68.9-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture with forest on the valley walls.
In the study area, the White River has a meandering channel with a slope of approximately 0.003 ft/ft, an average channel top width of 119 ft and an average channel depth of 4 ft. The predominant channel bed material is gravel and cobbles with a median grain size (D50) of 72.5 mm (0.238 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 22, 1996, indicated that the reach was laterally unstable due to a cut-bank present on the upstream left bank and wide point bars upstream and downstream in the vicinity of this site.
The State Route 100 crossing of the White Riveris a 103-ft-long, two-lane bridge consisting of one 101-foot steel-beam span (Vermont Agency of Transportation, written communication, March 8, 1995). The bridge is supported by vertical, concrete abutment walls with spill-through embankments in front of each abutment wall and no wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-toroadway is 5 degrees.
The scour protection measures at the site are type-2 stone fill (less than 36 inches diameter) on the upstream left bank, both abutment spill-through embankments, and the downstream banks. There also is type-1 stone fill (less than 12 inches diameter) on the upstream right bank. The stone fill is continuous on both sides of the river in the vicinity of the bridge. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour 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.
There was no computed contraction scour for the modelled flows. Abutment scour ranged from 6.9 to 10.9 ft. The worst-case abutment scour occurred at the incipient overtopping discharge, which was less than the 100-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 particlesize 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.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr977","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Wild, E.C., 1997, Level II scour analysis for Bridge 144 (ROCHVT01000144) on State Route 100, crossing the White River, Rochester, Vermont: U.S. Geological Survey Open-File Report 97-7, iv, 50 p., https://doi.org/10.3133/ofr977.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":169563,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr977.PNG"},{"id":279829,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0007/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Rochester","otherGeospatial":"White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,43.875 ], [ -72.875,44.0 ], [ -72.75,44.0 ], [ -72.75,43.875 ], [ -72.875,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a82e1","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240396,"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":240395,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49872,"text":"ofr978 - 1997 - Level II scour analysis for Bridge 7 (WARRTH00010007) onTown Highway 1, crossing Freemans Brook, Warren, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:55:12","indexId":"ofr978","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":"97-8","title":"Level II scour analysis for Bridge 7 (WARRTH00010007) onTown Highway 1, crossing Freemans Brook, Warren, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWARRTH00010007 on Town Highway 1 crossing Freeman Brook, Warren, 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 \ncentral Vermont. The 6.45-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the predominant surface cover is grass and trees with the \nexception of the upstream left overbank which is forest. The banks of the channel are tree \ncovered.\nIn the study area, Freeman Brook has an incised, straight channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 51 ft and an average channel \ndepth of 6 ft. The predominant channel bed material ranges from gravel to bedrock with a \nmedian grain size (D50) of 86.8 mm (0.285 ft). The geomorphic assessment at the time of \nthe Level I and Level II site visit on July 22, 1996 indicated that the reach was stable.\nThe Town Highway 1 crossing of Freeman Brook is a 64-ft-long, two-lane bridge \nconsisting of one 62-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, February 1, 1996). The bridge is supported by vertical, concrete abutments \nwith spill-through slopes. The channel is skewed approximately 25 degrees to the opening \nwhile the opening-skew-to-roadway is 30 degrees. \nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) along the entire length of the left and right abutments and along the downstream \nchannel banks. Additional details describing conditions at the site are included in the Level \nII 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.\nThe computed contraction scour for all modelled flows was 0.0 feet. Abutment scour \nranged from 5.3 to 8.2 ft. The worst-case abutment scour occurred at the right abutment for \nthe incipient-overtopping 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/ofr978","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Burns, R.L., 1997, Level II scour analysis for Bridge 7 (WARRTH00010007) onTown Highway 1, crossing Freemans Brook, Warren, Vermont: U.S. Geological Survey Open-File Report 97-8, iv, 52 p., https://doi.org/10.3133/ofr978.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169564,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr978.PNG"},{"id":279828,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0008/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Warren","otherGeospatial":"Freeman Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,44.0 ], [ -72.875,44.125 ], [ -72.75,44.125 ], [ -72.75,44.0 ], [ -72.875,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5728","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":240397,"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":240398,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49873,"text":"ofr971 - 1997 - Level II scour analysis for Bridge 92 (WSTOVT01000092) on State Highway 100, crossing the West River, Weston, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:07:07","indexId":"ofr971","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":"97-1","title":"Level II scour analysis for Bridge 92 (WSTOVT01000092) on State Highway 100, crossing the West River, Weston, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWSTOVT01000092 on Vermont Highway 100 crossing the West River, Weston, 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 32.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover upstream of the bridge is primarily \nforest with pasture on the upstream left overbank. Upstream and downstream, the \nimmediate banks have brush and dense forest cover. Downstream of the bridge is forested.\nIn the study area, the West River has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 111 ft and an average channel \ndepth of 3 ft. The predominant channel bed material is very coarse gravel and cobbles with \na median grain size (D50) of 67.7 mm (0.222 ft). The geomorphic assessment at the time of \nthe Level I and Level II site visit on August 19, 1996 indicated that the reach was laterally \nunstable based on the fine bank material, sinuosity of the stream, point bars and cutbanks.\nThe state highway 100 crossing of the West River is a 113-ft-long, two-lane bridge \nconsisting of one 110-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 31, 1995). The bridge is supported by vertical, concrete abutments \nwithout wingwalls. The channel is skewed approximately 40 degrees to the opening while \nthe opening-skew-to-roadway is 25 degrees. \nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) along the entire base length of the left and right abutments. 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 0.4 to 2.1 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 8.4 to \n30.7 ft. The worst-case abutment scour occurred at the 500-year discharge along the left \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/ofr971","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Burns, R.L., 1997, Level II scour analysis for Bridge 92 (WSTOVT01000092) on State Highway 100, crossing the West River, Weston, Vermont: U.S. Geological Survey Open-File Report 97-1, iv, 48 p., https://doi.org/10.3133/ofr971.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":169565,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr971.PNG"},{"id":279826,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0001/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Weston","otherGeospatial":"West River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,43.25 ], [ -72.875,43.375 ], [ -72.75,43.375 ], [ -72.75,43.25 ], [ -72.875,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55ce","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":240399,"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":240400,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49874,"text":"ofr979 - 1997 - Level II scour analysis for Bridge 34 (SHERUS00040034) on U.S. Highway 4, crossing the Ottauquechee River, Sherburne, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:02:29","indexId":"ofr979","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":"97-9","title":"Level II scour analysis for Bridge 34 (SHERUS00040034) on U.S. Highway 4, crossing the Ottauquechee River, Sherburne, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nSHERUS00040034 on US Route 4 crossing the Ottauquechee River, Sherburne, 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 \ncentral Vermont. The 25.8-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is pasture upstream of the bridge while the \nimmediate banks have dense woody vegetation. Downstream of the bridge, the banks are \nforested.\nIn the study area, the Ottauquechee River has an incised, straight channel with a slope of \napproximately 0.028 ft/ft, an average channel top width of 66 ft and an average channel \ndepth of 5 ft. The channel bed material ranges from gravel to boulder with a median grain \nsize (D50) of 118.1 mm (0.387 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 25, 1995, indicated that the reach was stable.\nThe US Route 4 crossing of the Ottauquechee River is a 187-ft-long, two-lane bridge \nconsisting of three steel-beam spans (Vermont Agency of Transportation, written \ncommunication, March 14, 1995). The bridge is supported by vertical, concrete abutments \nabove spill-through stone fill (< 36 inches diameter). The channel is skewed approximately \n60 degrees to the opening while the opening-skew-to-roadway is 60 degrees. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices 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 was 0.0 ft. Abutment scour ranged from 4.7 to 7.4 \nft. The worst-case abutment scour occurred at the left abutment for the 500-year discharge. \nPier scour ranged from 7.5 to 11.4 ft. The worst-case pier scour occurred at the incipientovertopping 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 herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr979","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Severance, T., 1997, Level II scour analysis for Bridge 34 (SHERUS00040034) on U.S. Highway 4, crossing the Ottauquechee River, Sherburne, Vermont: U.S. Geological Survey Open-File Report 97-9, iv, 51 p., https://doi.org/10.3133/ofr979.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":169566,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr979.PNG"},{"id":279827,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0009/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Sherburne","otherGeospatial":"Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,43.5 ], [ -72.875,43.625 ], [ -72.75,43.625 ], [ -72.75,43.5 ], [ -72.875,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6507","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":240401,"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":240402,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49876,"text":"ofr975 - 1997 - Level II scour analysis for Bridge 106 (NEWBUS00050106) on U.S. Highway 5, crossing the Wells River, Newbury, Vermont","interactions":[],"lastModifiedDate":"2012-02-02T00:10:24","indexId":"ofr975","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":"97-5","title":"Level II scour analysis for Bridge 106 (NEWBUS00050106) on U.S. Highway 5, crossing the Wells River, Newbury, Vermont","language":"ENGLISH","doi":"10.3133/ofr975","usgsCitation":"Ivanoff, M., 1997, Level II scour analysis for Bridge 106 (NEWBUS00050106) on U.S. Highway 5, crossing the Wells River, Newbury, Vermont: U.S. Geological Survey Open-File Report 97-5, 50 p., https://doi.org/10.3133/ofr975.","productDescription":"50 p.","costCenters":[],"links":[{"id":169639,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8427","contributors":{"authors":[{"text":"Ivanoff, M.A.","contributorId":45758,"corporation":false,"usgs":true,"family":"Ivanoff","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":240405,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49877,"text":"ofr976 - 1997 - Level II scour analysis for Bridge 6 (VICTTH000110006) on Town Highway 1, crossing the Moose River, Victory, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:12:39","indexId":"ofr976","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":"97-6","title":"Level II scour analysis for Bridge 6 (VICTTH000110006) on Town Highway 1, crossing the Moose River, Victory, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nVICTTH00010006 on Town Highway 1 crossing the Moose River, Victory, 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 White Mountain section of the New England physiographic province in \nnortheastern Vermont. The 27.9-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, the Moose River has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 108 ft and an average channel \ndepth of 14 ft. The channel bed ranges from gravel to boulder with a median grain size \n(D50) of 126 mm (0.412 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on July 20, 1995, indicated that the reach was stable.\nThe Town Highway 1 crossing of the Moose River is a 101-ft-long, two-lane bridge \nconsisting of one 98-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 28, 1995). The bridge is supported by vertical, concrete abutments \nwith a spill-through slope at the face of each abutment consisting of type-3 stone fill (less \nthan 48 inches diameter). The channel is skewed approximately 40 degrees to the opening \nwhile the opening-skew-to-roadway is 45 degrees. \nA scour hole 3 ft deeper than the mean thalweg depth was observed under the bridge during \nthe Level I assessment. Additional details describing conditions at the site are included in \nthe 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 0.2 to 0.4 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.3 to \n8.2 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/ofr976","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1997, Level II scour analysis for Bridge 6 (VICTTH000110006) on Town Highway 1, crossing the Moose River, Victory, Vermont: U.S. Geological Survey Open-File Report 97-6, iv, 48 p., https://doi.org/10.3133/ofr976.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":169640,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr976.PNG"},{"id":279825,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0006/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Victory","otherGeospatial":"Moose River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -71.875,44.5 ], [ -71.875,44.625 ], [ -71.75,44.625 ], [ -71.75,44.5 ], [ -71.875,44.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a584d","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":240406,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49879,"text":"ofr97104 - 1997 - Level II scour analysis for Bridge 8 (DANVTH00020008) on Town Highway 2, crossing the Morrill Brook, Danville, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:21:33","indexId":"ofr97104","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":"97-104","title":"Level II scour analysis for Bridge 8 (DANVTH00020008) on Town Highway 2, crossing the Morrill Brook, Danville, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nDANVTH00020008 on Town Highway 2 crossing Morrill Brook, Danville, 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 North-East Vermont. The 4.74-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest with a residence on the \nupstream right bank. \nIn the study area, Morrill Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 60 ft and an average channel \ndepth of 8 ft. The predominant channel bed material is cobble with a median grain size \n(D50) of 67.0 mm (0.220 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 9, 1995, indicated that the reach was stable.\nThe Town Highway 2 crossing of Morrill Brook is a 59-ft-long, two-lane bridge consisting \nof one 57-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 24, 1995). The bridge is supported by vertical, concrete abutments. \nThe channel is skewed approximately 5 degrees to the opening while the opening-skew-toroadway is 0 degrees. \nThe scour protection measure at the site included type-2 stone fill (less than 36 inches \ndiameter) along the base of the left abutment. There was type-1 stone fill (less than 12 \ninches diameter) along the base of the right abutment. There was also type-3 stone fill (less \nthan 48 inches diameter) along both upstream banks at the location of previous bridge \nabutments. Additional details describing conditions at the site are included in the Level II \nSummary 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 modelled flows ranged from 0.1 to 0.4 ft. The worst-case contraction \nscour occurred at the 500-year discharge. Abutment scour ranged from 4.0 to 8.7 ft. The \nworst-case abutment scour occurred at the 100-year discharge. 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. \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/ofr97104","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 8 (DANVTH00020008) on Town Highway 2, crossing the Morrill Brook, Danville, Vermont: U.S. Geological Survey Open-File Report 97-104, iv, 48 p., https://doi.org/10.3133/ofr97104.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170105,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97104.PNG"},{"id":279823,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0104/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Danville","otherGeospatial":"Morrill 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":"4f4e4b16e4b07f02db6a5654","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240409,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"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":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":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":49883,"text":"ofr97108 - 1997 - Level II scour analysis for Bridge 12 (FFIETH00030012) on Town Highway 3, crossing the Fairfield River, Fairfield, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:15:15","indexId":"ofr97108","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":"97-108","title":"Level II scour analysis for Bridge 12 (FFIETH00030012) on Town Highway 3, crossing the Fairfield River, Fairfield, Vermont","docAbstract":"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":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":240415,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49884,"text":"ofr97109 - 1997 - Level II scour analysis for Bridge 9 (BARRUSO3020009) on U.S. Route 302, crossing Jail Branch, Barre, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:59:16","indexId":"ofr97109","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":"97-109","title":"Level II scour analysis for Bridge 9 (BARRUSO3020009) on U.S. Route 302, crossing Jail Branch, Barre, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBARRUS03020009 on U.S. Route 302 crossing Jail Branch, Barre, Vermont (figures 1–8). \nA Level II study is a basic engineering analysis of the site, including a quantitative analysis \nof stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level \nI scour investigation also are included in Appendix E of this report. A Level I investigation \nprovides a qualitative geomorphic characterization of the study site. Information on the \nbridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled \nprior to conducting Level I 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 central Vermont. The 42.8-mi2\n drainage area is in a predominantly rural and forested \nbasin. A flood control reservoir with a usable capacity of 525 million cubic feet is located \njust upstream of the bridge. In the vicinity of the study site, the surface cover left of the \nchannel consists of trees and brush. Right of the channel, the immediate bank is covered by \ntrees and brush while the overbank is grass covered with several buildings.
\nIn the study area, Jail Branch has an incised, sinuous channel with a slope of approximately \n0.008 ft/ft, an average channel top width of 86 ft and an average channel depth of 5 ft. The \nchannel bed material ranged from gravel to boulder with a median grain size (D50) of 73.5 \nmm (0.241 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non July 17, 1996, indicated that the reach was laterally unstable due to its sinuosity, cut \nbanks, point bars, and extensive bank protection.
\nThe U.S. Route 302 crossing of Jail Branch is a 74-ft-long, two-lane bridge consisting of \none 72-foot steel-beam span (Vermont Agency of Transportation, written communication, \nOctober 13, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 30 degrees to the opening while there is no opening-\nskew-to-roadway.
\nThere is evidence of channel scour along the right bank from 190 feet upstream of the \nbridge and extending through the bridge along the right abutment. Under the bridge, the \nscour depth is approximately 0.5 feet below the mean thalweg depth. Scour protection \nmeasures at the site include type-3 stone fill (less than 48 inches diameter) along the right \nbank extending from the bridge to 192 feet upstream. Type-2 stone fill (less than 36 inches \ndiameter) is along the right abutment and the right downstream bank to 205 feet downtream \nof the bridge. Additional details describing conditions at the site are included in the Level II \nSummary 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 0.2 to 0.5 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 4.3 to \n7.5 ft. The worst-case abutment scour occurred at the 500-year discharge. Computed scour \nfor the 100-year event does not go below the abutment footings. 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.
\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/ofr97109","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 9 (BARRUSO3020009) on U.S. Route 302, crossing Jail Branch, Barre, Vermont: U.S. Geological Survey Open-File Report 97-109, iv, 48 p., https://doi.org/10.3133/ofr97109.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170110,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97109.GIF"},{"id":279818,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0109/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barre","otherGeospatial":"Jail Branch","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.125 ], [ -72.5,44.25 ], [ -72.375,44.25 ], [ -72.375,44.125 ], [ -72.5,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55f3","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":240417,"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":240418,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49885,"text":"ofr97110 - 1997 - Level II scour analysis for Bridge 13 (PFRDTH00030013) on Town Highway 3, crossing Furnace Brook, Pittsford, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:47:52","indexId":"ofr97110","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":"97-110","title":"Level II scour analysis for Bridge 13 (PFRDTH00030013) on Town Highway 3, crossing Furnace Brook, Pittsford, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPFRDTH00030013 on Town Highway 3 crossing Furnace Brook, Pittsford, 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 western \nVermont. The 17.1-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the surface cover is grass along the downstream right bank while \nthe remaining banks are primarily forested.
\nIn the study area, Furnace Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 49 ft and an average channel \ndepth of 4 ft. The predominant channel bed material ranges from gravel to bedrock with a \nmedian grain size (D50) of 70.2 mm (0.230 ft). The geomorphic assessment at the time of \nthe Level I and Level II site visit on June 20, 1995, indicated that the reach was stable.
\nThe Town Highway 3 crossing of Furnace Brook is a 75-ft-long, two-lane bridge consisting \nof one 72-ft-long steel stringer span (Vermont Agency of Transportation, written \ncommunication, March 14, 1995). The bridge is supported by vertical, concrete abutments \nwith spill-through slopes. The channel is skewed approximately 20 degrees to the opening \nwhile the opening-skew-to-roadway is 35 degrees. The opening-skew-to-roadway was \ndetermined from surveyed data collected at the bridge although, information provided from \nthe VTAOT files, indicates that the opening-skew-to-roadway is 30 degrees (Appendix D).
\nThe scour protection measures at the site included type-2 stone fill (less than 36 inches \ndiameter) on the spill-through slope along each abutment. Type-2 stone fill scour protection \nwas also found along the upstream left wingwall and downstream right wingwall. Type-1 \n(less than 12 inches diameter) stone fill scour protection was found along the upstream right \nwingwall and downstream left wingwall. No bank protection was observed downstream or \nupstream. Additional details describing conditions at the site are included in the Level II \nSummary 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 1.2 to 2.0 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.8 to \n13.1 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 although, bedrock outcropping is apparent both \nupstream and downstream of this bridge.
\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/ofr97110","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Medalie, L., 1997, Level II scour analysis for Bridge 13 (PFRDTH00030013) on Town Highway 3, crossing Furnace Brook, Pittsford, Vermont: U.S. Geological Survey Open-File Report 97-110, iv, 50 p., https://doi.org/10.3133/ofr97110.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170111,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97110.GIF"},{"id":279817,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0110/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Pittsford","otherGeospatial":"Furnace Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.125,43.625 ], [ -73.125,43.75 ], [ -72.875,43.75 ], [ -72.875,43.625 ], [ -73.125,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8321","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":240419,"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":240420,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49886,"text":"ofr97111 - 1997 - Level II scour analysis for Bridge 5C (CORITH0003005C) on Town Highway 3, crossing Cooksville Brook, Corinth, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:38:37","indexId":"ofr97111","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":"97-111","title":"Level II scour analysis for Bridge 5C (CORITH0003005C) on Town Highway 3, crossing Cooksville Brook, Corinth, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCORITH0003005C on Town Highway 3 crossing Cooksville Brook, Corinth, 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 20.2-mi2 drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture with a residence on the \nupstream right bank near the bridge. The immediate channel banks have some woody \nvegetation cover.
\nIn the study area, Cooksville Brook has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 46 ft and an average channel \ndepth of 8 ft. The channel bed material ranged from sand to cobble and had a median grain \nsize (D50) of 41.0 mm (0.135 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 5, 1995, indicated that the reach was stable.
\nThe Town Highway 3 crossing of Cooksville Brook is a 39-ft-long, two-lane bridge \nconsisting of one 37-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 17, 1995). The bridge is supported by vertical, concrete abutments \nwith wingwalls on the left abutment. The channel is skewed approximately 30 degrees to \nthe opening while the opening-skew-to-roadway is 0 degrees.
\nA scour hole 0.5 ft deeper than the mean thalweg depth was observed along the right \nabutment during the Level I assessment. The only scour protection measures at the site were \ntype-2 stone fill (less than 36 inches diameter) at the upstream and downstream ends of the \nright abutment and type-4 (less than 60 inches diameter) along the upstream right bank \nbelow the residence. Also, there is a wall along the upstream right bank. 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 2.7 to 3.3 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.0 to \n19.0 ft. The worst-case left abutment scour occurred at the incipient overtopping discharge. \nThe worst-case right 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/ofr97111","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Severance, T., 1997, Level II scour analysis for Bridge 5C (CORITH0003005C) on Town Highway 3, crossing Cooksville Brook, Corinth, Vermont: U.S. Geological Survey Open-File Report 97-111, iv, 50 p., https://doi.org/10.3133/ofr97111.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170112,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97111.GIF"},{"id":279816,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0111/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Corinth","otherGeospatial":"Cooksville Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,44.0 ], [ -72.375,44.125 ], [ -72.25,44.125 ], [ -72.25,44.0 ], [ -72.375,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5a1c","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240421,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Tim","contributorId":53851,"corporation":false,"usgs":true,"family":"Severance","given":"Tim","affiliations":[],"preferred":false,"id":240422,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49887,"text":"ofr97182 - 1997 - Level II scour analysis for Bridge 4 (ARLITH00010004) on Town Highway 1, crossing Warm Brook, Arlington, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:30:16","indexId":"ofr97182","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":"97-182","title":"Level II scour analysis for Bridge 4 (ARLITH00010004) on Town Highway 1, crossing Warm Brook, Arlington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nARLITH00010004 on Town Highway 1 crossing Warm Brook, Arlington, 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 \nsouthwestern Vermont. The 12.1-mi2\n drainage area consists of a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is brush except for the \nupstream and downstream right banks which are covered by brush and grass.
\nIn the study area, Warm Brook has an incised, straight channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 19 ft and an average bank height \nof 1 ft. The channel bed material ranges from sand to cobble with a median grain size (D50) \nof 33.3 mm (0.109 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on July 30, 1996, indicated that the reach was stable.
\nThe Town Highway 1 crossing of Warm Brook is a 49-ft-long, two-lane bridge consisting \nof one 44-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, January 30, 1996). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The abutments have been placed on top of the previous stone abutments. \nThe channel is skewed approximately 0 degrees to the opening while the opening-skew-to-\nroadway is 20 degrees.
\nA scour hole approximately 1.0 ft deeper than the mean thalweg depth was observed mid-\nchannel in the upstream reach within 30 ft of the bridge. The only scour protection measure \nat the site was type-2 stone fill (less than 36 inches diameter) along the upstream left bank \napproach to the bridge. Additional details describing conditions at the site are included in \nthe 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 0.0 to 1.7 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 8.3 to \n11.9 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/ofr97182","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 4 (ARLITH00010004) on Town Highway 1, crossing Warm Brook, Arlington, Vermont: U.S. Geological Survey Open-File Report 97-182, iv, 51 p., https://doi.org/10.3133/ofr97182.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":170173,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97182.GIF"},{"id":279815,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0182/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Arlington","otherGeospatial":"Warm Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.25,43.0 ], [ -73.25,43.125 ], [ -73.125,43.125 ], [ -73.125,43.0 ], [ -73.25,43.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6221","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":240423,"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":240424,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49888,"text":"ofr97183 - 1997 - Level II scour analysis for Bridge 26 (PUTNTH00010026) on Town Highway 1, crossing Sacketts Brook, Putney, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:05:39","indexId":"ofr97183","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":"97-183","title":"Level II scour analysis for Bridge 26 (PUTNTH00010026) on Town Highway 1, crossing Sacketts Brook, Putney, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPUTNTH00010026 on Town Highway 1 crossing Sacketts Brook, Putney, 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 southern Vermont. The 10.1-mi2 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, Sacketts Brook has an incised, straight channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 35 ft and an average bank height \nof 5 ft. The channel bed material is predominantly cobble with a median grain size (D50) of \n68.3 mm (0.224 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on August 20, 1996, indicated that the reach was stable.
\nThe Town Highway 1 crossing of Sacketts Brook is a 49-ft-long, two-lane bridge consisting\nof one 46-foot concrete T-beam span (Vermont Agency of Transportation, written\ncommunication, March 30, 1995). The bridge is supported by vertical, concrete abutments.\nThe channel is skewed approximately 35 degrees to the opening while the opening-skew-to-\nroadway is 45 degrees.
\nThe scour protection measure at the site was type-2 stone fill (less than 36 inches diameter) \nat the upstream end of the left abutment and along the entire base length of the right \nabutment. There was also a vertical stone wall along the upstream left bank. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices 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 modelled flows ranged from 0.0 to 2.7 ft. The worst-case contraction \nscour occurred at the 500-year discharge. Left abutment scour ranged from 7.9 to 9.9 ft. \nwith the worst-case occurring at the 100-year discharge. Right abutment scour ranged from \n12.6 to 17.0 ft. with the worst-case occurring 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/ofr97183","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 26 (PUTNTH00010026) on Town Highway 1, crossing Sacketts Brook, Putney, Vermont: U.S. Geological Survey Open-File Report 97-183, iv, 50 p., https://doi.org/10.3133/ofr97183.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170020,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97183.GIF"},{"id":279814,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0183/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Putney","otherGeospatial":"Sacketts Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,42.875 ], [ -72.75,43.125 ], [ -72.5,43.125 ], [ -72.5,42.875 ], [ -72.75,42.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8018","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240425,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49890,"text":"ofr97185 - 1997 - Level II scour analysis for Bridge 12 (SUNDFLR0030012) on Forest Land Road 3, crossing Roaring Branch Brook, Sunderland, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T09:33:25","indexId":"ofr97185","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":"97-185","title":"Level II scour analysis for Bridge 12 (SUNDFLR0030012) on Forest Land Road 3, crossing Roaring Branch Brook, Sunderland, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nSUNDFLR0030012 on Forest Land Road (FLR) 3 (FAS 114) crossing Roaring Branch \nBrook, Sunderland, Vermont (figures 1–8). A Level II study is a basic engineering analysis \nof the site, including a quantitative analysis of stream stability and scour (U.S. Department \nof Transportation, 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 \nsouthwestern Vermont. The 4.93-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is dense forest along the left bank \nand primarily shrubs and trees along the right bank, both upstream and downstream of the \nbridge.
\nIn the study area, Roaring Branch Brook has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 33 ft and an average bank height \nof 4 ft. The channel bed material ranges from cobble to bedrock with a median grain size \n(D50) of 139 mm (0.457 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on July 30, 1996, indicated that the reach was stable.
\nForest Land Road 3 (FAS 114) crossing of Roaring Branch Brook is a 37-ft-long, two-lane \nbridge consisting of one 35-foot steel-beam span (Vermont Agency of Transportation, \nwritten communication, December 14, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 30 degrees to the opening \nwhile the opening-skew-to-roadway is 15 degrees.
\nThe scour protection measures at the site included type-3 stone fill (less than 48 inches \ndiameter) along the left and right abutments, along the upstream left and downstream right \nwing walls and along the downstream right bank. Type-4 (less than 60 inches diameter) \nstone fill was found along the upstream right and downstream left wingwalls and along the \ndownstream left bank. Type-2 (less than 36 inches diameter) stone fill scour protection was \nfound along the upstream left and right banks. Additional details describing conditions at \nthe site are 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 was calculated to be 0.0 ft. Abutment scour ranged \nfrom 4.3 to 10.4 ft. The worst-case abutment scour occurred at the 500-year discharge along \nthe right abutment. 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 herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97185","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Medalie, L., 1997, Level II scour analysis for Bridge 12 (SUNDFLR0030012) on Forest Land Road 3, crossing Roaring Branch Brook, Sunderland, Vermont: U.S. Geological Survey Open-File Report 97-185, iv, 48 p., https://doi.org/10.3133/ofr97185.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170022,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97185.GIF"},{"id":279812,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0185/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Sunderland","otherGeospatial":"Roaring Branch Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.125,43.0 ], [ -73.125,43.125 ], [ -73.0,43.125 ], [ -73.0,43.0 ], [ -73.125,43.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83aa","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":240428,"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":240429,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49893,"text":"ofr97188 - 1997 - Level II scour analysis for Bridge 32 (NFIEVT012A0032) on State Route 12A, crossing the Dog River, Northfield, Vermont","interactions":[],"lastModifiedDate":"2014-01-06T16:37:54","indexId":"ofr97188","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":"97-188","title":"Level II scour analysis for Bridge 32 (NFIEVT012A0032) on State Route 12A, crossing the Dog River, Northfield, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNFIEVT012A0032 on State Route 12A crossing the Dog River, Northfield, 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 \ncentral Vermont. The 13.5-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is pasture (golf course).
\nIn the study area, the Dog River has a straight channel with a slope of approximately 0.01 ft/\nft, an average channel top width of 47 ft and an average bank height of 7 ft. The \npredominant channel bed materials are gravel and cobbles with a median grain size (D50) of \n39.0 mm (0.128 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on July 22, 1996, indicated that the reach was stable.
\nThe State Route 12A crossing of the Dog River is a 35-ft-long, two-lane bridge consisting \nof one 32-foot concrete span (Vermont Agency of Transportation, written communication, \nOctober 13, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 30 degrees to the opening and the opening-skew-to-\nroadway also is 30 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the upstream \nend of the right abutment wall during the Level I assessment. The scour protection measures \nat the site were type-1 stone fill (less than 12 inches diameter) on the right bank downstream \nand type-2 stone fill (less than 36 inches diameter) on the upstream banks, the downstream \nleft bank and the upstream right wingwall. Additional details describing conditions at the \nsite are 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 1.5 to 2.9 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 7.2 to 1 2.7 ft. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information 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/ofr97188","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 32 (NFIEVT012A0032) on State Route 12A, crossing the Dog River, Northfield, Vermont: U.S. Geological Survey Open-File Report 97-188, iv, 51 p., https://doi.org/10.3133/ofr97188.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":170381,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279810,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0188/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Northfield","otherGeospatial":"Dog River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.0 ], [ -72.75,44.125 ], [ -72.625,44.125 ], [ -72.625,44.0 ], [ -72.75,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7cdd","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240434,"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":240433,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49895,"text":"ofr97190 - 1997 - Level II scour analysis for Bridge 7 (MORRTH00020007) on Town Highway 2 (FAS 239), crossing Ryder Brook, Morristown, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T14:49:35","indexId":"ofr97190","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":"97-190","title":"Level II scour analysis for Bridge 7 (MORRTH00020007) on Town Highway 2 (FAS 239), crossing Ryder Brook, Morristown, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMORRTH00020007 on Town Highway 2 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 18.5-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture and forest.\nIn the study area, Ryder Brook generally is straight and incised with a slope of \napproximately 0.002 ft/ft, an average channel top width of 48 ft and an average channel \ndepth of 3 ft. The channel bed is bedrock with pockets of sand and gravel in several \nlocations through the reach. The gravel has a median grain size (D50) of 17.7 mm (0.0581 \nft). The geomorphic assessment at the time of the Level I and Level II site visit on July 16, \n1996 indicated that the reach was stable.\nThe Town Highway 2 crossing of Ryder Brook is a 84-ft-long, two-lane bridge consisting \nof one 84-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, January 31, 1996). The bridge is supported by vertical, concrete abutment \nwalls with spill-through embankments. The channel is skewed approximately 10 degrees to \nthe opening while the opening-skew-to-roadway is 15 degrees. \nThe only scour protection measure at the site was type-3 stone fill (less than 48 inches \ndiameter) on the spill-through embankments of each abutment. 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 predictions for all modelled flows at this site were zero. Abutment scour \npredictions ranged from 5.6 to 8.1 ft. The worst-case abutment scour occurred at the 500-\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. However, historical bridge \nrecords and field notes indicate the abutment footings may be set on bedrock.\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/ofr97190","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 7 (MORRTH00020007) on Town Highway 2 (FAS 239), crossing Ryder Brook, Morristown, Vermont: U.S. Geological Survey Open-File Report 97-190, iv, 47 p., https://doi.org/10.3133/ofr97190.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":170383,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97190.PNG"},{"id":279808,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0190/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\": [ [ [ -72.625,44.5 ], [ -72.625,44.625 ], [ -72.5,44.625 ], [ -72.5,44.5 ], [ -72.625,44.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a56f4","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240438,"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":240437,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49896,"text":"ofr97191 - 1997 - Level II scour analysis for Bridge 22 (REDSVT01000022) on State Route 100, crossing the West Branch Deerfield River, Readsboro, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T14:31:39","indexId":"ofr97191","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":"97-191","title":"Level II scour analysis for Bridge 22 (REDSVT01000022) on State Route 100, crossing the West Branch Deerfield River, Readsboro, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nREDSVT01000022 on State Route 100 crossing the West Branch Deerfield River, \nReadsboro, 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 Green Mountain section of the New England physiographic province in \nsouthern Vermont. The 25.6-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, the West Branch Deerfield River has an incised, straight channel with a \nslope of approximately 0.025 ft/ft, an average channel top width of 63 ft and an average \nchannel depth of 10 ft. The predominant channel bed materials are cobbles and boulders \nwith some bedrock exposure noted under the bridge. The bed material has a median grain \nsize (D50) of 141.0 mm (0.463 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on July 30, 1996, indicated that the reach was stable.\nThe State Route 100 crossing of the West Branch Deerfield River is a 119-ft-long, two-lane \nbridge consisting of one 110-foot steel-beam span (Vermont Agency of Transportation, \nwritten communication, September 28, 1995). The bridge is supported by vertical, concrete \nabutments with spill-through embankments. The channel is skewed approximately 50 \ndegrees to the opening while the opening-skew-to-roadway is 50 degrees. \nThe scour protection measure at the site was type-3 stone fill (less than 48 inches diameter) \non the spill-through embankments of each abutment and the banks upstream and \ndownstream. Additional details describing conditions at the site are included in the Level II \nSummary 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.\nThere was no predicted contraction scour for any of the modelled flows. Abutment scour \nranged from 4.9 to 11.6 ft. The worst-case abutment scour occurred at the right abutment for \nthe 500-year discharge. However, historical information indicates the right abutment is in \ncontact with bedrock at least in part. 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/ofr97191","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 22 (REDSVT01000022) on State Route 100, crossing the West Branch Deerfield River, Readsboro, Vermont: U.S. Geological Survey Open-File Report 97-191, iv, 49 p., https://doi.org/10.3133/ofr97191.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":170384,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97191.PNG"},{"id":279807,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0191/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Readsboro","otherGeospatial":"Deerfield 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":"4f4e4b1ae4b07f02db6a8101","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240440,"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":240439,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49897,"text":"ofr97208 - 1997 - Level II scour analysis for Bridge 42 (BENNCYSCHL0042) on School Street, crossing Walloomsac River, Bennington, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T14:22:04","indexId":"ofr97208","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":"97-208","title":"Level II scour analysis for Bridge 42 (BENNCYSCHL0042) on School Street, crossing Walloomsac River, Bennington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBENNCYSCHL0042 on the School 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 residences on all overbanks. \nIn the study area, the Walloomsac River has a straight channel with constructed channel \nbanks downstream of the bridge. The channel is located on a delta and has a slope of \napproximately 0.02 ft/ft, an average channel top width of 37 ft and an average bank height \nof 6 ft. The predominant channel bed material is cobble with a median grain size (D50) of \n132 mm (0.435 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on August 6, 1996, indicated that the reach was stable.\nThe School Street crossing of the Walloomsac River is a 36-ft-long, two-lane bridge \nconsisting of one 33-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 zero degrees to the \nopening and the opening-skew-to-roadway is also zero degrees. \nScour countermeasures at the site include type-2 stone fill (less than 36 inches diameter) \nalong both upstream banks and upstream wingwalls. Downstream banks are protected by \nstone walls extending from the downstream wingwalls to more than 100 feet downstream. \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). \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 was 0.0 ft. Computed left abutment \nscour ranged from 9.4 to 10.2 ft. with the worst-case scour occurring at the 500-year \ndischarge. Computed right abutment scour ranged from 2.7 to 5.7 ft. with the worst-case \nscour occurring at the incipient roadway-overtopping discharge. 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. \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/ofr97208","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Degnan, J.R., 1997, Level II scour analysis for Bridge 42 (BENNCYSCHL0042) on School Street, crossing Walloomsac River, Bennington, Vermont: U.S. Geological Survey Open-File Report 97-208, iv, 51 p., https://doi.org/10.3133/ofr97208.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":170385,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97208.PNG"},{"id":279806,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0208/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":"4f4e4b17e4b07f02db6a616c","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":240442,"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":240441,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49898,"text":"ofr97209 - 1997 - Level II scour analysis for Bridge 28 (BRNATH00660028) on Town Highway 66, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:49:12","indexId":"ofr97209","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":"97-209","title":"Level II scour analysis for Bridge 28 (BRNATH00660028) on Town Highway 66, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00660028 on Town Highway 66 crossing the Locust Creek, Barnard, 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 \ncentral Vermont. The 21.5-mi2\n drainage area is in a predominantly rural basin. In the \nvicinity of the study site, the surface cover is pasture. \nIn the study area, the Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 47 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are gravel and cobble with a median \ngrain size (D50) of 72.6 mm (0.238 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 22 and 29, 1994, respectively, indicated that the reach \nwas stable. Additional Level I data was collected on 12/15/94 and was used to update the \ndata shown in Appendix E.\nThe Town Highway 66 crossing of the Locust Creek is a 41-ft-long, one-lane bridge \nconsisting of a 39 ft steel stringer type bridge with a concrete deck (Vermont Agency of \nTransportation, written communication, August 24, 1994). The clear span is 36.8 ft. The \nbridge is supported by vertical, concrete abutments with wingwalls. The upstream right \nwingwall is protected by stone fill. The channel is skewed approximately 10 degrees to the \nopening while the opening-skew-to-roadway is 0 degrees. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nThis report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00660028 on Town Highway 66 crossing the Locust Creek, Barnard, 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 \ncentral Vermont. The 21.5-mi2\n drainage area is in a predominantly rural basin. In the \nvicinity of the study site, the surface cover is pasture. \nIn the study area, the Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 47 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are gravel and cobble with a median \ngrain size (D50) of 72.6 mm (0.238 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 22 and 29, 1994, respectively, indicated that the reach \nwas stable. Additional Level I data was collected on 12/15/94 and was used to update the \ndata shown in Appendix E.\nThe Town Highway 66 crossing of the Locust Creek is a 41-ft-long, one-lane bridge \nconsisting of a 39 ft steel stringer type bridge with a concrete deck (Vermont Agency of \nTransportation, written communication, August 24, 1994). The clear span is 36.8 ft. The \nbridge is supported by vertical, concrete abutments with wingwalls. The upstream right \nwingwall is protected by stone fill. The channel is skewed approximately 10 degrees to the \nopening while the opening-skew-to-roadway is 0 degrees. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97209","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Severence, T., 1997, Level II scour analysis for Bridge 28 (BRNATH00660028) on Town Highway 66, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 97-209, iv, 50 p., https://doi.org/10.3133/ofr97209.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170386,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97209.PNG"},{"id":279805,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0209/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.75 ], [ -72.75,43.875 ], [ -72.625,43.875 ], [ -72.625,43.75 ], [ -72.75,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7fbd","contributors":{"authors":[{"text":"Severence, Timothy","contributorId":92324,"corporation":false,"usgs":true,"family":"Severence","given":"Timothy","email":"","affiliations":[],"preferred":false,"id":240443,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49899,"text":"ofr97210 - 1997 - Level II scour analysis for Bridge 30 (BRNATH00470030) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:44:44","indexId":"ofr97210","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":"97-210","title":"Level II scour analysis for Bridge 30 (BRNATH00470030) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00470030 on Town Highway 47 crossing Locust Creek, Barnard, 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 \ncentral Vermont. The 4.18-mi2\n drainage area is a predominantly rural and forested basin. In \nthe vicinity of the study site, the surface cover consists of trees, shrubs, and brush.\nIn the study area, Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 32 ft and an average bank height \nof 4 ft. The predominant channel bed material is gravel with a median grain size (D50) of \n49.5 mm (0.162 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on October 13, 1994, indicated that the reach was stable.\nThe Town Highway 47 crossing of Locust Creek is a 28-ft-long, one-lane bridge consisting \nof one 25-foot concrete span (Vermont Agency of Transportation, written communication, \nAugust 23, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 40 degrees to the opening. Historical bridge data \nindicates that the opening-skew-to-roadway is 45 degrees, but 35 degrees was computed by \nuse of survey data from this study.\nA minor scour hole, 0.5 ft deeper than the mean thalweg depth was observed along the left \nabutment wall during the Level I assessment. The scour protection measures at the site were \ntype-2 stone fill (less than 36 inches diameter) on the upstream wingwalls. There also is \ntype-3 stone fill on the downstream right wingwall. Additional details describing conditions \nat 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 1.4 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 2.3 to \n8.9 feet. The worst-case abutment scour occurred at the 100-year discharge at 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/ofr97210","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Song, D.L., 1997, Level II scour analysis for Bridge 30 (BRNATH00470030) on Town Highway 47, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 97-210, iv, 49 p., https://doi.org/10.3133/ofr97210.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":170387,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97210.PNG"},{"id":279804,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0210/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7eeb","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240444,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240445,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49900,"text":"ofr97211 - 1997 - Level II scour analysis for Bridge 2 (STAMVT01000002) on State Route 100 crossing Roaring Brook, Stamford, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:39:58","indexId":"ofr97211","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":"97-211","title":"Level II scour analysis for Bridge 2 (STAMVT01000002) on State Route 100 crossing Roaring Brook, Stamford, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nSTAMVT01000002 on State Route 100 crossing Roaring Brook, Stamford, 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 \nSouthwestern Vermont. The 8.26-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of houses with grass lawns, \nand trees on the right overbank areas upstream and downstream of the bridge. The left \noverbank areas upstream and downstream of the bridge are covered with trees and brush.\nIn the study area, Roaring Brook has a straight channel with a slope of approximately 0.02 \nft/ft, an average channel top width of 56 ft and an average bank height of 5 ft. The channel \nbed materials range from gravel to boulders with a median grain size (D50) of 53.7 mm \n(0.176 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nJuly 31, 1996, indicated that the reach was aggraded.\nThe State Route 100 crossing of Roaring Brook is a 44-ft-long, two-lane bridge consisting \nof one 42-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, September 28, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 5 degrees to the opening \nand the opening-skew-to-roadway is 5 degrees. \nScour protection measures at the site were type-2 stone fill (less than 36 inches diameter) on \nthe upstream banks and wingwalls, type-3 (less than 48 inches diameter) on the downstream \nwingwalls, and artificial levees made from a variety of materials on the downstream banks. \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 0.8 feet. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 4.2 to \n9.3 feet. The worst-case abutment scour occurred at the 500-year discharge at the left \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/ofr97211","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 2 (STAMVT01000002) on State Route 100 crossing Roaring Brook, Stamford, Vermont: U.S. Geological Survey Open-File Report 97-211, iv, 49 p., https://doi.org/10.3133/ofr97211.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":170451,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97211.PNG"},{"id":279803,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0211/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Stamford","otherGeospatial":"Roaring 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":"4f4e4b1ae4b07f02db6a817f","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240447,"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":240446,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ]}