No abstract available.
","largerWorkType":{"id":4,"text":"Book"},"largerWorkTitle":"Geology of the United States seafloor: The view from GLORIA","largerWorkSubtype":{"id":15,"text":"Monograph"},"language":"English","publisher":"Cambridge University Press","usgsCitation":"Scanlon, K.M., and Masson, D.G., 1996, Sedimentary processes in a tectonically active region: Puerto Rico north insular slope, chap. 8 of Geology of the United States seafloor: The view from GLORIA, p. 123-134.","productDescription":"12 p.","startPage":"123","endPage":"134","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":186,"text":"Coastal and Marine Geology Program","active":true,"usgs":true},{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"links":[{"id":296298,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Puerto Rico","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -67.47436419100444,\n 19.299188680444075\n ],\n [\n -67.47436419100444,\n 18.35814410247289\n ],\n [\n -65.50781145662928,\n 18.35814410247289\n ],\n [\n -65.50781145662928,\n 19.299188680444075\n ],\n [\n -67.47436419100444,\n 19.299188680444075\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5475a83de4b08250614204fd","contributors":{"editors":[{"text":"Gardner, James V.","contributorId":61769,"corporation":false,"usgs":true,"family":"Gardner","given":"James V.","affiliations":[],"preferred":false,"id":525881,"contributorType":{"id":2,"text":"Editors"},"rank":1},{"text":"Field, Michael E. mfield@usgs.gov","contributorId":2101,"corporation":false,"usgs":true,"family":"Field","given":"Michael","email":"mfield@usgs.gov","middleInitial":"E.","affiliations":[{"id":520,"text":"Pacific Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":true,"id":525882,"contributorType":{"id":2,"text":"Editors"},"rank":2},{"text":"Twichell, David C.","contributorId":37730,"corporation":false,"usgs":true,"family":"Twichell","given":"David","email":"","middleInitial":"C.","affiliations":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":525883,"contributorType":{"id":2,"text":"Editors"},"rank":3}],"authors":[{"text":"Scanlon, Kathryn M.","contributorId":6816,"corporation":false,"usgs":true,"family":"Scanlon","given":"Kathryn","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":525879,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Masson, Douglas G.","contributorId":85095,"corporation":false,"usgs":true,"family":"Masson","given":"Douglas","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":525880,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70164310,"text":"70164310 - 1996 - Mortality estimates of striped bass caught in Albemarle Sound and Roanoke River, North Carolina","interactions":[],"lastModifiedDate":"2016-02-01T10:13:56","indexId":"70164310","displayToPublicDate":"1995-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2886,"text":"North American Journal of Fisheries Management","active":true,"publicationSubtype":{"id":10}},"title":"Mortality estimates of striped bass caught in Albemarle Sound and Roanoke River, North Carolina","docAbstract":"A statistical analysis of the age composition of striped bass Morone saxatilis harvested in Albemarle Sound and the Roanoke River, North Carolina. indicated that in 1988–1992 the population experienced a relatively high rate of total mortality. Age-3 and older fish were estimated to have been fully vulnerable to fishing mortality and to have experienced a total instantaneous mortality rate of 1.04/year, which equals about 65% annually. Legal size limits in directed striped bass fisheries appear to have provided some protection to age-2 fish, which were only partially vulnerable to fishing mortality. The portion of total mortality due to fishing could not be estimated unconditionally because the numbers of striped bass taken in fisheries not directed at striped bass were unknown. An eggs-per-recruit model was developed to provide a conceptual framework for comparing the effects of fishery management options, such as reductions in hycatch or fishing mortality. on the striped bass population.
","language":"English","publisher":"Taylor & Francis","doi":"10.1577/1548-8675(1995)015<0290:MEOSBC>2.3.CO;2","usgsCitation":"Dorazio, R.M., 1996, Mortality estimates of striped bass caught in Albemarle Sound and Roanoke River, North Carolina: North American Journal of Fisheries Management, v. 15, no. 2, p. 290-299, https://doi.org/10.1577/1548-8675(1995)015<0290:MEOSBC>2.3.CO;2.","productDescription":"10 p.","startPage":"290","endPage":"299","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":566,"text":"Southeast Ecological Science Center","active":true,"usgs":true}],"links":[{"id":316362,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"15","issue":"2","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"56b08fe1e4b010e2af2a5de7","contributors":{"authors":[{"text":"Dorazio, Robert M. 0000-0003-2663-0468 bob_dorazio@usgs.gov","orcid":"https://orcid.org/0000-0003-2663-0468","contributorId":1668,"corporation":false,"usgs":true,"family":"Dorazio","given":"Robert","email":"bob_dorazio@usgs.gov","middleInitial":"M.","affiliations":[{"id":566,"text":"Southeast Ecological Science Center","active":true,"usgs":true}],"preferred":false,"id":596939,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49867,"text":"ofr96238 - 1996 - Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:09:31","indexId":"ofr96238","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-238","title":"Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00190024 on Town Highway 19 crossing North Bridgewater Brook, Woodstock, \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). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of east-central Vermont in the \ntown of Woodstock. The 3.6-mi2\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the left and right banks are covered by moderate tree \ncover along the immediate banks with some pasture/ grassland beyond.\nIn the study area, the North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 44 ft and an average channel \ndepth of 4 ft. The channel bed materials ranges from sand to boulders with a D50 (median \ndiameter)of 70.1 mm or 0.229 ft. The geomorphic assessment at the time of the Level I and \nLevel II site visits on August 17, 1994 and December 13, 1994, indicated that the reach was \nstable. Localized bank cutting existed at the immediate downstream left bank.\nThe Town Highway 19 crossing of the North Bridgewater Brook is a 26-ft-long, one-lane\nbridge consisting of one 23-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 3, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. Type-2 (less than 3 ft diameter) stone fill protects the upstream left wingwall \nwhich is impacted by flow. The channel bed under the bridge is constructed of wood. This \nconstruction is preventing channel degradation along the impacted left abutment.The \nchannel is skewed approximately 40 degrees to the opening; the opening-skew-to-roadway \nis 10 degrees. 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, 1993). 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 ft. Abutment scour ranged \nfrom 6.6 to 14.9 ft. with the worst-case scenario occurring at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution. \n It is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96238","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-238, iv, 53 p., https://doi.org/10.3133/ofr96238.","productDescription":"iv, 53 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169496,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96238.PNG"},{"id":279834,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0238/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"North Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.577893,43.646059 ], [ -72.577893,43.648843 ], [ -72.557282,43.648843 ], [ -72.557282,43.646059 ], [ -72.577893,43.646059 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8091","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":240387,"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":240388,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49866,"text":"ofr96235 - 1996 - Level II scour analysis for Bridge 8 (HANCTH00020008) on Town Highway 2, crossing Hancock Branch White River, Hancock, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:20:47","indexId":"ofr96235","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-235","title":"Level II scour analysis for Bridge 8 (HANCTH00020008) on Town Highway 2, crossing Hancock Branch White River, Hancock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHANCTH00020008 on town highway 2 crossing the Hancock Branch White River, \nHancock, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge, gleaned from VTAOT files, was compiled prior to conducting Level I and Level \nII analyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nHancock. The 8.4-mi2\n drainage area is predominantly rural and forested. In the vicinity of \nthis site, the banks have dense woody vegetation coverage.\nIn the study area, the Hancock Branch White River is an incised, sinuous channel with a \nslope of approximately 0.038 ft/ft, an average channel top width of 47.0 ft and an average \nchannel depth of 3.0 ft. The predominant channel bed material is cobble (D50\n is 102 mm or \n0.336 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nNovember 16, 1994, indicated that the reach was stable.\nThe town highway 2 crossing of the Hancock Branch White Riveris a 33-ft-long, two-lane\nbridge consisting of one 30-foot steel-beam span with a concrete deck (Vermont Agency of \nTransportation, written commun., August 26, 1994). The bridge is supported by steep \nsloping, cement-grouted, cobble-stone abutments with wingwalls. The channel is skewed \napproximately ten degrees to the opening while the opening-skew-to-roadway is zero \ndegrees. \nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the upstream \nleft wingwall and left abutment during the Level I assessment. The only scour protection \nmeasure at the site was type-2 stone fill (less than 36 inches diameter) at the upstream end \nof the upstream left wingwall. Additional details describing conditions at the site are \nincluded 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, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.\nContraction scour for all modelled flows ranged from 0.6 ft to 1.3 ft and the worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 9.4 ft to \n15.2 ft and the worst-case abutment scour occurred at the 500-year discharge. Scour depths \nand depths to armoring are summarized on p. 14 in the section titled “Scour Results”. \nScour elevations, based on the calculated depths are presented in tables 1 and 2; a graph of \nthe scour elevations is presented in figure 8 Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution. \nFor all scour presented in this report, “the scour depths adopted [by VTAOT] may differ \nfrom the equation values based on engineering judgement” (Richardson and others, 1993, p. \n21, 27). It is generally accepted that the Froehlich equation (abutment scour) gives \n“excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). \nMany factors, including historical performance during flood events, the geomorphic \nassessment, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96235","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 8 (HANCTH00020008) on Town Highway 2, crossing Hancock Branch White River, Hancock, Vermont: U.S. Geological Survey Open-File Report 96-235, iv, 50 p., https://doi.org/10.3133/ofr96235.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":169495,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96235.PNG"},{"id":279833,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0235/report.pdf"}],"country":"United States","state":"Vermont","city":"Hancock","otherGeospatial":"Hancock Branch White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.001639,43.861648 ], [ -73.001639,43.975114 ], [ -72.81633,43.975114 ], [ -72.81633,43.861648 ], [ -73.001639,43.861648 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a565f","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240386,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49829,"text":"ofr96563 - 1996 - Level II scour analysis for Bridge 35 (RANDTH00650035) on Town Highway 65, crossing the Second Branch White River, Randolph, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T11:14:17","indexId":"ofr96563","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-563","title":"Level II scour analysis for Bridge 35 (RANDTH00650035) on Town Highway 65, crossing the Second Branch White River, Randolph, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure RANDTH00650035 on town highway 65 crossing the Second Branch White River, Randolph, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province of central Vermont. The 47.2-mi2 drainage area is in a predominantly rural basin. In the vicinity of the study site, the surface cover is pasture except for the downstream left bank which is forested. There is some woody vegetation on the immediate channel banks upstream of the bridge.
\nIn the study area, the Second Branch White River has a sinuous channel with alluvial boundaries and a slope of approximately 0.002 ft/ft, an average channel top width of 52 ft and an average channel depth of 7 ft. The predominant channel bed materials are sand and gravel with a median grain size (D50) of 1.37 mm (0.0045 ft). The geomorphic assessment at the time of the Level I site visits on August 11, 1994 and December 1, 1994, indicated that the reach was laterally unstable.
\nThe town highway 65 crossing of the Second Branch White River is a 33-ft-long, one-lane bridge consisting of one 28-foot steel-beam span (Vermont Agency of Transportation, written communication, July 29, 1994). The bridge is supported by vertical, stone abutments with wingwalls. The channel is skewed approximately 25 degrees to the opening while the opening-skew-to-roadway is 15 degrees. Additional details describing conditions at the 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 in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 2.4 ft. The worst-case contraction scour occurred at the incipient-overtopping discharge which was\n5,870 cfs less than the 100-year discharge. Abutment scour at the left abutment ranged from 5.7 to 13.9 ft. with the worst-case occurring at the 500-year discharge. Abutment scour at the right abutment ranged from 9.2 to 11.3 ft. with the worst-case occurring at the incipient-overtopping discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96563","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 35 (RANDTH00650035) on Town Highway 65, crossing the Second Branch White River, Randolph, Vermont: U.S. Geological Survey Open-File Report 96-563, iv, 51 p., https://doi.org/10.3133/ofr96563.","productDescription":"iv, 51 p.","numberOfPages":"55","costCenters":[],"links":[{"id":179261,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96563.GIF"},{"id":279336,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0563/report.pdf"}],"country":"United States","state":"Vermont","city":"Randolph","otherGeospatial":"White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.871309,43.647862 ], [ -72.871309,43.960964 ], [ -72.314788,43.960964 ], [ -72.314788,43.647862 ], [ -72.871309,43.647862 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a645f","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":240332,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49830,"text":"ofr96564 - 1996 - Level II scour analysis for Bridge 15 (GRNVTH00230015) on Town Highway 23, crossing the Third Branch of the White River, Granville, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:46:25","indexId":"ofr96564","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-564","title":"Level II scour analysis for Bridge 15 (GRNVTH00230015) on Town Highway 23, crossing the Third Branch of the White River, Granville, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure GRNVTH00230015 on town highway 23 crossing the Third Branch of the White River, Granville, 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). A Level I study is included in Appendix E of this report. A Level I study 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 can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont in the town of Granville. The 23.6-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the banks have woody vegetation coverage except for the downstream banks, which are residential.\nIn the study area, the Third Branch of the White River has an incised, sinuous channel with a slope of approximately 0.0128 ft/ft, an average channel top width of 42 ft and an average channel depth of 4 ft. The predominant channel bed material is cobble (D50 is 108 mm or 0.353 ft). The geomorphic assessment at the time of the Level I and Level II site visit on October 21, 1994, indicated that the reach was laterally unstable.\nThe town highway 23 crossing of the Third Branch of the White River is a 35-ft-long, one-lane bridge consisting of one 31-foot steel beam span (Vermont Agency of Transportation, written communication, August 26, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is 10 degrees.
\nThe only scour protection measures in place at the site were type-1 stone fill (less than 12 inches diameter) along the upstream right bank, upstream right wingwall, and right abutment. Retaining walls are in place along the upstream left bank up to the upstream end of the upstream left wingwall and both downstream banks with the left bank wall extending from the downstream left wingwall. Additional details describing conditions at the 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 in Hydraulic Engineering Circular 18 (Richardson and others, 1995).\nTotal 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 scour depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0 to 0.4 ft. The worst-case contraction scour occurred at the incipient overtopping discharge. Abutment scour ranged from 9.8 to 13.9 ft. The worst-case abutment scour occurred at 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 depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96564","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Olson, S.A., 1996, Level II scour analysis for Bridge 15 (GRNVTH00230015) on Town Highway 23, crossing the Third Branch of the White River, Granville, Vermont: U.S. Geological Survey Open-File Report 96-564, iv, 50 p., https://doi.org/10.3133/ofr96564.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":161887,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96564.GIF"},{"id":279335,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0564/report.pdf"}],"country":"United States","state":"Vermont","city":"Granville","otherGeospatial":"White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.85792,43.98145 ], [ -72.85792,43.988629 ], [ -72.845249,43.988629 ], [ -72.845249,43.98145 ], [ -72.85792,43.98145 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a82cc","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240334,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"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":240333,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49822,"text":"ofr96405 - 1996 - Level II scour analysis for Bridge 37 (BARTTH00080037) on Town Highway 8, crossing Willoughby River, Barton, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:23:31","indexId":"ofr96405","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-405","title":"Level II scour analysis for Bridge 37 (BARTTH00080037) on Town Highway 8, crossing Willoughby River, Barton, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBARTTH00080037 on town highway 8 crossing the Willoughby River, Barton, 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\nof north-central Vermont in the town of Barton. The 60.4-mi2\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the banks have \nsparse to moderate woody vegetation coverage.
\nIn the study area, the Willoughby River is probably incised, has a sinuous channel with a \nslope of approximately 0.009 ft/ft, an average channel top width of 108 ft and an average \nchannel depth of 6 ft. The predominant channel bed material is cobble (D50 is 95.1 mm or \n0.312 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 20, 1994, indicated that the reach was stable.
\nThe town highway 8 crossing of the Willoughby River is a 96-ft-long, two-lane bridge \nconsisting of one 94-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 4, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 15 degrees to the opening while the \nopening-skew-to-roadway is 10 degrees.
\nNo scour was reported in the channel or along abutments or wingwalls during the Level I \nassessment. Type-2 stone fill (less than 24 inches diameter) was reported at each abutment \nand all four wingwalls. 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, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. Data in appendix D (Vermont Agency of Transportation, written \ncommunication, August 4, 1994) indicate that the right abutment may be founded on or near \nmarble bedrock which may limit scour depths. Bedrock was not detected by borings in the \nvicinity of the left abutment. The scour analysis results are presented in tables 1 and 2 and a \ngraph of the scour depths is presented in figure 8.
\nContraction scour for all modelled flows was 0 ft. Abutment scour ranged from 7.3 to 10.7 \nft and the worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, 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/ofr96405","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Boehmler, E.M., 1996, Level II scour analysis for Bridge 37 (BARTTH00080037) on Town Highway 8, crossing Willoughby River, Barton, Vermont: U.S. Geological Survey Open-File Report 96-405, iv, 48 p., https://doi.org/10.3133/ofr96405.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":178733,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96405.PNG"},{"id":279344,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0405/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barton","otherGeospatial":"Willoughby River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.75 ], [ -72.25,44.875 ], [ -72.125,44.875 ], [ -72.125,44.75 ], [ -72.25,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a63bb","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240320,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240321,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49809,"text":"ofr96311 - 1996 - Level II scour analysis for Bridge 46 (BRIDTH00050046) on Town Highway 05, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:55:53","indexId":"ofr96311","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-311","title":"Level II scour analysis for Bridge 46 (BRIDTH00050046) on Town Highway 05, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00050046 on town highway 5 crossing the North Branch Ottauquechee River, \nBridgewater, 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). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge, gleaned from Vermont Agency of Transportation (VTAOT) files was compiled \nprior to conducting Level I and Level II analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 5.61-mi2\n drainage area is a predominantly rural and forested basin. In the \nvicinity of the study site, the banks are forested. Town highway 5 parallels the upstream left \nbank.
\nIn the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.015 ft/ft, an average channel top width of 48 ft and an average channel \ndepth of 6 ft. The predominant channel bed materials are gravel and cobble with a median \ngrain size (D50) of 66.2 mm (0.217 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on November 2 and 3, 1994, indicated that the reach was stable.
\nThe town highway 5 crossing of North Branch Ottauquechee Riveris a 40-ft-long, one-lane\nbridge consisting of a 34-ft steel-beam span, supported by vertical abutments with no \nwingwalls (Vermont Agency of Transportation, written communication, August 25, 1994). \nThe left abutment is stone; the right abutment is log cribwork with type-2 stone fill (less \nthan 36 inches diameter) along its base. Type-2 stone fill has also been placed on the \nupstream and downstream sides of the road embankments, except the upstream left which \nhas type-3 (less than 48 inches diameter). The channel is skewed approximately 60 degrees; \nthe opening-skew-to-roadway is 30 degrees. Additional details describing conditions at the \nsite are included in the Level II Summary, Appendix D, and Appendix E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).
\nTotal scour at a highway crossing is comprised of three components: 1) long-term \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of these computed results \nfollow.
\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 5.7 ft to \n7.7 ft. with the worst-case abutment scour 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 depths, are presented in \ntables 1 and 2. A cross-section of the computed scour at the bridge is presented in figure 8. \nScour 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, 1993, p. 22). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results. Therefore, scour depths adopted by VTAOT may \ndiffer from the computed values documented herein, based on the consideration of \nadditional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96311","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 46 (BRIDTH00050046) on Town Highway 05, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-311, iv, 30 p., https://doi.org/10.3133/ofr96311.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179408,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96311.GIF"},{"id":279366,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0311/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","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":"4f4e4b17e4b07f02db6a60ef","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":240297,"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":240298,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49810,"text":"ofr96312 - 1996 - Level II scour analysis for Bridge 25 (CRAFTH00220025) on Town Highway 22, crossing the Wild Branch Lamoille River, Craftsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:56:24","indexId":"ofr96312","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-312","title":"Level II scour analysis for Bridge 25 (CRAFTH00220025) on Town Highway 22, crossing the Wild Branch Lamoille River, Craftsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCRAFTH00220025 on town highway 22 crossing the Wild Branch Lamoille River, \nCraftsbury, 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). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled \nprior to conducting Level I and Level II analyses and can be found in Appendix D.
\nThe site is in the New England Upland physiographic province of north-central Vermont in \nthe town of Bridgewater. The 9.52-mi2\n drainage area is in a predominantly rural basin with \nsome pasture on the valley bottom. In the vicinity of the study site, the banks have less than \n25% woody vegetation coverage.
\nIn the study area, the Wild Branch Lamoille River has a meandering channel in a low relief \nvalley setting with wide flood plains and a slope of approximately 0.0044 ft/ft, an average \nchannel top width of 35 ft and an average channel depth of 4 ft. The predominant channel \nbed material is gravel (D50 is 38.6 mm or 0.127 ft). The geomorphic assessment at the time \nof the Level I and Level II site visit on November 9, 1994, indicated that the reach was \nlaterally unstable.
\nThe town highway 22 crossing of the Wild Branch Lamoille Riveris a 31-ft-long, two-lane\nbridge consisting of one 29-foot span concrete slab superstructure (Vermont Agency of \nTransportation, written commun., August 4, 1994). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The channel is skewed approximately 20 degrees to the \nopening and the opening-skew-to-roadway is 20 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the left bank \nside of the channel upstream during the Level I assessment. There are tall, steep stone fill \nembankments (artificial levees) that make up both banks between 50 feet upstream and the \nupstream face of the bridge, which straighten and constrict the channel. Type-2 stone fill \n(less than 36 inches diameter) is reported on the banks upstream, the upstream wingwalls,\nthe abutments, the downstream left wingwall, and the downstream left bank. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D and E.
\nScour depths and 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 2.5 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 4.7 to 8.6 ft. The worst-case abutment \nscour also occurred at the incipient overtopping discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results. Therefore, scour depths adopted by VTAOT may \ndiffer from the computed values documented herein, based on the consideration of \nadditional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96312","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 25 (CRAFTH00220025) on Town Highway 22, crossing the Wild Branch Lamoille River, Craftsbury, Vermont: U.S. Geological Survey Open-File Report 96-312, iv, 50 p., https://doi.org/10.3133/ofr96312.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":179409,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96312.GIF"},{"id":279364,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0312/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Craftsbury","otherGeospatial":"Wild Branch Lamoille 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":"4f4e4b1ae4b07f02db6a808e","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240300,"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":240299,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49811,"text":"ofr96383 - 1996 - Level II scour analysis for Bridge 16 (BRNATH00800016) on Town Highway 80, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:39:17","indexId":"ofr96383","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-383","title":"Level II scour analysis for Bridge 16 (BRNATH00800016) on Town Highway 80, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00800016 on town highway 80 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). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \ngleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to \nconducting Level I and Level II analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBarnard. The 22.0-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the left banks are forested and the right banks are covered with \nshrub and brush. Vermont Route 12 is adjacent to the right bank.
\nIn the study area, Locust Creek has an incised channel with a slope of approximately 0.02 \nft/ft, an average channel top width of 60 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are gravel and cobble with a median grain size (D50) of \n102 mm (0.336 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisits on September 22, 1994 and October 12, 1994, indicated that the reach was stable.
\nThe town highway 80 crossing of Locust Creek is a 36-ft-long, one-lane bridge consisting \nof one 33-foot steel-beam span with timber deck (Vermont Agency of Transportation, \nwritten communication, August 23, 1994). The bridge is supported by vertical, log crib\nabutments with wingwalls. Type-2 stone fill (less than 36 inches diameter) protects the \nupstream and downstream left wingwalls and the downstream left road embankment. Type-\n3 stone fill (less than 48 inches diameter) protects the upstream and downstream right \nwingwalls. The upstream left and downstream right road embankments are not protected \nand road wash is eroding these areas. The channel approach to the bridge is straight with the \nbridge skewed zero degrees to flow; the opening-skew-to-roadway is also zero degrees.\nAdditional details describing conditions at the site are included in the Level II Summary, \nAppendix D, and Appendix E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). 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 3.7 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge, which was between the \n100- and 500-year discharge. Abutment scour ranged from 17.5 to 23.2 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). 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/ofr96383","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 16 (BRNATH00800016) on Town Highway 80, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-383, iv, 48 p., https://doi.org/10.3133/ofr96383.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":179493,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96383.GIF"},{"id":279361,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0383/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":"4f4e4b1ae4b07f02db6a82af","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240301,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240302,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49841,"text":"ofr96584 - 1996 - Level II scour analysis for Bridge 36 (RICHVT01050036) on State Route 105, crossing Stanhope Brook, Richford, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:21:09","indexId":"ofr96584","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-584","title":"Level II scour analysis for Bridge 36 (RICHVT01050036) on State Route 105, crossing Stanhope Brook, Richford, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRICHVT01050036 on State Route 105 crossing Stanhope Brook, Richford, 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 7.03-mi2\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the surface cover is short grass except for the \nupstream left overbank area which is forested.\nIn the study area, Stanhope Brook has a steep, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 47 ft and an average channel \ndepth of 5 ft. The predominant channel bed material is cobble with a median grain size \n(D50) of 132 mm (0.432 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on June 28, 1995, indicated that the reach was laterally unstable.\nThe State Route 105 crossing of Stanhope Brook is a 42-ft-long, two-lane bridge consisting \nof one 38-foot concrete T-beam 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 15 degrees to the opening while the \nopening-skew-to-roadway is 20 degrees. \nA scour hole 0.5 ft deeper than the mean thalweg depth was observed along the downstream \nend of the right abutment wall during the Level I assessment. The scour protection measures \nat this site were type-2 stone fill (less than 36 inches diameter) along the entire lengths of \nthe upstream wingwalls, at the corner of the downstream left abutment and downstream left\nwingwall and the downstream end of the downstream right wingwall. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.\nScour depths and 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 0.3 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.6 to \n9.4 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96584","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 36 (RICHVT01050036) on State Route 105, crossing Stanhope Brook, Richford, Vermont: U.S. Geological Survey Open-File Report 96-584, iv, 47 p., https://doi.org/10.3133/ofr96584.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":162641,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96584.PNG"},{"id":279285,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0584/report.pdf"}],"country":"United States","state":"Vermont","city":"Richford","otherGeospatial":"Stanhope Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.702647,44.921965 ], [ -72.702647,45.015684 ], [ -72.535709,45.015684 ], [ -72.535709,44.921965 ], [ -72.702647,44.921965 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6458","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240350,"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":240349,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49840,"text":"ofr96583 - 1996 - Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:30:34","indexId":"ofr96583","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-583","title":"Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPOMFTH00020013 on town highway 2 crossing Barnard Brook, Pomfret, 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 study provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.\nThe site is in the New England Upland section of the New England physiographic province \nof east-central Vermont in the town of Pomfret. The 7.98-mi2\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the surface cover is \nprimarily field grasses with some brush on the immediate banks.\nIn the study area, Barnard Brook has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 32 ft and an average channel \ndepth of 4 ft. The predominant channel bed materials are gravel and cobbles with a median \ngrain size (D50) of 51.0 mm (0.167 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 15, 1994, indicated that the reach was stable.\nThe town highway 2 crossing of Barnard Brook is a 23-ft-long, two-lane bridge consisting \nof one 20-foot concrete span (Vermont Agency of Transportation, written communication, \nAugust 22, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 30 degrees to the opening while the opening-skew-toroadway is 0 degrees. \nScour, 2.5 ft deeper than the mean thalweg depth, was observed along the left abutment \nduring the Level I assessment. The only scour protection measure at the site was type-2 \nstone fill (less than 36 inches diameter) along the base and upstream of the upstream left \nwingwall. 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 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 7.2 to \n12.6 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96583","collaboration":"Prepared cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1996, Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont: U.S. Geological Survey Open-File Report 96-583, iv, 50 p., https://doi.org/10.3133/ofr96583.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":162640,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96583.PNG"},{"id":279286,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0583/report.pdf"}],"country":"United States","state":"Vermont","city":"Pomfret","otherGeospatial":"Barnard Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.588101,43.63863 ], [ -72.588101,43.758075 ], [ -72.426329,43.758075 ], [ -72.426329,43.63863 ], [ -72.588101,43.63863 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a832a","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240348,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49838,"text":"ofr96572 - 1996 - Level II scour analysis for Bridge 99 (LUDLVT01000099) on State Highway 99, crossing Branch Brook, Ludlow, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T16:13:32","indexId":"ofr96572","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-572","title":"Level II scour analysis for Bridge 99 (LUDLVT01000099) on State Highway 99, crossing Branch Brook, Ludlow, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nLUDLVT01000099 on State Highway 100 crossing Branch Brook, Ludlow, 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 15.7-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the channel banks are densely covered by trees and brush. \nThe overbanks are primarily covered by field grasses.\nIn the study area, Branch Brook has an incised, straight channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 73 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are cobble and gravel with a median \ngrain size (D50) of 60.5 mm (0.198 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on October 13, 1995, indicated that the reach was stable.\nThe State Highway 100 crossing of Branch Brook is a 84-ft-long, two-lane bridge \nconsisting of one 82-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 13, 1995). The bridge is supported by vertical, concrete abutments. \nThe abutments are set back from the channel edge and have a spill-through slope consisting \nof type-4 stone fill (median size less than 60 inches in diameter). The channel skew and the \nopening-skew-to-roadway is zero degrees. 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 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 1.0 to \n7.4 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96572","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 99 (LUDLVT01000099) on State Highway 99, crossing Branch Brook, Ludlow, Vermont: U.S. Geological Survey Open-File Report 96-572, iv, 48 p., https://doi.org/10.3133/ofr96572.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":162562,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96572.PNG"},{"id":279289,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0572/report.pdf"}],"country":"United States","state":"Vermont","city":"Ludlow","otherGeospatial":"Branch Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.759799,43.32211 ], [ -72.759799,43.468717 ], [ -72.661104,43.468717 ], [ -72.661104,43.32211 ], [ -72.759799,43.32211 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55a1","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":240346,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49837,"text":"ofr96571 - 1996 - Level II scour analysis for Bridge 5 (IRASTH00010005) on Town Highway 1, crossing Lords Creek, Irasburg, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T16:19:17","indexId":"ofr96571","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-571","title":"Level II scour analysis for Bridge 5 (IRASTH00010005) on Town Highway 1, crossing Lords Creek, Irasburg, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nIRASTH00010005 on town highway 1 crossing Lords Creek, Irasburg, Vermont (figures 1–\n8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from VTAOT files, was compiled prior to conducting \nLevel I and Level II analyses and can be found in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nof north-central Vermont in the town of Irasburg. The 15.1-mi2\n drainage area is in a \npredominantly rural and forested basin with some pasture land mainly along the valley \nbottom. In the vicinity of the study site, the bank vegetation coverage is pasture grasses.\nIn the study area, Lords Creek has a meandering channel with a slope of approximately \n0.0026 ft/ft, an average channel top width of 32 ft and an average channel depth of 3 ft. The \nchannel bed material ranged from gravel (D50 is 46.6 mm or 0.153 ft) to silt/clay material \n(D50 of 1.006 mm or 0.0033 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on October 5 and 6, 1994, indicated that the reach was laterally unstable.\nThe town highway 1 crossing of Lords Creek is a 65-ft-long, two-lane bridge consisting of \none 61-foot, steel-beam span (Vermont Agency of Transportation, written communication, \nAugust 2, 1994). The bridge is supported by vertical, concrete abutments on wooden piles \ndriven to bedrock with no wingwalls. Each abutment wall has a spill-through slope \nprotected with type-2 stone fill (less than 36 inches diameter). The channel is skewed \napproximately 25 degrees to the opening while the opening-skew-to-roadway is 15 degrees. \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).\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 2.4 to 4.6 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.2 to \n9.8 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","doi":"10.3133/ofr96571","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Song, D.L., 1996, Level II scour analysis for Bridge 5 (IRASTH00010005) on Town Highway 1, crossing Lords Creek, Irasburg, Vermont: U.S. Geological Survey Open-File Report 96-571, iv, 49 p., https://doi.org/10.3133/ofr96571.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162561,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96571.PNG"},{"id":279290,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0571/report.pdf"}],"country":"United States","state":"Vermot","city":"Irasburg","otherGeospatial":"Lords Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.374482,44.752937 ], [ -72.374482,44.875157 ], [ -72.195393,44.875157 ], [ -72.195393,44.752937 ], [ -72.374482,44.752937 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5f94","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240344,"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":240345,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49836,"text":"ofr96570 - 1996 - Level II scour analysis for Bridge 10 (HANCTH00010010) on Town Highway 1, crossing the White River, Hancock, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T10:25:52","indexId":"ofr96570","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-570","title":"Level II scour analysis for Bridge 10 (HANCTH00010010) on Town Highway 1, crossing the White River, Hancock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure HANCTH00010010 on town highway 1 crossing the White River, Hancock, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province of central Vermont. The 59.8-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is primarily grass with trees and brush on the immediate channel banks.
\nIn the study area, the White River has a sinuous channel with a slope of approximately 0.005 ft/ft, an average channel top width of 104 ft and an average channel depth of 6 ft. The predominant channel bed materials are gravel and cobble with a median grain size (D50) of 98.9 mm (0.325 ft). The geomorphic assessment at the time of the Level I and Level II site visit on November 15, 1994, indicated that the reach was stable.
\nThe town highway 1 crossing of the White River is a 91-ft-long, two-lane bridge consisting of one 89-foot steel-beam span (Vermont Agency of Transportation, written communication, August 26, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 15 degrees to the opening while the opening-skew-to-roadway is 0 degrees. Additional details describing conditions at the 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 in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows was 0.0 feet. Abutment scour ranged from 13.1 to 17.1 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96570","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 10 (HANCTH00010010) on Town Highway 1, crossing the White River, Hancock, Vermont: U.S. Geological Survey Open-File Report 96-570, iv, 51 p., https://doi.org/10.3133/ofr96570.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":162560,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96570.PNG"},{"id":279291,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0570/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hancock","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":"4f4e4b1ae4b07f02db6a8456","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":240342,"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":240343,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49835,"text":"ofr96569 - 1996 - Level II scour analysis for Bridge 28 (HARDTH00300028) on Town Highway 30, crossing the Lamoille River, Hardwick, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T10:22:12","indexId":"ofr96569","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-569","title":"Level II scour analysis for Bridge 28 (HARDTH00300028) on Town Highway 30, crossing the Lamoille River, Hardwick, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure HARDTH00300028 on town highway 30 crossing the Lamoille River, Hardwick, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province in north-central Vermont. The 63.7-mi
In the study area, the Lamoille River has an incised, sinuous channel with a slope of approximately 0.002 ft/ft, an average channel top width of 76 ft and an average bank height of 6 ft. The predominant channel bed materials are gravel and cobble with a median grain size (D50) of 46.6 mm (0.153 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 25, 1995, indicated that the reach was laterally unstable. The site was revisited on August 21, 1995, after the August 5-6, 1995 flood on the Lamoille River. Findings from this follow-up visit are presented in Appendix G.
\nThe town highway 30 crossing of the Lamoille River is a 54-ft-long, one-lane bridge consisting of one 52-foot steel-beam span (Vermont Agency of Transportation, written communication, April 3, 1995). The bridge is supported by vertical, stone abutments with wingwalls. Scour, about one foot below the mean thalweg, exists along the right abutment and right upstream wingwall. Sheet piling has been driven around the right abutment and wingwalls and filled with concrete. The channel is skewed approximately 5 degrees to the opening while the opening-skew-to-roadway is 0 degrees. Additional details describing conditions at the 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 in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 1.9 to 2.5 ft. The worst-case contraction scour occurred at the 100-year discharge. Abutment scour ranged from 11.2 to 17.8 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96569","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Degnan, J.R., 1996, Level II scour analysis for Bridge 28 (HARDTH00300028) on Town Highway 30, crossing the Lamoille River, Hardwick, Vermont: U.S. Geological Survey Open-File Report 96-569, iv, 64 p., https://doi.org/10.3133/ofr96569.","productDescription":"iv, 64 p.","numberOfPages":"69","costCenters":[],"links":[{"id":162559,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96569.PNG"},{"id":279292,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0569/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hardwick","otherGeospatial":"Lamoille River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,44.5 ], [ -72.375,44.625 ], [ -72.25,44.625 ], [ -72.25,44.5 ], [ -72.375,44.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f87","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":240341,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true},{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240340,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49834,"text":"ofr96568 - 1996 - Level II scour analysis for Bridge 45b (BRIDTH00040045b) on Town Highway 4, crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T10:32:37","indexId":"ofr96568","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-568","title":"Level II scour analysis for Bridge 45b (BRIDTH00040045b) on Town Highway 4, crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure BRIDTH0004045B on town highway 4 crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in central Vermont. The 2.47-mi2 drainage area is in a predominantly rural and forested basin. Surface cover in the vicinity of the study site is variable. A gravel road is adjacent to the left bank with the immediate upstream left bank covered by grass and the immediate downstream left bank covered by shrubs and brush. The upstream right bank is densely forested; the downstream right overbank is covered by grass with trees and brush on the immediate channel bank.
\nIn the study area, this unnamed Dailey Hollow Branch Tributary has an incised channel with a slope of approximately 0.04 ft/ft, an average channel top width of 29 ft and an average channel depth of 4 ft. The predominant channel bed material is gravel with a median grain size (D50) of 47.0 mm (0.154 ft). The geomorphic assessment at the time of the Level I and Level II site visit on November 15, 1994, indicated that the reach was stable.
\nThe town highway 4 crossing of the unnamed Dailey Hollow Branch Tributary is a 62-ft-long, corrugated steel multi-plate arch structure. It is supported by concrete footings leaving natural stream bed exposed (Vermont Agency of Transportation, written communication, January, 1996). The road embankments are protected by stone fill, however, the size is unknown due to sand and grass covering the fill except for the upstream left embankment which has type-2 stone fill (less than 36 inches diameter). The downstream left bank is protected by type-3 stone fill (less than 48 inches diameter) extending 25 feet downstream of the culvert. The channel approach to the culvert has a mild s-curve bend with the opening skewed ten degrees to flow. Additional details describing conditions at the 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 in Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 1.1 to 1.8 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.7 to 11.7 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). 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/ofr96568","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 45b (BRIDTH00040045b) on Town Highway 4, crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-568, iv, 47 p., https://doi.org/10.3133/ofr96568.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":162558,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96568.PNG"},{"id":279293,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0568/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","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":"4f4e4b17e4b07f02db6a60e8","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240339,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49831,"text":"ofr96565 - 1996 - Level II scour analysis for Bridge 42 (HARDELMSTR0042) on Elm Street, crossing Cooper Brook, Hardwick, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:41:46","indexId":"ofr96565","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-565","title":"Level II scour analysis for Bridge 42 (HARDELMSTR0042) on Elm Street, crossing Cooper Brook, Hardwick, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure HARDELMSTR0042 on Elm Street crossing Cooper Brook, Hardwick, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province in north-central Vermont. The 16.6-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the overbanks are primarily grass covered with some brush along the immediate channel banks except the upstream right bank and overbank which is forested and the downstream left overbank which has a lumberyard.
\nIn the study area, Cooper Brook has a sinuous channel with a slope of approximately 0.005 ft/ft, an average channel top width of 50 ft and an average channel depth of 6 ft. The predominant channel bed materials are sand and gravel with a median grain size (D50) of 1.25 mm (0.00409 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 24, 1995, indicated that the reach was stable.
\nThe Elm Street crossing of Cooper Brook is a 39-ft-long, two-lane bridge consisting of one 37-foot concrete span (Vermont Agency of Transportation, written communication, March 17, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 40 degrees to the opening while the opening-skew-to-roadway is 45 degrees.
\nOn August 17, 1995 the site was revisited to investigate the effect of the August 4-5, 1995 flood on the structure. Channel features such as scour holes and point bars were shifted by the high flow event. Details of these changes can be found in the Level I data form in Appendix E. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and G.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 3.4 ft. The worst-case contraction scour occurred at the incipient-overtopping discharge which was less than the 100-year discharge. Abutment scour ranged from 7.1 to 10.4 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). 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/ofr96565","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 42 (HARDELMSTR0042) on Elm Street, crossing Cooper Brook, Hardwick, Vermont: U.S. Geological Survey Open-File Report 96-565, iv, 55 p., https://doi.org/10.3133/ofr96565.","productDescription":"iv, 55 p.","numberOfPages":"60","costCenters":[],"links":[{"id":162471,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96565.PNG"},{"id":279296,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0565/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hardwick","otherGeospatial":"Cooper Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.375 ], [ -72.5,44.625 ], [ -72.25,44.625 ], [ -72.25,44.375 ], [ -72.5,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5fc4","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":240335,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49827,"text":"ofr96561 - 1996 - Level II scour analysis for Bridge 4 (MNTGTH00020004) on Town Highway 2, crossing Wade Brook, Montgomery, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:45:03","indexId":"ofr96561","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-561","title":"Level II scour analysis for Bridge 4 (MNTGTH00020004) on Town Highway 2, crossing Wade Brook, Montgomery, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMNTGTH00020004 on town highway 2 crossing Wade Brook, Montgomery, 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). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \ngleaned from VTAOT files, was compiled prior to conducting Level I and Level II analyses \nand can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of north-central Vermont in the \ntown of Montgomery. The 1.68-mi2\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the banks have woody vegetation coverage.
\nIn the study area, Wade Brook has an incised, sinuous channel with a slope of \napproximately 0.0454 ft/ft, an average channel top width of 30 ft and an average channel \ndepth of 2 ft. The predominant channel bed materials are gravel and cobbles (D50 is 77.7 \nmm or 0.255 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non November 8, 1994, indicated that the reach was degraded. There were no scour holes \nobserved during the Level I assessment. However, general streambed lowering was evident \nas both abutments were undermined equally with no localized scour on one abutment over \nthe other.
\nThe town highway 2 crossing of Wade Brook is a 23-ft-long, two-lane bridge consisting of \none 20-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 30 degrees to the opening while the \ncomputed opening-skew-to-roadway is 25 degrees.
\nThe scour protection measures at the site were type-1 stone fill (less than 12 inches \ndiameter) on the upstream right wingwall and all road approach embankments, type-2 stone \nfill (less than 36 inches diameter) on the left abutment, and a “laid-up” stone wall at the \nupstream end of the upstream left wingwall and in front of the upstream left bank. \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).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows was 0.1 ft. The worst-case contraction scour \noccurred at the 100-year and 500-year discharges. Abutment scour ranged from 3.9 to 5.2 ft. \nThe 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). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96561","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 4 (MNTGTH00020004) on Town Highway 2, crossing Wade Brook, Montgomery, Vermont: U.S. Geological Survey Open-File Report 96-561, iv, 48 p., https://doi.org/10.3133/ofr96561.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":179259,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96561.PNG"},{"id":279338,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0561/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Montgomergy","otherGeospatial":"Wade 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":"4f4e4b17e4b07f02db6a6220","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240329,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49826,"text":"ofr96409 - 1996 - Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","interactions":[{"subject":{"id":49826,"text":"ofr96409 - 1996 - Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","indexId":"ofr96409","publicationYear":"1996","noYear":false,"title":"Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont"},"predicate":"SUPERSEDED_BY","object":{"id":50492,"text":"ofr2002150 - 2002 - Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program","indexId":"ofr2002150","publicationYear":"2002","noYear":false,"title":"Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program"},"id":1}],"supersededBy":{"id":50492,"text":"ofr2002150 - 2002 - Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program","indexId":"ofr2002150","publicationYear":"2002","noYear":false,"title":"Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program"},"lastModifiedDate":"2013-12-10T13:49:00","indexId":"ofr96409","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-409","title":"Level II scour analysis for Bridge 32 (BRNATH00470032) 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 \nBRNATH00470032 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 of \ncentral Vermont in the town of Barnard. The 6.26-mi2\n drainage area is in a predominantly \nrural and forested basin. In the vicinity of the study site, the banks have dense woody \nvegetation coverage except for the upstream right bank, which is grass and brush covered.
\nIn the study area, Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.029 ft/ft, an average channel top width of 44 ft., and an average channel \ndepth of 5 ft. The predominant channel bed material is gravel and cobbles (D50 is 91.7 mm \nor 0.301 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 12, 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 span concrete slab superstructure (Vermont Agency of Transportation, \nwritten commun., August 23, 1994). The bridge is supported by vertical, concrete\nabutments with concrete wingwalls. The channel is skewed approximately 10 degrees to the \nopening while the opening-skew-to-roadway is 35 degrees.
\nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on the banks upstream, the upstream wingwalls, the downstream right wingwall, \nand the downstream right bank. The downstream left wingwall and left bank are protected \nwith type-3 stone fill (less than 48 inches diameter). Additional details describing \nconditions at the 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, 1993).\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 these computed results \nfollow.
\nContraction scour for all modelled flows ranged from 1.4 to 2.2 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.3 to \n15.0 feet. The worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated depths, are \npresented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented \nin figure 8. Scour depths were calculated assuming an infinite depth of erosive material and \na homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, 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/ofr96409","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Adminitration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-409, iv, 48 p., https://doi.org/10.3133/ofr96409.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":179258,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96409.PNG"},{"id":279339,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0409/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":"4f4e4a7fe4b07f02db6486bf","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240328,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49824,"text":"ofr96407 - 1996 - Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:19:09","indexId":"ofr96407","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-407","title":"Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00530049 on town highway 53 crossing the North Branch of the Ottauquechee \nRiver, Bridgewater, 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 available from VTAOT files \nwas compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 26.6-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the immediate banks have woody vegetation coverage with \ngrass on the overbanks.
\nIn the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.0075 ft/ft, an average channel top width of 66 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is cobble and gravel (D50 is 68.4 mm or \n0.224 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 27, 1994, indicated that the reach was stable.
\nThe town highway 53 crossing of the North Branch of the Ottauquechee Riveris a 51-ftlong, one-lane bridge consisting of one 49-foot steel-beam span (Vermont Agency of \nTransportation, written communication, August 25, 1994). The bridge is supported by \nvertical, concrete abutments with wingwalls. The channel is not skewed to the opening and \nthe opening-skew-to-roadway is zero degrees.
\nThe scour protection measures in place at the site are type-1 stone fill (less than 12 inches \ndiameter) along the upstream left wingwall and type-2 stone fill (less than 36 inches \ndiameter) along the upstream right wingwall. 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, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.
\nContraction scour for all modelled flows was 0 feet. Abutment scour ranged from 2.3 to \n12.0 feet and the worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, 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/ofr96407","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Olson, S.A., 1996, Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-407, iv, 30 p., https://doi.org/10.3133/ofr96407.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178735,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96407.PNG"},{"id":279341,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0407/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee 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":"4f4e4b17e4b07f02db6a5fa6","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240325,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"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":240324,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49823,"text":"ofr96406 - 1996 - Level II scour analysis for Bridge 46 (CHELTH00680046) on Town Highway 68, crossing the First Branch of the White River, Chelsea, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:21:02","indexId":"ofr96406","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-406","title":"Level II scour analysis for Bridge 46 (CHELTH00680046) on Town Highway 68, crossing the First Branch of the White River, Chelsea, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHELTH00680046 on town highway 68 crossing the First Branch of the White River, \nChelsea, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province of \ncentral Vermont in the town of Chelsea. The 58.2-mi2\n drainage area is in a predominantly \nrural and forested basin. In the vicinity of the study site, the banks have dense woody \nvegetation coverage.
\nIn the study area, the First Branch of the White River has a sinuous channel with a slope of \napproximately 0.0054 ft/ft, an average channel top width of 92 ft and an average channel \ndepth of 4 ft. The predominant channel bed material is gravel and cobble (D50 is 52.7 mm \nor 0.173 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nNovember 16, 1994, indicated that the reach was stable.
\nThe town highway 68 crossing of the First Branch of the White River is a 61-ft-long, onelane covered bridge with a 52-foot clear-span (Vermont Agency of Transportation, written \ncommun., August 26, 1994). The bridge is supported by vertical, stone abutments with a \nconcrete wingwall on the downstream right. The left abutment is laid-up stone supported by \nconcrete at the upstream and downstream ends of the laid-up stone abutment. The channel \nis skewed approximately 40 degrees to the opening while the opening-skew-to-roadway is \n15 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed under the bridge \nduring the Level I assessment. The scour protection measures in place at the site were type-\n2 stone fill (less than 36 inches diameter) at the road approach embankments except the \ndownstream left embankment which had no protection. The upstream right road \nembankment, impacted by the channel bend, has an extensive covering of stone fill for \nerosion protection. Type-3 stone fill (less than 48 inches diameter) was noted along the \nright abutment. Additional details describing conditions at the site are included in the Level \nII Summary and Appendices\nD and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995).\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 0.9 to 2.6 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 14.3 to \n24.0 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. The left abutment sits atop a bedrock outcrop. The \nresults of the calculated scour depths will be limited by the 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/ofr96406","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Song, D.L., 1996, Level II scour analysis for Bridge 46 (CHELTH00680046) on Town Highway 68, crossing the First Branch of the White River, Chelsea, Vermont: U.S. Geological Survey Open-File Report 96-406, iv, 50 p., https://doi.org/10.3133/ofr96406.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":178734,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96406.PNG"},{"id":279343,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0406/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chelsea","otherGeospatial":"First Branch Of The White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,43.875 ], [ -72.5,44.0 ], [ -72.375,44.0 ], [ -72.375,43.875 ], [ -72.5,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60c8","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240322,"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":240323,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49775,"text":"ofr96160 - 1996 - Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:32:20","indexId":"ofr96160","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-160","title":"Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNORWTH00030046 on town highway 3, which is also Vermont State Route 132 crossing \nthe Ompompanoosuc River, Norwich, Vermont (figures 1–8). A Level II study is a basic \nengineering analysis of the site, including a quantitative analysis of stream stability and \nscour (U.S. Department of Transportation, 1993). A Level I study is included in Appendix \nE of this report. A Level I study provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, available from VTAOT files, was compiled prior to \nconducting Level I and Level II analyses and can be found in Appendix D.\nThe site is in the New England Upland physiographic province of east-central Vermont. \nThe 135-mi2\n drainage area is a predominantly rural basin. A flood-control reservoir located \napproximately 2 mi upstream has 1.66 billion cubic feet of usable storage. In the vicinity of \nthe study site, the left bank is forested and the right bank is covered by shrubs and brush, \nadjacent to woods. The Ompompanoosuc River is parallel to Town Highway 3.\nIn the study area, the Ompompanoosuc River has a sinuous channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 166 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is sand (D50 is 0.744 mm or 0.00244\nft). The geomorphic assessment at the time of the Level I and Level II site visit on August \n19, 1994, indicated that the reach was stable.\nThe town highway 3 crossing of the Ompompanoosuc Riveris a 100-ft-long, two-lane\nbridge consisting of two steel-beam spans (Vermont Agency of Transportation, written \ncommun., July 29, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 25 degrees to the opening while the \nopening-skew-to-roadway is 12 degrees. Additional details describing conditions at the site \nare 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, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96160","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont: U.S. Geological Survey Open-File Report 96-160, iv, 28 p., https://doi.org/10.3133/ofr96160.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179330,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96160.PNG"},{"id":279421,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0160/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Norwich","otherGeospatial":"Ompompanoosuc River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,43.75 ], [ -72.25,43.875 ], [ -72.125,43.875 ], [ -72.125,43.75 ], [ -72.25,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a607a","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":240241,"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":240242,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49776,"text":"ofr96161 - 1996 - Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T13:21:05","indexId":"ofr96161","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-161","title":"Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNORWTH00120010 on town highway 12 crossing Bloody Brook, Norwich, 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). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting the Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the New England Upland physiographic province in east-central Vermont. The \n8.98-mi2\n drainage area is in a predominantly rural and forested basin. In the vicinity of the \nstudy site, the left bank upstream and the left and right banks downstream are forested. The \nimmediate right bank upstream is covered by shrub and brush with pasture on the overbank. \nTown Highway 12 runs along the valley of Bloody Brook; however, at structure \nNORWTH00120010 the road crosses Bloody Brook at a 90-degree angle.
\nIn the study area, Bloody Brook has a sinuous channel with a slope of approximately 0.014 \nft/ft, an average channel top width of 41 ft and an average channel depth of 3 ft. The \npredominant channel bed materials are gravel and cobble (D50 is 51.0 mm or 0.167 ft). The \ngeomorphic assessment at the time of the Level I site visit on October 31, 1994, indicated \nthat the reach was unstable.
\nThe town highway 12 crossing of Bloody Brook is a 34-ft-long, two-lane bridge consisting \nof one 30-foot clear span (Vermont Agency of Transportation, written commun., July 29, \n1994). The bridge is supported by vertical, concrete abutments with wingwalls. The right \nabutment is protected by sparse type-2 stone fill (less than 24 inches diameter). The channel \nis skewed 0 degrees to the opening and the opening-skew-to-roadway is 0 degrees. \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, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96161","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1996, Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont: U.S. Geological Survey Open-File Report 96-161, iv, 31 p., https://doi.org/10.3133/ofr96161.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":178503,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96161.GIF"},{"id":279420,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0161/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Norwich","otherGeospatial":"Bloody Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,43.625 ], [ -72.375,43.75 ], [ -72.25,43.75 ], [ -72.25,43.625 ], [ -72.375,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5ad9","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240243,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49777,"text":"ofr96187 - 1996 - Level II scour analysis for Bridge 42 (RANDVT00120042) on State Highway 12, crossing Third Branch White River, Randolph, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T13:12:36","indexId":"ofr96187","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-187","title":"Level II scour analysis for Bridge 42 (RANDVT00120042) on State Highway 12, crossing Third Branch White River, Randolph, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRANDVT00120042 on State Highway 12 crossing the Third Branch White River, \nRandolph, 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). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files was compiled prior to conducting Level I and Level \nII analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nRandolph. The 61.9-mi2\n drainage area is in a predominantly rural drainage basin. In the \nvicinity of the study site, the left and right banks have moderate tree cover with residential \nand commercial buildings on the overbank areas.
\nIn the study area, the Third Branch White River has a sinuous channel with a slope of \napproximately 0.013 ft/ft, an average channel top width of 133 ft and an average channel \ndepth of 5 ft. The predominant channel bed material is gravel with a median grain size ( \nD50) of 49.6 mm (0.163 ft). Bank material is sand and gravel (D50 is 3.08 mm or 0.010 ft). \nThe geomorphic assessment at the time of the Level I site visits on July 8, 1994 and \nDecember 13, 1994, indicated that the reach has experienced vertical degradation. A drop \nstructure has been constructed downstream of the bridge to prevent further degradation. In \naddition to the degradation of the stream bed, there is local pier scour at the bridge site as \nwell. At the nose of the pier in the main channel, the bed is approximately three feet below \nthe mean thalweg and two feet below the bottom of the pier footing.
\nThe State Highway 12 crossing of the Third Branch White Riveris a 220-ft-long, two-lane\nbridge consisting of four concrete spans. The maximum span length is 57 ft. (Vermont \nAgency of Transportation, written commun., July 29, 1994). The bridge is supported by \nvertical, concrete abutments and three concrete piers. The toe of the left abutment is at the \nchannel edge. The toe of the right abutment is set back on the right over-bank. The roadway \ncenterline on the structure has a slight horizontal curve; however, the main channel is \nskewed approximately 5 degrees to the bridge. 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, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96187","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 42 (RANDVT00120042) on State Highway 12, crossing Third Branch White River, Randolph, Vermont: U.S. Geological Survey Open-File Report 96-187, iv, 28 p., https://doi.org/10.3133/ofr96187.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":178504,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96187.GIF"},{"id":279419,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0187/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Randolph","otherGeospatial":"Third Branch White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6153","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":240244,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240245,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ]}