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":24383,"text":"ofr96139 - 1996 - Ground-Water Quality in the Caguas-Juncos Valley, Puerto Rico, April to October 1990","interactions":[],"lastModifiedDate":"2012-02-10T00:10:07","indexId":"ofr96139","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":"96-139","title":"Ground-Water Quality in the Caguas-Juncos Valley, Puerto Rico, April to October 1990","docAbstract":"Ground water from 48 wells and 1 spring in the Caguas-Juncos Valley was sampled and analyzed for major ions, nutrients, trace metals, and volatile synthetic organic chemicals from April to October 1990. This report presents the results of physical and chemical analyses made on these water samples.\r\n\r\nDissolved-solids concentrations exceeded 500 milligrams per liter in 28 percent of the samples. Concentrations of trace metals were below the maximum contaminant levels set by Federal and Commonwealth agencies. Volatile synthetic organic chemicals were detected in water from five wells, four of which were located in urban and industrial areas. Concentrations of benzene, ethylbenzene, toluene, and xylene detected in samples from one observation well exceeded the maximum contaminant levels set be Federal and Commonwealth agencies.","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/ofr96139","issn":"0094-9140","usgsCitation":"Rodriguez, J.M., and Puig, J., 1996, Ground-Water Quality in the Caguas-Juncos Valley, Puerto Rico, April to October 1990: U.S. Geological Survey Open-File Report 96-139, 21 p. **PUBLICATION PAGES ARE IN INCORRECT ORDER**, https://doi.org/10.3133/ofr96139.","productDescription":"21 p. **PUBLICATION PAGES ARE IN INCORRECT ORDER**","temporalStart":"1990-04-01","temporalEnd":"1990-10-31","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":157148,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0139/report-thumb.jpg"},{"id":53480,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0139/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -66.25,18 ], [ -66.25,18.5 ], [ -65.75,18.5 ], [ -65.75,18 ], [ -66.25,18 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ab0e4b07f02db66d4f5","contributors":{"authors":[{"text":"Rodriguez, Jose M. 0000-0002-4430-9929 jmrod@usgs.gov","orcid":"https://orcid.org/0000-0002-4430-9929","contributorId":1318,"corporation":false,"usgs":true,"family":"Rodriguez","given":"Jose","email":"jmrod@usgs.gov","middleInitial":"M.","affiliations":[{"id":156,"text":"Caribbean Water Science Center","active":true,"usgs":true}],"preferred":true,"id":191818,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Puig, Juan C.","contributorId":88394,"corporation":false,"usgs":true,"family":"Puig","given":"Juan C.","affiliations":[],"preferred":false,"id":191819,"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":49812,"text":"ofr96384 - 1996 - Level II scour analysis for Bridge 31 (BRNATH00470031) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:28:22","indexId":"ofr96384","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":"96-384","title":"Level II scour analysis for Bridge 31 (BRNATH00470031) 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 \nBRNATH00470031 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). 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 central Vermont in the town of \nBarnard. The 4.47-mi2\n drainage area is a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have dense woody vegetation coverage except for areas \nof grass and brush on the upstream banks.
\nIn the study area, Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 34 ft and an average channel \ndepth of 3 ft. The predominant channel bed materials are gravel and cobble (D50 is 55.2 mm \nor 0.181 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 20 degrees to the \nopening while the opening-skew-to-roadway is 15 degrees.
\nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on the right and left abutments and all wingwalls. The banks upstream and \ndownstream are not protected. 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). 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 6.6 to \n9.2 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 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/ofr96384","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 31 (BRNATH00470031) on Town Highway 47, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-384, iv, 28 p., https://doi.org/10.3133/ofr96384.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179494,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96384.GIF"},{"id":279357,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0384/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":"4f4e4b19e4b07f02db6a7ea9","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240304,"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":240303,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49813,"text":"ofr96385 - 1996 - Level II scour analysis for Bridge 33 (BRIDTH00050033) on Town Highway 5, crossing the North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:18:13","indexId":"ofr96385","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":"96-385","title":"Level II scour analysis for Bridge 33 (BRIDTH00050033) on Town Highway 5, crossing the North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00050033 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). 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 Bridgewater. The 5.01-mi2\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the downstream \nbanks are forested and the upstream banks have dense woody brush; the upstream right \noverbank is an open field.
\nIn the study area, the North Branch Ottauquechee River has an incised, sinuous channel \nwith a slope of approximately 0.017 ft/ft, an average channel top width of 30 ft and an \naverage channel depth of 3 ft. The predominant channel bed materials are gravel and cobble \nwith a median grain size (D50) of 83.2 mm (0.273 ft). The geomorphic assessment at the \ntime of the Level I and Level II site visit on November 3, 1994, indicated that the reach was \nstable. Also at the time of the site visit, there was considerable backwater at the bridge site \ndue to a three foot tall beaver dam 40 feet downstream. The beaver dam was assumed \ndestroyed by flood flow and was ignored in the analyses.
\nThe town highway 5 crossing of the North Branch Ottauquechee Riveris a 25-ft-long, onelane bridge consisting of one 23-foot steel-beam span with a timber deck (Vermont Agency \nof Transportation, written communication, August 25, 1994). The bridge is supported by \nvertical, concrete abutments with wingwalls. The channel is skewed approximately 20 \ndegrees to the opening while the opening-skew-to-roadway is 10 degrees.
\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the right \nabutment and upstream right wingwall during the Level I assessment. Scour protection \nmeasures at the site include type-2 stone fill (less than 36 inches diameter) at the ends of all \nthe wingwalls except the upstream left which has \ntype-3 stone fill (less than 48 inches diameter). Additional details describing conditions at \nthe site are included in the Level II Summary and Appendices \nD and E.
\n\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 0.7 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 5.3 to 7.2 ft. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A crosssection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96385","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 33 (BRIDTH00050033) on Town Highway 5, crossing the North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-385, iv, 30 p., https://doi.org/10.3133/ofr96385.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179495,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96385.GIF"},{"id":279355,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0385/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":"4f4e4b19e4b07f02db6a7c44","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":240305,"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":240306,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49816,"text":"ofr96388 - 1996 - Level II scour analysis for Bridge 25 (BRNAVT00120025) on State Highway 12, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:29:17","indexId":"ofr96388","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":"96-388","title":"Level II scour analysis for Bridge 25 (BRNAVT00120025) on State Highway 12, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNAVT00120025 on State Highway 12 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 \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 division of central Vermont in the town of \nBarnard. The 11.6-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have woody vegetation coverage.
\nIn the study area, Locust Creek has a sinuous channel with a slope of approximately 0.023 \nft/ft, an average channel top width of 49 ft and an average channel depth of 4 ft. The \npredominant channel bed material is cobble (D50 is 109 mm or 0.359 ft). The geomorphic \nassessment at the time of the Level I and Level II site visits on September 23 and December \n16, 1994, indicated that the reach was stable.
\nThe State Highway 12 crossing of Locust Creek is a 41-ft-long, two-lane bridge consisting \nof one 39-foot concrete slab type superstructure (Vermont Agency of Transportation, \nwritten communication, August 23, 1994). The bridge is supported by vertical, concrete\nabutments with wingwalls. The channel is skewed approximately 30 degrees to the opening \nwhile the opening-skew-to-roadway is 45 degrees.
\nA scour hole 1 ft deeper than the mean thalweg depth was observed along a bedrock outcrop \nnear the upstream left wingwall during the Level I assessment. The scour protection \nmeasures in place at the site are type-1 stone fill (less than 12 inches diameter) along the left \nabutment, upstream right bank, and both downstream banks; type-2 stone fill (less than 36 \ninches diameter) at the downstream side of the right road approach and upstream left bank; \ntype-3 stone fill (less than 48 inches diameter) at the upstream end of the upstream right \nwingwall and downstream end of downstream left wingwall; type-5 (wall/ artificial levee) \nat the upstream end of the upstream left wingwall. Additional details describing conditions \nat 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). 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 1.4 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 8.5 to \n20.9 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, 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/ofr96388","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 25 (BRNAVT00120025) on State Highway 12, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-388, iv, 28 p., https://doi.org/10.3133/ofr96388.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":178615,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96388.GIF"},{"id":279352,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0388/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":"4f4e4b1ae4b07f02db6a8084","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240311,"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":240312,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49817,"text":"ofr96389 - 1996 - Level II scour analysis for Bridge 14 (CLARTH00010014) on Town Highway 1, crossing Cold River, Clarendon, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:39:54","indexId":"ofr96389","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":"96-389","title":"Level II scour analysis for Bridge 14 (CLARTH00010014) on Town Highway 1, crossing Cold River, Clarendon, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCLARTH00010014 on town highway 1 crossing the Cold River, Clarendon, 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 Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Taconic Section of the New England physiographic province in westcentral Vermont in the town of Clarendon. The 36.2-mi2\n drainage area is in a predominantly \nrural basin. In the vicinity of the study site, the surface cover is primarily pasture, except for \nthe right bank upstream which is forested.
\nIn the study area, the Cold River has a sinuous channel with a slope of approximately 0.02 \nft/ft, an average channel top width of 104 ft and an average channel depth of 3 ft. The \npredominant channel bed material is cobble with a median grain size (D50) of 103 mm \n(0.339 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nApril 27, 1995, indicated that the reach was laterally unstable. This assessment was due to \nthe cut-banks and the local anabranching occurring upstream of the bridge.
\nThe town highway 1 crossing of the Cold River is a 80-ft-long, two-lane bridge consisting \nof one 77-foot span (Vermont Agency of Transportation, written communication, March \n13, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. The left \nabutment and upstream wingwalls are protected by type-2 stone fill (less than 36 inches \ndiameter). The channel is skewed approximately 10 degrees to the opening while the \nopening-skew-to-roadway is 15 degrees. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 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 modelled flows ranged from 0.0 to 0.6 ft. Abutment scour ranged \nfrom 17.4 to 23.3 ft. The worst-case contraction and abutment scour occurred at the 500-\nyear discharge. Additional information on scour depths and depths to armoring are included \nin the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution.
\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/ofr96389","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 14 (CLARTH00010014) on Town Highway 1, crossing Cold River, Clarendon, Vermont: U.S. Geological Survey Open-File Report 96-389, iv, 36 p., https://doi.org/10.3133/ofr96389.","productDescription":"iv, 36 p.","numberOfPages":"41","costCenters":[],"links":[{"id":178616,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96389.PNG"},{"id":279351,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0389/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Clarendon","otherGeospatial":"Cold River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,43.5 ], [ -73.0,43.625 ], [ -72.875,43.625 ], [ -72.875,43.5 ], [ -73.0,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a82c6","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":240313,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49818,"text":"ofr96390 - 1996 - Level II scour analysis for Bridge 12 (BRAITH00230012) on Town Highway 23, crossing Ayers Brook, Braintree, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:35:08","indexId":"ofr96390","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":"96-390","title":"Level II scour analysis for Bridge 12 (BRAITH00230012) on Town Highway 23, crossing Ayers Brook, Braintree, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRAITH00230012 on town highway 23 crossing Ayers Brook, Braintree, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBraintree. The 18.8-mi2\n drainage area is in a predominantly rural watershed. In the vicinity \nof the study site, the surface cover of the left and right banks is pasture.
\nIn the study area, Ayers Brook has a meandering channel with a slope of approximately \n0.003 ft/ft, an average channel top width of 46 ft and an average channel depth of 5 ft. The \npredominant channel bed material is sand and gravel (D50 is 6.15 mm or 0.0202 ft). The \ngeomorphic assessment at the time of the Level I and Level II site visit on November 16, \n1994, indicated that the reach was laterally unstable. Also at the time of the site visit, there \nwas considerable backwater at the bridge site due to a beaver dam downstream. The beaver \ndam was ignored in the analyses.
\nThe town highway 23 crossing of Ayers Brook is a 28-ft-long, one-lane bridge consisting of \none 23-foot span (Vermont Agency of Transportation, written communication, August 24, \n1994). The bridge is supported by vertical timber cribwork abutments with wingwalls on \nthe upstream and downstream sides of the right abutment. The lower half of the right \nabutment and wingwalls are constructed of laid-up stone. The right abutment and wingwalls \nare also protected by stone fill. The channel is skewed approximately 45 degrees to the \nopening while the opening-skew-to-roadway is only 5 degrees. Additional details \ndescribing conditions at the site are included in the Level II 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, 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 4.2 to 9.4 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge which was less than the \n100-year discharge. Abutment scour ranged from 4.3 to 17.5 ft. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 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/ofr96390","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 12 (BRAITH00230012) on Town Highway 23, crossing Ayers Brook, Braintree, Vermont: U.S. Geological Survey Open-File Report 96-390, iv, 30 p., https://doi.org/10.3133/ofr96390.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178729,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96390.PNG"},{"id":279350,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0390/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Braintree","otherGeospatial":"Ayers Brook","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":"4f4e4b1ae4b07f02db6a83e9","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":240314,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49819,"text":"ofr96402 - 1996 - Level II scour analysis for Bridge 4 (CRAFTH00040004) on Town Highway 4, crossing Whitney Brook, Craftsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:31:58","indexId":"ofr96402","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":"96-402","title":"Level II scour analysis for Bridge 4 (CRAFTH00040004) on Town Highway 4, crossing Whitney Brook, Craftsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCRAFTH00040004 on town highway 4 crossing Whitney Brook, Craftsbury, 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 secton of the New England physiographic province \nof north-central Vermont in the town of Craftsbury. The 13.3-mi2\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the banks have \ndense woody vegetation coverage.
\nIn the study area, Whitney Brook has an incised, sinuous channel with a slope of \napproximately 0.014 ft/ft, an average channel top width of 40 ft and an average channel \ndepth of 3 ft. The observed predominant channel bed material is cobble and boulder while \nresults from the pebble count provided a D50 of 78.5 mm or 0.258 ft. The geomorphic \nassessment at the time of the Level I and Level II site visit on June 7, 1995 indicated that the \nreach was stable.
\nThe town highway 4 crossing of Whitney Brook is a 41-ft-long, one-lane bridge consisting \nof one 39-foot span steel-beam and concrete superstructure (Vermont Agency of \nTransportation, written commun., August 3, 1994). The bridge is supported by slightly \nsloping, mortared stone block abutments with wingwalls. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 20 degrees.
\nA scour hole 2 ft deeper than the mean thalweg depth was observed along the upstream \nright wingwall and right abutment during the Level I assessment. There were no scour \nprotection measures evident at the site. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.
\nScour depths and rock riprap sizes were computed using the general guidelines described in \nHydraulic Engineering Circular 18 (Richardson and others, 1995).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \ndegradation; 2) contraction scour (due to accelerated flow caused by reduction in flow area \nat a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). \nTotal scour is the sum of the three components. Equations are available to compute depths \nfor contraction and local scour and a summary of the computed scour results follow.
\nContraction scour for all modelled flows ranged from 0.7 to 1.7 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.7 to \n15.3 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 scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96402","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Hammond, R.E., 1996, Level II scour analysis for Bridge 4 (CRAFTH00040004) on Town Highway 4, crossing Whitney Brook, Craftsbury, Vermont: U.S. Geological Survey Open-File Report 96-402, iv, 47 p., https://doi.org/10.3133/ofr96402.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":178730,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279347,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0402/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Craftsbury","otherGeospatial":"Whitney 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":"4f4e4b17e4b07f02db6a622a","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240316,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240315,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49820,"text":"ofr96403 - 1996 - Level II scour analysis for Bridge 15 (BRIDTH00220015) on Town Highway 22, crossing Dailey Hollow Branch, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:29:12","indexId":"ofr96403","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":"96-403","title":"Level II scour analysis for Bridge 15 (BRIDTH00220015) on Town Highway 22, crossing Dailey Hollow Branch, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00220015 on town highway 22 crossing Dailey Hollow Branch, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province of \ncentral Vermont in the town of Bridgewater. The 1.73-mi2\n drainage area is a predominantly \nrural and forested basin. In the vicinity of the study site, the left and right banks have dense \ntree cover. The upstream right bank of Dailey Hollow Branch is adjacent to town highway \n22.
\nIn the study area, Dailey Hollow Branch has a sinuous channel with a slope of \napproximately 0.035 ft/ft, an average channel top width of 30 ft and an average channel \ndepth of 4 ft. The predominant channel bed material is cobble with a median grain size \n(D50) of 108 mm (0.354 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on November 1 and 2, 1994, indicates that the reach is stable.
\nThe town highway 22 crossing of Dailey Hollow Branch is a 22-ft-long, one-lane bridge \nconsisting of one 22-ft. steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 24, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. Type-1 stone fill (less than 12 inches diameter) protects the left abutment, \nbut it’s condition was reported as eroded. Type-2 stone fill (less than 36 inches diameter) \nprotects the upstream left wingwall; it’s condition was reported as slumping.The channel is \nskewed approximately 40 degrees to the opening while the opening-skew-to-roadway is 0 \ndegrees. 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 0.2 ft. with the worst-case \ncontraction scour occurring at the 500-year discharge. Abutment scour ranged from 4.2 to \n6.4 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, 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/ofr96403","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 15 (BRIDTH00220015) on Town Highway 22, crossing Dailey Hollow Branch, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-403, iv, 48 p., https://doi.org/10.3133/ofr96403.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":178731,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279346,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0403/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Dailey Hollow Branch","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":"4f4e4b1ae4b07f02db6a82ba","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":240317,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49804,"text":"ofr96306 - 1996 - Level II scour analysis for Bridge 35 (BRNATH00680035) on Town Highway 68, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T09:51:51","indexId":"ofr96306","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":"96-306","title":"Level II scour analysis for Bridge 35 (BRNATH00680035) on Town Highway 68, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00680035 on town highway 68 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 \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 central Vermont in the town of \nBarnard. The 24.1-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have woody vegetation coverage.
\nIn the study area, Locust Creek has an incised sinuous channel with a slope of \napproximately 0.0133 ft/ft, an average channel top width of 58 ft and an average channel \ndepth of 5 ft. The predominant channel bed material is cobble (D50 is 135 mm or 0.443 ft). \nThe geomorphic assessment at the time of the Level I and Level II site visits on September \n21 and 27, respectively, with a check on December 15, 1994, indicated that the reach was \nstable.
\nThe town highway 68 crossing of Locust Creek is a 30-ft-long, one-lane bridge consisting \nof one 28-foot concrete slab type superstructure (Vermont Agency of Transportation, \nwritten commun., August 23, 1994). The bridge is supported by vertical, concrete\nabutments with wingwalls. The channel is not skewed to the opening and the opening-skew-to-roadway is zero degrees.
\nA scour hole 0.5 ft deeper than the mean thalweg depth was observed along the right \nabutment and downstream right wingwall during the Level I assessment. The only scour \nprotection measure in place at the site was type-2 stone fill (less than 36 inches diameter) at \nthe left abutment and wingwalls except the downstream right wingwall. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D.
\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 3.4 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was between the \n100- and 500-year discharges. Abutment scour ranged from 11.5 to 25.7 ft. with the worst-case scenario occurring 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). 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.\nand E.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96306","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 35 (BRNATH00680035) on Town Highway 68, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-306, iv, 30 p., https://doi.org/10.3133/ofr96306.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179403,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96306.GIF"},{"id":279377,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0306/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":"4f4e4b17e4b07f02db6a64ab","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240288,"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":240289,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":22532,"text":"ofr96101 - 1996 - Peak flows for the period of record for current and discontinued streamflow stations in Nebraska","interactions":[],"lastModifiedDate":"2020-06-18T18:03:07.184035","indexId":"ofr96101","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":"96-101","title":"Peak flows for the period of record for current and discontinued streamflow stations in Nebraska","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr96101","issn":"0094-9140","usgsCitation":"Boohar, J.A., and Provaznik, M.K., 1996, Peak flows for the period of record for current and discontinued streamflow stations in Nebraska: U.S. Geological Survey Open-File Report 96-101, iv, 518 p., https://doi.org/10.3133/ofr96101.","productDescription":"iv, 518 p.","costCenters":[],"links":[{"id":375695,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0101/report.pdf"},{"id":154981,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0101/report-thumb.jpg"}],"country":"United 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ae1e4b07f02db6889fa","contributors":{"authors":[{"text":"Boohar, Judith A.","contributorId":91897,"corporation":false,"usgs":true,"family":"Boohar","given":"Judith","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":188415,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Provaznik, Mary Kay","contributorId":51323,"corporation":false,"usgs":true,"family":"Provaznik","given":"Mary","email":"","middleInitial":"Kay","affiliations":[],"preferred":false,"id":188414,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":24600,"text":"ofr96130 - 1996 - New standard operating procedures and quality-control practices for the U.S. Geological Survey National Field Quality Assurance Program since January 1994","interactions":[],"lastModifiedDate":"2020-06-18T20:38:38.844582","indexId":"ofr96130","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":"96-130","title":"New standard operating procedures and quality-control practices for the U.S. Geological Survey National Field Quality Assurance Program since January 1994","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr96130","issn":"0094-9140","usgsCitation":"Stanley, D.L., 1996, New standard operating procedures and quality-control practices for the U.S. Geological Survey National Field Quality Assurance Program since January 1994: U.S. Geological Survey Open-File Report 96-130, iv, 88 p., https://doi.org/10.3133/ofr96130.","productDescription":"iv, 88 p.","costCenters":[],"links":[{"id":375717,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0130/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":155456,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0130/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a28e4b07f02db610c0a","contributors":{"authors":[{"text":"Stanley, Daniel L.","contributorId":64686,"corporation":false,"usgs":true,"family":"Stanley","given":"Daniel","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":192230,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":23248,"text":"ofr96491 - 1996 - Initiation and frequency of debris flows in Grand Canyon, Arizona","interactions":[],"lastModifiedDate":"2020-12-01T22:02:28.399609","indexId":"ofr96491","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":"96-491","displayTitle":"Initiation and Frequency of Debris Flows in Grand Canyon, Arizona","title":"Initiation and frequency of debris flows in Grand Canyon, Arizona","docAbstract":"Debris flows occur in 600 tributaries of the Colorado River in Grand Canyon, Arizona when intense precipitation causes slope failures in bedrock or colluvium. These slurries transport poorly sorted sediment, including very large boulders that form rapids at the mouths of tributaries and control the longitudinal profile of the Colorado River. Although the amount of rainfall on the days of historic debris flows typically is not unusual, the storm rainfall on consecutive days before the debris flows typically had recurrence intervals greater than 10 yrs. Four types of failure mechanisms initiate debris flows: bedrock failure (12 percent), failure of colluvial wedges by rainfall (21 percent), failure of colluvial wedges by runoff (the \"firehose effect;\" 36 percent), and combinations of these failure mechanisms (30 percent). Failure points are directly or indirectly associated with terrestrial shales, particularly the Permian Hermit Shale, shale units within the Permian Esplanade Sandstone of the Supai Group, and the Cambrian Bright Angel Shale. Shales either directly fail, produce colluvial wedges downslope that contain clay, or form benches that store poorly sorted colluvium in wedge-shaped deposits. Terrestrial shales provide the fine particles and clay minerals?particularly kaolinite and illite?essential to long-distance debris-flow transport, whereas marine shales mostly contain smectites, which inhibit debris-flow initiation. Using repeat photography, we determined whether or not a debris flow occurred in the last century in 164 of 600 tributaries in Grand Canyon. We used logistic regression to model the binomial frequency data using 21 morphometric and lithologic variables. The location of shale units, particularly the Hermit Shale, within the tributary is the most consistent variable related to debris-flow frequency in Grand Canyon. Other statistically significant variables vary with large scale changes in canyon morphology. Standard morphometric measures such as drainage-basin area, channel gradient, and aspect of the river corridor are the most significant variables in the narrow and deep eastern section of Grand Canyon. Measures of the location of source lithologies are more important in western Grand Canyon, which has broader and low-gradient drainages. Measures of geologic structure, and other standard hydrologic variates, were not significant. Our results show that the probability of debris-flow occurrence is highest in eastern Grand Canyon. Throughout Grand Canyon, the probability of debris-flow occurrence is highest in reaches of the Colorado River that trend south-southwest. This direction is significant because most summer storms originate from a southerly direction, and the maximum slope of the regional structure is to the southwest. The binomial frequency of debris flows is not random in Grand Canyon, and tributaries of similar debris-flow frequency are clustered in distinct reaches.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96491","usgsCitation":"Griffiths, P.G., Webb, R., and Melis, T., 1996, Initiation and frequency of debris flows in Grand Canyon, Arizona: U.S. Geological Survey Open-File Report 96-491, ii, 35 p., https://doi.org/10.3133/ofr96491.","productDescription":"ii, 35 p.","costCenters":[],"links":[{"id":154267,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":1398,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.water.usgs.gov/ofr96-491","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Arizona","otherGeospatial":"Colorado River, Grand Canyon","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -114.01611328125,\n 35.68407153314097\n ],\n [\n -111.192626953125,\n 35.68407153314097\n ],\n [\n -111.192626953125,\n 36.958671131530316\n ],\n [\n -114.01611328125,\n 36.958671131530316\n ],\n [\n -114.01611328125,\n 35.68407153314097\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e3e4b07f02db5e5cf0","contributors":{"authors":[{"text":"Griffiths, Peter G. 0000-0002-8663-8907 pggriffi@usgs.gov","orcid":"https://orcid.org/0000-0002-8663-8907","contributorId":187,"corporation":false,"usgs":true,"family":"Griffiths","given":"Peter","email":"pggriffi@usgs.gov","middleInitial":"G.","affiliations":[],"preferred":true,"id":189728,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Webb, Robert H. rhwebb@usgs.gov","contributorId":1573,"corporation":false,"usgs":false,"family":"Webb","given":"Robert H.","email":"rhwebb@usgs.gov","affiliations":[{"id":12625,"text":"School of Natural Resources and the Environment, University of Arizona, Tucson, AZ, 85721, USA","active":true,"usgs":false}],"preferred":false,"id":189729,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Melis, Theodore S. 0000-0003-0473-3968 tmelis@usgs.gov","orcid":"https://orcid.org/0000-0003-0473-3968","contributorId":1829,"corporation":false,"usgs":true,"family":"Melis","given":"Theodore S.","email":"tmelis@usgs.gov","affiliations":[{"id":568,"text":"Southwest Biological Science Center","active":true,"usgs":true}],"preferred":true,"id":189730,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":49808,"text":"ofr96310 - 1996 - Level II scour analysis for Bridge 42 (BETHTH00860042) on Town Highway 86, crossing Gilead Brook, Bethel, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T16:01:28","indexId":"ofr96310","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":"96-310","title":"Level II scour analysis for Bridge 42 (BETHTH00860042) on Town Highway 86, crossing Gilead Brook, Bethel, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBETHTH00860042 on town highway 86 crossing Gilead Brook, Bethel, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files were compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBethel. The 11.4-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the upstream banks are tree covered and the downstream banks are \ncovered with shrubs and brush.
\nIn the study area, Gilead Brook is probably incised, has a sinuous channel with a slope of \napproximately 0.012 ft/ft, an average channel top width of 53 ft, and an average channel \ndepth of 5 ft. The predominant channel bed material is gravel to cobbles (D50 is 85.6 mm or \n0.281 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nSeptember 30, 1994, indicated that the reach was stable.
\nThe town highway 86 crossing of Gilead Brook is a 28-ft-long, one-lane bridge consisting \nof one 25-foot clear-span structure with a concrete deck (Vermont Agency of \nTransportation, written commun., August 24, 1994). The bridge is supported by concrete\nabutments with wingwalls. The bridge skew is approximately 5 degrees and there is no \nopening-skew-to-roadway.
\nA scour hole approximately 1 ft deeper than the mean thalweg depth was observed along \nthe left bank, near the upstream bridge face during the Level I assessment. There is also \napproximately 1 ft of scour along the left abutment of the bridge, near the upstream wing \nwall, exposing the footing. There is type-one (less than 12 in diameter) protection on the \nUS left wingwall and type-two (less than 36 in diameter) along the US and DS right \nwingwalls. There is no protection along the abutments. 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, 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 to 1.9 ft. The worst-case contraction \nscour occurred at the incipient-overtopping discharge and the 100-year discharge. \nAbutment scour ranged from 8.6 to 15.7 ft. The worst-case abutment scour occurred at the \n500-year discharge. Additional information on scour depths and depths to armoring are \nincluded in the section titled “Scour Results”. Scoured-streambed elevations, based on the \ncalculated scour depths, are presented in tables 1 and 2. A cross-section of the scour \ncomputed at the bridge is presented in figure 8. Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). 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 engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96310","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Song, D.L., 1996, Level II scour analysis for Bridge 42 (BETHTH00860042) on Town Highway 86, crossing Gilead Brook, Bethel, Vermont: U.S. Geological Survey Open-File Report 96-310, iv, 50 p., https://doi.org/10.3133/ofr96310.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":179407,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96310.GIF"},{"id":279373,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0310/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bethel","otherGeospatial":"Gilead Brook","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":"4f4e4b17e4b07f02db6a615e","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":240295,"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":240296,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":23012,"text":"ofr96138 - 1996 - Report on the U.S. Geological Survey's Evaluation Program Standard Reference Samples Distributed in October 1995: T-137 (Trace Constituents), M-136 (Major Constituents), N-47 (Nutrient Constituents), N-48 (Nutrient Constituents), P-25 (Low Ionic Strength Constituents), and Hg-21 (Mercury)","interactions":[],"lastModifiedDate":"2012-02-02T00:07:52","indexId":"ofr96138","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":"96-138","title":"Report on the U.S. Geological Survey's Evaluation Program Standard Reference Samples Distributed in October 1995: T-137 (Trace Constituents), M-136 (Major Constituents), N-47 (Nutrient Constituents), N-48 (Nutrient Constituents), P-25 (Low Ionic Strength Constituents), and Hg-21 (Mercury)","docAbstract":"This report presents the results of the U.S. Geological Survey's analytical evaluation program for 6 standard reference samples--T-137 (trace constituents), M-136 (major constituents), N-47 (nutrient constituents), N-48 (nutrient constituents), P-25 (low ionic strength constituents), and Hg-21 (mercury)--that were distributed in October 1995 to 149 laboratories registered in the U.S. Geological Survey sponsored interlaboratory testing program. Analytical data that were received from 136 of the laboratories were evaluated with respect to: overall laboratory performance and relative laboratory performance for each analyte in the six reference samples. Results of these evaluations are presented in tabular form. Also presented are tables and graphs summarizing the analytical data provided by each laboratory for each analyte in the six standard reference samples. The most probable value for each analyte was determined using nonparametric statistics.","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/ofr96138","issn":"0094-9140","usgsCitation":"Farrar, J.W., and Long, H.K., 1996, Report on the U.S. Geological Survey's Evaluation Program Standard Reference Samples Distributed in October 1995: T-137 (Trace Constituents), M-136 (Major Constituents), N-47 (Nutrient Constituents), N-48 (Nutrient Constituents), P-25 (Low Ionic Strength Constituents), and Hg-21 (Mercury): U.S. Geological Survey Open-File Report 96-138, iii, 106 p., https://doi.org/10.3133/ofr96138.","productDescription":"iii, 106 p.","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":154814,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0138/report-thumb.jpg"},{"id":52398,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0138/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a59e4b07f02db62f9ba","contributors":{"authors":[{"text":"Farrar, Jerry W.","contributorId":102067,"corporation":false,"usgs":true,"family":"Farrar","given":"Jerry","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":189280,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Long, H. Keith","contributorId":7260,"corporation":false,"usgs":true,"family":"Long","given":"H.","email":"","middleInitial":"Keith","affiliations":[],"preferred":false,"id":189279,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":23231,"text":"ofr95757 - 1996 - Water levels in the Yucca Mountain area, Nevada, 1994","interactions":[],"lastModifiedDate":"2012-02-02T00:07:58","indexId":"ofr95757","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":"95-757","title":"Water levels in the Yucca Mountain area, Nevada, 1994","language":"ENGLISH","publisher":"U.S. Geological Survey :\r\nBranch of Information Services [distributor],","doi":"10.3133/ofr95757","issn":"0094-9140","usgsCitation":"Graves, R.P., Tucci, P., and Goemaat, R.L., 1996, Water levels in the Yucca Mountain area, Nevada, 1994: U.S. Geological Survey Open-File Report 95-757, v, 101 p. :ill., maps ;28 cm., https://doi.org/10.3133/ofr95757.","productDescription":"v, 101 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":155373,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a08e4b07f02db5f9d77","contributors":{"authors":[{"text":"Graves, Robert P. rggraves@usgs.gov","contributorId":2558,"corporation":false,"usgs":true,"family":"Graves","given":"Robert","email":"rggraves@usgs.gov","middleInitial":"P.","affiliations":[],"preferred":true,"id":189687,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Tucci, Patrick ptucci@usgs.gov","contributorId":926,"corporation":false,"usgs":true,"family":"Tucci","given":"Patrick","email":"ptucci@usgs.gov","affiliations":[],"preferred":true,"id":189686,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Goemaat, Robert L.","contributorId":64256,"corporation":false,"usgs":true,"family":"Goemaat","given":"Robert","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":189688,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":23660,"text":"ofr96322 - 1996 - Water-quality assessment of the Trinity River Basin, Texas - Nutrients in streams draining an agricultural and an urban area, 1993-95","interactions":[],"lastModifiedDate":"2020-12-02T15:26:31.993775","indexId":"ofr96322","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":"96-322","title":"Water-quality assessment of the Trinity River Basin, Texas - Nutrients in streams draining an agricultural and an urban area, 1993-95","docAbstract":"Water samples collected from streams draining an agricultural area in the west-central part of the Trinity River Basin upstream from the Richland-Chambers Reservoir and from streams draining an urban area in the Dallas-Fort Worth metropolitan area during March 1993 - September 1995 were analyzed for nutrients (nitrogen and phosphorus compounds). A comparison of the data for agricultural and urban streams shows the maximum concentration of total nitrogen is from an urban stream and the maximum concentration of total phosphorus is from an agricultural stream. One-half of the samples have total nitrogen concentrations equal to or less than 1.1 and 1.0 milligrams per liter in the agricultural and urban streams, respectively; and one-half of the samples have total phosphorous concentrations equal to or less than 0.04 and 0.05 milligram per liter in the agricultural and urban streams, respectively. The highest concentrations of total nitrogen in both types of streams are in the spring. The minimum concentrations of total nitrogen are during the summer in the agricultural streams and during the winter in the urban streams. Concentrations of total phosphorus in agricultural streams show negligible seasonal variability. The highest concentrations of total phosphorus are in spring and possibly late summer in the urban streams. In the midrange of streamflow in the urban streams and throughout the range of streamflow in the agricultural streams, concentrations of total nitrogen increase. Concentrations of total phosphorus increase with streamflow in the middle and upper ranges of streamflow in both agricultural and urban streams.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96322","issn":"0094-9140","usgsCitation":"Land, L.F., and Shipp, A.A., 1996, Water-quality assessment of the Trinity River Basin, Texas - Nutrients in streams draining an agricultural and an urban area, 1993-95: U.S. Geological Survey Open-File Report 96-322, 6 p., https://doi.org/10.3133/ofr96322.","productDescription":"6 p.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true},{"id":49157,"text":"Rocky Mountain Regional Office","active":true,"usgs":true}],"links":[{"id":52919,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0322/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":11557,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://tx.usgs.gov/projects/trin/pubs/pdf/ofr-96-322.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":156365,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0322/report-thumb.jpg"}],"country":"United States","state":"Texas","otherGeospatial":"Trinity River basin","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -98.54736328125,\n 31.353636941500987\n ],\n [\n -94.8779296875,\n 31.353636941500987\n ],\n [\n -94.8779296875,\n 33.55970664841198\n ],\n [\n -98.54736328125,\n 33.55970664841198\n ],\n [\n -98.54736328125,\n 31.353636941500987\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0de4b07f02db5fcffc","contributors":{"authors":[{"text":"Land, Larry F.","contributorId":60612,"corporation":false,"usgs":true,"family":"Land","given":"Larry","email":"","middleInitial":"F.","affiliations":[],"preferred":false,"id":190501,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Shipp, Allison A. 0000-0003-2927-8893 aashipp@usgs.gov","orcid":"https://orcid.org/0000-0003-2927-8893","contributorId":338,"corporation":false,"usgs":true,"family":"Shipp","given":"Allison","email":"aashipp@usgs.gov","middleInitial":"A.","affiliations":[{"id":49157,"text":"Rocky Mountain Regional Office","active":true,"usgs":true}],"preferred":true,"id":190500,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":23657,"text":"ofr95754 - 1996 - Bridge-Scour Data Management System user's manual","interactions":[],"lastModifiedDate":"2013-12-13T14:33:28","indexId":"ofr95754","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":"95-754","title":"Bridge-Scour Data Management System user's manual","docAbstract":"The Bridge-Scour Data Management System (BSDMS) supports preparation, compilation, and analysis of bridge-scour data. The BSDMS provides interactive storage, retrieval, selection, editing, and display of bridge-scour data sets. Bridge-scour data sets include more than 200 site and measurement attributes of the channel geometry, flow hydraulics, hydrology, sediment, geomorphic-setting, location, and bridge specifications.
\nThis user's manual provides a general overview of the structure and organization of BSDMS data sets and detailed instructions to operate the program. Attributes stored by the BSDMS are described along with an illustration of the input screen where the attribute can be entered or edited. Measured scour depths can be compared with scour depths predicted by selected published equations using the BSDMS. The selected published equations available in the computational portion of the BSDMS are described. This manual is written for BSDMS, version 2.0. The data base will facilitate: (1) developing improved estimators of scour for specific regions or conditions; (2) describing scour processes; and (3) reducing risk from scour at bridges.
\nBSDMS is available in DOS and UNIX versions. The program was written to be portable and, therefore, can be used on multiple computer platforms. Installation procedures depend on the computer platform, and specific installation instructions are distributed with the software. Sample data files and data sets of 384 pier-scour measurements from 56 bridges in 14 States are also distributed with the software.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr95754","issn":"0094-9140","collaboration":"Prepared in cooperation with the Federal Highway Administration","usgsCitation":"Landers, M.N., Mueller, D.S., and Martin, G.R., 1996, Bridge-Scour Data Management System user's manual: U.S. Geological Survey Open-File Report 95-754, viii, 11 p., https://doi.org/10.3133/ofr95754.","productDescription":"viii, 11 p.","numberOfPages":"78","costCenters":[],"links":[{"id":156362,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1995/0754/report-thumb.jpg"},{"id":277682,"type":{"id":4,"text":"Application Site"},"url":"https://pubs.usgs.gov/of/1995/0754/application.zip"},{"id":279460,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1995/0754/report.pdf"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fb3f8","contributors":{"authors":[{"text":"Landers, Mark N. 0000-0002-3014-0480 landers@usgs.gov","orcid":"https://orcid.org/0000-0002-3014-0480","contributorId":1103,"corporation":false,"usgs":true,"family":"Landers","given":"Mark","email":"landers@usgs.gov","middleInitial":"N.","affiliations":[{"id":502,"text":"Office of Surface Water","active":true,"usgs":true}],"preferred":true,"id":190494,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mueller, David S. dmueller@usgs.gov","contributorId":1499,"corporation":false,"usgs":true,"family":"Mueller","given":"David","email":"dmueller@usgs.gov","middleInitial":"S.","affiliations":[{"id":502,"text":"Office of Surface Water","active":true,"usgs":true}],"preferred":true,"id":190495,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Martin, Gary R. 0000-0002-3274-5846 grmartin@usgs.gov","orcid":"https://orcid.org/0000-0002-3274-5846","contributorId":3413,"corporation":false,"usgs":true,"family":"Martin","given":"Gary","email":"grmartin@usgs.gov","middleInitial":"R.","affiliations":[{"id":354,"text":"Kentucky Water Science Center","active":true,"usgs":true}],"preferred":true,"id":190496,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":24596,"text":"ofr96228 - 1996 - Summary of data-collection activities and effects of flooding from tropical storm Alberto in parts of Georgia, Alabama, and Florida, July 1994","interactions":[],"lastModifiedDate":"2026-04-24T20:48:12.16353","indexId":"ofr96228","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":"96-228","title":"Summary of data-collection activities and effects of flooding from tropical storm Alberto in parts of Georgia, Alabama, and Florida, July 1994","docAbstract":"Parts of central and southwestern Georgia, southeastern Alabama, and the western panhandle of Florida were devastated by floods resulting from rainfall produced by Tropical Storm Alberto in July 1994. As tributary floodwaters combined and moved downstream in the Flint, Ocmulgee, and Choctawhatchee Rivers, peak discharges exceeded the 100-year flood discharges along most stream reaches. Along the Flint River, the 100-year flood stage was exceeded at Montezuma by 3.7 ft; at Albany, by 5.1 ft; at Newton, by 3.9 ft; and at Bainbridge by 2.2 ft. Along the Ocmulgee River, the 100-year flood was exceeded at Juliette, by 5.4 ft; at Macon, by 2.2 ft; and at Hawkinsville by 3.9 ft. Peak discharges exceeded the 100-year flood discharges along the Choctawhatchee River from Newton, Ala., to Bruce, Fla.\r\n\r\nDischarge measurements were made at many gaging stations throughout the area of flooding. Streamflow velocities are obtained during the process of making the discharge measurement. Velocity data are given for selected gaging stations on two streams in Georgia. Scour around pier and abutment foundations caused settling or washout at most bridge failures. Scour mechanisms at these bridges include local scour, contraction scour, and scour plus bank instability of the general stream reach where the bridge is located. Eighteen feet of predominantly contraction scour was measured during the flood at the U.S. Highway 82 crossing of Flint River at Albany, Ga.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96228","issn":"0094-9140","usgsCitation":"Stamey, T.C., 1996, Summary of data-collection activities and effects of flooding from tropical storm Alberto in parts of Georgia, Alabama, and Florida, July 1994: U.S. Geological Survey Open-File Report 96-228, 23 p. :ill., maps; 28 cm., https://doi.org/10.3133/ofr96228.","productDescription":"23 p.","costCenters":[{"id":13634,"text":"South Atlantic Water Science Center","active":true,"usgs":true}],"links":[{"id":1630,"rank":2,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1996/ofr96-228/index.html","linkFileType":{"id":5,"text":"html"}},{"id":155756,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"country":"United States","state":"Alabama, Florida, Georgia","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -88,32 ], [ -88,35 ], [ -81,35 ], [ -81,32 ], [ -88,32 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7ee4","contributors":{"authors":[{"text":"Stamey, Timothy C. tcstamey@usgs.gov","contributorId":4770,"corporation":false,"usgs":true,"family":"Stamey","given":"Timothy","email":"tcstamey@usgs.gov","middleInitial":"C.","affiliations":[],"preferred":true,"id":192222,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":22636,"text":"ofr965 - 1996 - Principal facts for gravity stations SM001-SM119 located in and around the southern Sacramento Mountains near Needles, California","interactions":[],"lastModifiedDate":"2020-12-01T18:54:26.209657","indexId":"ofr965","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":"96-5","title":"Principal facts for gravity stations SM001-SM119 located in and around the southern Sacramento Mountains near Needles, California","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr965","issn":"0094-9140","usgsCitation":"Campbell, E.A., 1996, Principal facts for gravity stations SM001-SM119 located in and around the southern Sacramento Mountains near Needles, California: U.S. Geological Survey Open-File Report 96-5, 10 p., https://doi.org/10.3133/ofr965.","productDescription":"10 p.","costCenters":[],"links":[{"id":375694,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0005/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":155361,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0005/report-thumb.jpg"}],"country":"United States","city":"Needles","otherGeospatial":"Sacramento Mountains","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -115.17242431640624,\n 34.576690995271974\n ],\n [\n -114.68490600585938,\n 34.576690995271974\n ],\n [\n -114.68490600585938,\n 34.77884377746835\n ],\n [\n -115.17242431640624,\n 34.77884377746835\n ],\n [\n -115.17242431640624,\n 34.576690995271974\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aa9e4b07f02db66804f","contributors":{"authors":[{"text":"Campbell, Erin A.","contributorId":90770,"corporation":false,"usgs":true,"family":"Campbell","given":"Erin","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":188613,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":44371,"text":"ofr96175 - 1996 - Ground-water levels in Huron County, Michigan, January 1995 through December 1995","interactions":[],"lastModifiedDate":"2017-02-01T12:56:01","indexId":"ofr96175","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":"96-175","title":"Ground-water levels in Huron County, Michigan, January 1995 through December 1995","docAbstract":"In 1990, the U.S. Geological Survey (USGS) completed a study of the hydrogeology of Huron County, Michigan (Sweat, 1991). In 1993, Huron County and the USGS entered into an agreement to continue collecting water levels at selected wells throughout Huron County. As part of the agreement, the USGS has provided training and instrumentation for County personnel to measure, on a quarterly basis, the depth to water below the land surface in selected wells. The agreement includes the operation of continuous water-level recorders installed on four wells in Bingham, Fairhaven, Grant and Lake Townships (fig. 1). County personnel make quarterly water-level measurements of 22 other wells. Once each year, County personnel are accompanied by USGS personnel who provide a quality assurance/quality control check of all measurements being made.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Lansing, MI","doi":"10.3133/ofr96175","usgsCitation":"Sweat, M., 1996, Ground-water levels in Huron County, Michigan, January 1995 through December 1995: U.S. Geological Survey Open-File Report 96-175, 8 p., https://doi.org/10.3133/ofr96175.","productDescription":"8 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":168669,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":3753,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://mi.water.usgs.gov/reports/ofr96-175.abs.html","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Michigan","county":"Huron County","geographicExtents":"{\"type\":\"FeatureCollection\",\"features\":[{\"type\":\"Feature\",\"geometry\":{\"type\":\"MultiPolygon\",\"coordinates\":[[[[-82.9219,44.0668],[-82.9138,44.0639],[-82.9081,44.0628],[-82.8963,44.0584],[-82.8914,44.0537],[-82.8877,44.0522],[-82.8753,44.0464],[-82.8626,44.0452],[-82.8482,44.0402],[-82.8419,44.0405],[-82.8262,44.0359],[-82.8179,44.0353],[-82.8161,44.0347],[-82.8136,44.0324],[-82.8118,44.0314],[-82.8068,44.0295],[-82.7967,44.0274],[-82.7919,44.0231],[-82.7888,44.0212],[-82.7877,44.018],[-82.7824,44.0101],[-82.7805,44.0091],[-82.7735,44.0103],[-82.7678,44.0097],[-82.7659,44.0087],[-82.7622,44.0068],[-82.7543,44.0011],[-82.7483,43.9945],[-82.7408,43.9916],[-82.7384,43.9893],[-82.7314,43.9776],[-82.726,43.9716],[-82.7233,43.9633],[-82.7222,43.9592],[-82.7192,43.9559],[-82.7089,43.9474],[-82.7073,43.9423],[-82.7005,43.9376],[-82.6979,43.9288],[-82.6936,43.926],[-82.6925,43.9218],[-82.6897,43.9154],[-82.6855,43.9112],[-82.686,43.9021],[-82.6843,43.8984],[-82.6755,43.8858],[-82.6659,43.8755],[-82.6561,43.8688],[-82.6549,43.8674],[-82.6546,43.8619],[-82.6482,43.8522],[-82.6458,43.8485],[-82.6453,43.8471],[-82.6453,43.8462],[-82.648,43.844],[-82.6481,43.8431],[-82.6469,43.8417],[-82.6438,43.8393],[-82.6358,43.8345],[-82.6356,43.8277],[-82.6338,43.8258],[-82.6302,43.8102],[-82.6248,43.8046],[-82.6259,43.7973],[-82.6247,43.7959],[-82.6232,43.7886],[-82.6166,43.7824],[-82.6143,43.7774],[-82.6171,43.7733],[-82.6176,43.7533],[-82.6108,43.7385],[-82.6099,43.7225],[-82.6072,43.7138],[-82.6099,43.6998],[-82.6072,43.6906],[-82.6403,43.6893],[-82.7601,43.6854],[-82.8794,43.6815],[-83.0005,43.6788],[-83.1184,43.675],[-83.2357,43.6725],[-83.3536,43.6686],[-83.4664,43.6657],[-83.4668,43.7409],[-83.4624,43.7417],[-83.4543,43.7529],[-83.4509,43.7569],[-83.4438,43.7609],[-83.4428,43.7672],[-83.4341,43.7793],[-83.432,43.7838],[-83.4222,43.7886],[-83.4188,43.7935],[-83.4161,43.798],[-83.4146,43.8039],[-83.41,43.8075],[-83.4118,43.8102],[-83.4117,43.8112],[-83.4104,43.812],[-83.4034,43.8119],[-83.4028,43.8123],[-83.3981,43.8177],[-83.3891,43.8339],[-83.3864,43.837],[-83.3901,43.8403],[-83.3897,43.8485],[-83.3903,43.8498],[-83.3883,43.8516],[-83.3825,43.8542],[-83.3652,43.8561],[-83.3594,43.8587],[-83.3494,43.8685],[-83.3421,43.8765],[-83.3284,43.8848],[-83.3301,43.8881],[-83.3273,43.8944],[-83.3264,43.8989],[-83.3314,43.9027],[-83.3445,43.9062],[-83.3686,43.9086],[-83.3824,43.9112],[-83.3907,43.9091],[-83.4027,43.9112],[-83.4018,43.9166],[-83.3747,43.9137],[-83.3326,43.9177],[-83.314,43.9209],[-83.301,43.9265],[-83.2938,43.9314],[-83.2853,43.9366],[-83.2832,43.9407],[-83.2754,43.9451],[-83.2783,43.9492],[-83.2783,43.9501],[-83.2756,43.9533],[-83.2714,43.9605],[-83.2642,43.979],[-83.2636,43.979],[-83.2443,43.9831],[-83.2366,43.9847],[-83.1939,43.9873],[-83.1793,43.986],[-83.1787,43.986],[-83.1722,43.9886],[-83.1478,43.9925],[-83.1264,44.002],[-83.1211,44.005],[-83.1172,44.0063],[-83.1039,44.006],[-83.0906,44.0052],[-83.0823,44.005],[-83.0709,44.0042],[-83.0671,44.0037],[-83.0554,44.0084],[-83.0548,44.0079],[-83.0427,44.0217],[-83.0418,44.0253],[-83.0396,44.0312],[-83.0341,44.0402],[-83.0307,44.0433],[-83.0305,44.0474],[-83.0299,44.0474],[-83.0159,44.0479],[-83.0101,44.0487],[-82.996,44.0506],[-82.9843,44.0548],[-82.9684,44.0681],[-82.9607,44.0692],[-82.9594,44.0687],[-82.9602,44.066],[-82.9596,44.0656],[-82.9507,44.0639],[-82.9411,44.0664],[-82.9275,44.0706],[-82.9256,44.0706],[-82.9237,44.0701],[-82.9231,44.0682],[-82.9219,44.0668]]],[[[-83.4078,43.8275],[-83.4099,43.8225],[-83.4159,43.8167],[-83.4303,43.8202],[-83.4361,43.8199],[-83.4425,43.8173],[-83.444,43.8119],[-83.4511,43.8102],[-83.4617,43.8132],[-83.4602,43.8187],[-83.4579,43.8282],[-83.4531,43.8349],[-83.4512,43.8367],[-83.4442,43.8361],[-83.4445,43.8306],[-83.4415,43.8255],[-83.4365,43.824],[-83.4388,43.8286],[-83.436,43.8345],[-83.4389,43.84],[-83.4402,43.841],[-83.4444,43.8452],[-83.4449,43.8488],[-83.448,43.8512],[-83.4496,43.8567],[-83.4476,43.8603],[-83.4444,43.8611],[-83.4335,43.8618],[-83.4295,43.8535],[-83.4327,43.8513],[-83.4386,43.8487],[-83.4268,43.8411],[-83.41,43.8344],[-83.4096,43.8302],[-83.4078,43.8275]]],[[[-83.4138,43.8773],[-83.4164,43.8764],[-83.4214,43.8779],[-83.4277,43.8785],[-83.4295,43.8808],[-83.4319,43.8827],[-83.4319,43.8841],[-83.4299,43.8858],[-83.4311,43.8877],[-83.4291,43.8886],[-83.4255,43.8848],[-83.4205,43.8824],[-83.4194,43.8801],[-83.4156,43.8782],[-83.4138,43.8773]]],[[[-83.4892,43.7656],[-83.4911,43.7647],[-83.4924,43.7656],[-83.4942,43.767],[-83.4954,43.768],[-83.496,43.7694],[-83.4959,43.7721],[-83.4913,43.7752],[-83.4895,43.7733],[-83.4883,43.7724],[-83.4871,43.771],[-83.4872,43.7687],[-83.4879,43.7669],[-83.4892,43.7656]]],[[[-83.4212,43.8123],[-83.418,43.8113],[-83.4174,43.8117],[-83.4175,43.8095],[-83.4189,43.8068],[-83.4215,43.805],[-83.4228,43.805],[-83.4246,43.806],[-83.4252,43.8065],[-83.4239,43.8087],[-83.4238,43.811],[-83.4225,43.8114],[-83.4212,43.8123]]],[[[-83.4617,43.7572],[-8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M.J.","contributorId":90786,"corporation":false,"usgs":true,"family":"Sweat","given":"M.J.","email":"","affiliations":[],"preferred":false,"id":229654,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":42398,"text":"ofr81728A - 1996 - Reconnaissance geologic map of the Bradfield Canal quadrangle, southeastern Alaska","interactions":[],"lastModifiedDate":"2022-04-04T21:35:12.171968","indexId":"ofr81728A","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":"81-728","chapter":"A","title":"Reconnaissance geologic map of the Bradfield Canal quadrangle, southeastern Alaska","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr81728A","usgsCitation":"Koch, R.D., 1996, Reconnaissance geologic map of the Bradfield Canal quadrangle, southeastern Alaska: U.S. Geological Survey Open-File Report 81-728, Report: 35 p.; 1 Plate: 24.00 × 24.00 inches, https://doi.org/10.3133/ofr81728A.","productDescription":"Report: 35 p.; 1 Plate: 24.00 × 24.00 inches","costCenters":[],"links":[{"id":398076,"rank":4,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_34869.htm"},{"id":20170,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1981/0728a/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":20169,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1981/0728a/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":135282,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1981/0728a/report-thumb.jpg"}],"scale":"250000","country":"United States","state":"Alaska","otherGeospatial":"Bradfield Canal quadrangle","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -132,\n 56\n ],\n [\n -130,\n 56\n ],\n [\n -130,\n 56.84\n ],\n [\n -132,\n 56.84\n ],\n [\n -132,\n 56\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a72e4b07f02db64321b","contributors":{"authors":[{"text":"Koch, Richard D. rkoch@usgs.gov","contributorId":4413,"corporation":false,"usgs":true,"family":"Koch","given":"Richard","email":"rkoch@usgs.gov","middleInitial":"D.","affiliations":[],"preferred":true,"id":226403,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49790,"text":"ofr96232 - 1996 - Level II scour analysis for Bridge 57 (BRIDTH00650057) on Town Highway 65, crossing Broad Brook, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T12:48:50","indexId":"ofr96232","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":"96-232","title":"Level II scour analysis for Bridge 57 (BRIDTH00650057) on Town Highway 65, crossing Broad Brook, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00650057 on Town Highway 65 crossing Broad Brook, Bridgewater, 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 Level I and Level II \nanalyses 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 26.9-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the US left bank is forested; DS left bank is shrub and \nbrushland; US right bank is lawn and the DS right bank has very little vegetation and is \nlargely coincident with the Ottauquechee River.
\nIn the study area, Broad Brook has an incised channel with a slope of approximately 0.0067 \nft/ft, an average channel top width of 60 ft and an average channel depth of 3 ft. The \npredominant channel bed material is gravel (D50 is 46.2 mm or 0.151 ft). The geomorphic \nassessment at the time of the Level I and Level II site visit on October 25, 1994, indicated \nthat the reach was stable.
\nThe Town Highway 65 crossing of Broad Brook is a 47-ft-long, one-lane bridge consisting \nof one 44-ft steel-beam span with a timber deck, supported by vertical concrete abutments \nwith wingwalls on the upstream and downstream sides (Vermont Agency of Transportation, \nwritten commun., August, 1994). The US right wingwall and road approach is protected by \nstone fill. The US and DS right wingwalls and the right abutment are reported as having 1.0 \nto 1.5 ft of scour at the time of the Level one assessment on 10/25/94. Erosion from road \nwash affects all road approach embankments. Broad Brook flows into the Ottauquechee \nRiver approximately 30 ft downstream of the bridge. The channel approach to the bridge is \nstraight with the bridge skewed 20 degrees to flow and the opening skew-to-roadway is 0 \ndegrees. 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).\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 0.4 ft to 1.5 ft and the worst-case \ncontraction scour occurred at the incipient overtopping discharge. Abutment scour ranged \nfrom 6.0 ft to 14.6 ft and the worst-case abutment scour occurred at the 100-year discharge. \nScour depths and depths to armoring are summarized on p. 14 in the section titled “Scour \nResults”. Scour elevations, based on the calculated depths are presented in tables 1 and 2; \na graph of the scour elevations is presented in figure 8 Scour depths were calculated \nassuming an infinite 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/ofr96232","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Olson, S.A., 1996, Level II scour analysis for Bridge 57 (BRIDTH00650057) on Town Highway 65, crossing Broad Brook, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-232, iv, 31 p., https://doi.org/10.3133/ofr96232.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179178,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96232.GIF"},{"id":279393,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0232/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Broad 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":"4f4e4b17e4b07f02db6a5ad5","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":240262,"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":240263,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49799,"text":"ofr96244 - 1996 - Level II scour analysis for Bridge 45a (BRIDUS00040045a) on U.S. Route 4, crossing Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T10:41:02","indexId":"ofr96244","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":"96-244","title":"Level II scour analysis for Bridge 45a (BRIDUS00040045a) on U.S. Route 4, crossing Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDUS00040045a on U.S.. Route 4 crossing the Ottauquechee River, Bridgewater, \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 central Vermont in the town of \nBridgewater. The 72.1-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the overbank areas are lawn or pasture with a few residences. \nThe immediate channel banks have moderately dense woody vegetation.
\nIn the study area, the Ottauquechee River has a sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 81 ft and an average channel \ndepth of 3 ft. The predominant channel bed materials are gravel and cobble (D50 is 54.9 mm \nor 0.180 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 26, 1994, indicated that the reach was stable.
\nThe U.S. Route 4 crossing of the Ottauquechee Riveris a 172-ft-long, two-lane bridge \nconsisting of three steel-beam spans supported by spill-through abutments and two concrete \npiers (Vermont Agency of Transportation, written commun., August 25, 1994). The \nabutment and road approaches are protected by type-2 stone fill (less than 36 inches \ndiameter). The North Branch of the Ottauquechee River joins the Ottauquechee River \napproximately 200 feet upstream of the bridge on the main branch’s left bank. The channel \napproach to the bridge has a mild bend with the bridge skewed 15 degrees to flow; the \nopening-skew-to-roadway is 30 degrees. Additional details describing conditions at the site \nare 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). 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 3.1 to 4.0 ft. with the worst-case \ncontraction scour occurring at the 500-year and incipient road-overflow discharges. \nAbutment scour ranged from 9.3 to 15.2 ft. The worst-case abutment scour also occurred at \nthe 500-year discharge. Pier scour ranged from 11.4 to 12.4 ft. with the worst-case scenario \noccurring at the incipient roadway overflow discharge. The incipient roadway overflow \ndischarge was between the 100- and 500-year discharges. 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, 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/ofr96244","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 45a (BRIDUS00040045a) on U.S. Route 4, crossing Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-244, iv, 30 p., https://doi.org/10.3133/ofr96244.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179257,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96244.GIF"},{"id":279382,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0244/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"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":"4f4e4b17e4b07f02db6a60e3","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":240279,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}