{"pageNumber":"383","pageRowStart":"9550","pageSize":"25","recordCount":36991,"records":[{"id":24738,"text":"ofr96707 - 1997 - GLORIA sidescan sonar field data and navigation data collected in the Gulf of Mexico during R/V Farnella cruises in 1982 and 1985","interactions":[],"lastModifiedDate":"2024-05-08T11:06:54.810828","indexId":"ofr96707","displayToPublicDate":"1997-06-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-707","title":"GLORIA sidescan sonar field data and navigation data collected in the Gulf of Mexico during R/V Farnella cruises in 1982 and 1985","docAbstract":"<p>No abstract available.&nbsp;</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96707","issn":"0094-9140","usgsCitation":"Twichell, D., and Paskevich, V., 1997, GLORIA sidescan sonar field data and navigation data collected in the Gulf of Mexico during R/V Farnella cruises in 1982 and 1985: U.S. Geological Survey Open-File Report 96-707, 1 computer laser optical disk ;4 3/4 in., https://doi.org/10.3133/ofr96707.","productDescription":"1 computer laser optical disk ;4 3/4 in.","costCenters":[],"links":[{"id":157782,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":259848,"rank":2,"type":{"id":23,"text":"Spatial Data"},"url":"https://pubs.usgs.gov/of/1996/0707/index.html","linkFileType":{"id":5,"text":"html"}}],"contact":"<p><a href=\"https://pubs.usgs.gov/contact\" data-mce-href=\"../contact\">Contact Pubs Warehouse</a></p>","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b28e4b07f02db6b160b","contributors":{"authors":[{"text":"Twichell, D.C.","contributorId":84304,"corporation":false,"usgs":true,"family":"Twichell","given":"D.C.","affiliations":[],"preferred":false,"id":192469,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Paskevich, V.F.","contributorId":96285,"corporation":false,"usgs":true,"family":"Paskevich","given":"V.F.","email":"","affiliations":[],"preferred":false,"id":192470,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":24409,"text":"ofr96599 - 1997 - Summary of data concerning radiological contamination at well PM-2, Nevada Test Site, Nye County, Nevada","interactions":[],"lastModifiedDate":"2012-02-02T00:08:16","indexId":"ofr96599","displayToPublicDate":"1997-05-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-599","title":"Summary of data concerning radiological contamination at well PM-2, Nevada Test Site, Nye County, Nevada","docAbstract":"Analysis of water collected during August and September 1993  from well PM-2, on Pahute Mesa at\\x11the Nevada Test Site, indicated  tritium concentrations of\\x1121,000 Bq/L at 610 m below land surface. The  Schooner event (U-20u) was detonated in 1968 approximately 270 meterssoutheast of well PM-2 at a working depth of 108.2 meters. The crater  created by the Schooner event was about 129.8 meters in radius  and\\x1163.4 meters in depth. Geologic and hydrologic properties of the stratigraphic units are  summarized from historical data. The soil around the well and water in  the well were analyzed for radionuclides and water in the well was also  analyzed for inorganic constituents and organic (volatile and  semivolatile) substances.  Close agreement between tritium analyses of water from well PM-2, at  different times and at the same depths, confirms the elevated levels of  tritium. The highest tritium values in the borehole were at 610 meters  below land surface-above the shallowest perforations at 765 meters below  land surface. These values were only slightly higher than values found at  greater depth in the well.","language":"ENGLISH","publisher":"U.S. Geological Survey ;\r\nBranch of Information Services [distributor],","doi":"10.3133/ofr96599","issn":"0094-9140","usgsCitation":"Russell, G., and Locke, G., 1997, Summary of data concerning radiological contamination at well PM-2, Nevada Test Site, Nye County, Nevada: U.S. Geological Survey Open-File Report 96-599, iv, 84 p. :ill., maps ;28 cm., https://doi.org/10.3133/ofr96599.","productDescription":"iv, 84 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":156791,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0599/report-thumb.jpg"},{"id":53498,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0599/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a26e4b07f02db60f61c","contributors":{"authors":[{"text":"Russell, G.M.","contributorId":106154,"corporation":false,"usgs":true,"family":"Russell","given":"G.M.","email":"","affiliations":[],"preferred":false,"id":191876,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Locke, G.L.","contributorId":59065,"corporation":false,"usgs":true,"family":"Locke","given":"G.L.","email":"","affiliations":[],"preferred":false,"id":191875,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50148,"text":"ofr97679 - 1997 - EM Induction and DC Resistivity surveys near the Norman, Oklahoma Landfill - text and figures for the WRD Norman web site","interactions":[],"lastModifiedDate":"2019-12-05T08:46:16","indexId":"ofr97679","displayToPublicDate":"1997-01-01T08:44:47","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-679","title":"EM Induction and DC Resistivity surveys near the Norman, Oklahoma Landfill - text and figures for the WRD Norman web site","docAbstract":"<p>No abstract available.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr97679","usgsCitation":"Lucius, J.E., and Bisdorf, R.J., 1997, EM Induction and DC Resistivity surveys near the Norman, Oklahoma Landfill - text and figures for the WRD Norman web site: U.S. Geological Survey Open-File Report 97-679, https://doi.org/10.3133/ofr97679.","costCenters":[{"id":589,"text":"Toxic Substances Hydrology Program","active":true,"usgs":true}],"links":[{"id":369948,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"country":"United States 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J.","contributorId":117705,"corporation":false,"usgs":true,"family":"Bisdorf","given":"R.","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":511369,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50035,"text":"ofr97817 - 1997 - Level II scour analysis for Bridge 19 (SHEFTH00440019) on Town Highway 44, crossing Trout Brook, Sheffield, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T15:37:24","indexId":"ofr97817","displayToPublicDate":"1997-01-01T07:30:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-817","title":"Level II scour analysis for Bridge 19 (SHEFTH00440019) on Town Highway 44, crossing Trout Brook, Sheffield, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure SHEFTH00440019 on Town Highway 44 crossing Trout Brook, Sheffield, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D. </p><p>The site is in the White Mountain section of the New England physiographic province in northeastern Vermont. The 3.0-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is grass on the upstream and downstream right overbanks, while the immediate banks have dense woody vegetation. The surface cover of the upstream and downstream left overbanks is shrub and brushland. </p><p>In the study area, Trout Brook has an incised, sinuous channel with a slope of approximately 0.03 ft/ft, an average channel top width of 45 ft and an average bank height of 6 ft. The channel bed material ranges from sand to boulder with a median grain size (D<sub>50</sub>) of 116 mm (0.381 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 31, 1995, indicated that the reach was stable. </p><p>The Town Highway 44 crossing of Trout Brook is a 24-ft-long, one-lane bridge consisting of a 22-foot steel-stringer span (Vermont Agency of Transportation, written communication, March 28, 1994). The opening length of the structure parallel to the bridge face is 19.8 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is zero degrees. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) for the 100- and 500-year discharges. In addition, the incipient roadway-overtopping discharge was analyzed since it has the potential of being the worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows. </p><p>Contraction scour for all modelled flows resulted in zero ft. Left abutment scour ranged from 4.4 to 5.6 ft. The worst-case left abutment scour occurred at the 500-year discharge. Right abutment scour ranged from 3.6 to 4.8 ft. The worst-case right abutment scour occurred at the incipient roadway-overtopping discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97817","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Medalie, L., 1997, Level II scour analysis for Bridge 19 (SHEFTH00440019) on Town Highway 44, crossing Trout Brook, Sheffield, Vermont: U.S. Geological Survey Open-File Report 97-817, iv, 50 p., https://doi.org/10.3133/ofr97817.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":175953,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97817.PNG"},{"id":279649,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0817/report.pdf"}],"country":"United States","state":"Vermont","city":"Sheffield","otherGeospatial":"Trout Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.202901,44.585664 ], [ -72.202901,44.703495 ], [ -72.065884,44.703495 ], [ -72.065884,44.585664 ], [ -72.202901,44.585664 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81de","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240674,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240675,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50036,"text":"ofr97818 - 1997 - Level II scour analysis for Bridge 8 (ATHETH00090008) on Town Highway 9, crossing Bull Creek, Athens, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T13:58:46","indexId":"ofr97818","displayToPublicDate":"1997-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-818","title":"Level II scour analysis for Bridge 8 (ATHETH00090008) on Town Highway 9, crossing Bull Creek, Athens, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nATHETH00090008 on Town Highway 9 crossing Bull Creek in Athens, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin southeastern Vermont. The 9.04-mi<sup>2</sup>\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the left overbank surface cover is shrub and \nbrushland and the right overbank surface cover is pasture.\nIn the study area, Bull Creek has an sinuous channel with a slope of approximately 0.01 ft/\nft, an average channel top width of 41 ft and an average bank height of 4 ft. The \npredominant channel bed materials are cobbles and gravel with a median grain size (D<sub>50</sub>) of \n72.1 mm (0.236 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on August 14, 1996, indicated that the reach was laterally unstable. There are several \npoint bars and cut banks along the reach in the vicinity of this site. \nThe Town Highway 9 crossing of Bull Creek is a 32-ft-long, one-lane bridge consisting of \none 28-foot steel-beam span (Vermont Agency of Transportation, written communication, \nApril 5, 1995). The bridge is supported by vertical, “laid-up” stone abutments with concrete \ncaps and no wingwalls. The channel is skewed approximately 15 degrees to the opening. \nThe VTAOT bridge records indicate the opening-skew-to-roadway is 9 degrees while that \ncomputed from surveyed points is 5 degrees.\nA scour hole 1.75 feet deeper than the mean thalweg depth was observed under the bridge \nduring the Level I assessment. The scour hole has lowered the streambed along the entire \nlength of the left abutment and the upstream end of the right abutment. The scour depth at \neach abutment wall is 0.75 feet deeper than the mean thalweg depth elsewhere in the reach. \nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) on the upstream banks and downstream left bank. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.4 feet. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge of 1730 cubic feet per \nsecond, which was less than the 100-year discharge. Abutment scour ranged from 7.6 to \n11.4 feet. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97818","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Burns, R.L., 1997, Level II scour analysis for Bridge 8 (ATHETH00090008) on Town Highway 9, crossing Bull Creek, Athens, Vermont: U.S. Geological Survey Open-File Report 97-818, iv, 50 p., https://doi.org/10.3133/ofr97818.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":175954,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97818.PNG"},{"id":279648,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0818/report.pdf"}],"country":"United States","state":"Vermont","city":"Athens","otherGeospatial":"Bull Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.640371,43.071099 ], [ -72.640371,43.148786 ], [ -72.557928,43.148786 ], [ -72.557928,43.071099 ], [ -72.640371,43.071099 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a56bb","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240677,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240676,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50034,"text":"ofr97816 - 1997 - Level II scour analysis for Bridge 30, (HUNTTH00220030), on Town Highway 22, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T13:10:49","indexId":"ofr97816","displayToPublicDate":"1997-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-816","title":"Level II scour analysis for Bridge 30, (HUNTTH00220030), on Town Highway 22, crossing Brush Brook, Huntington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00220030 on Town Highway 22 crossing Brush Brook, Huntington, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 4.98-mi<sup>2</sup>\n\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is forest.\nIn the study area, Brush Brook has an incised, straight channel with a slope of \napproximately 0.06 ft/ft, an average channel top width of 49 ft and an average bank height \nof 9 ft. The channel bed material ranges from sand to boulders with a median grain size \n(D<sub>50</sub>) of 206 mm (0.675 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on June 25, 1996, indicated that the reach was stable.\nThe Town Highway 22 crossing of Brush Brook is a 30-ft-long, one-lane bridge consisting \nof one 27-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, December 12, 1995). The opening length of the structure parallel to the \nbridge face is 25.6 ft. The bridge is supported by vertical, concrete abutments. The channel \nis skewed approximately zero degrees to the opening while the computed opening-skew-toroadway is 15 degrees. \nA scour hole 1 ft deeper than the mean thalweg was observed along the left abutment during \nthe Level I assessment. The left abutment footing is exposed and undermined. The only \nscour countermeasure noted at the site was type-2 stone fill (less than 36 inches diameter) \nalong the downstream left road approach embankment. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows was zero. Abutment scour ranged from 7.8 to 10.1 \nft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97816","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., 1997, Level II scour analysis for Bridge 30, (HUNTTH00220030), on Town Highway 22, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-816, iv, 47 p., https://doi.org/10.3133/ofr97816.","productDescription":"iv, 47 p.","numberOfPages":"51","costCenters":[],"links":[{"id":175845,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279650,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0816/report.pdf"}],"country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.032655,44.222232 ], [ -73.032655,44.365071 ], [ -72.879139,44.365071 ], [ -72.879139,44.222232 ], [ -73.032655,44.222232 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7ebf","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240673,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50031,"text":"ofr97813 - 1997 - Level II scour analysis for Bridge 8, (MANCTH00060008) on Town Highway 6, crossing Bourn Brook, Manchester, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:23:46","indexId":"ofr97813","displayToPublicDate":"1997-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-813","title":"Level II scour analysis for Bridge 8, (MANCTH00060008) on Town Highway 6, crossing Bourn Brook, Manchester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMANCTH00060008 on Town Highway 6 crossing Bourn Brook, Manchester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Taconic section of the New England physiographic province in \nsouthwestern Vermont. The 15.5-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. The bridge site is located within a suburban setting in the Town of Manchester with \nhouses and lawns on the overbanks.\nIn the study area, Bourn Brook has an incised, straight channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 61 ft and an average bank height \nof 7 ft. The channel bed material ranges from sand to cobbles with a median grain size (D<sub>50</sub>) \nof 87.2 mm (0.286 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 6, 1996, indicated that the reach was stable.\nThe Town Highway 6 crossing of Bourn Brook is a 44-ft-long, two-lane bridge consisting \nof one 41-foot concrete T-beam span (Vermont Agency of Transportation, written \ncommunication, September 28, 1995). The opening length of the structure parallel to the \nbridge face is 40.0 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately zero degrees to the opening while the \nopening-skew-to-roadway is 15 degrees. \nA scour hole 3.5 ft deeper than the mean thalweg depth was observed along the upstream \nright wingwall and right abutment during the Level I assessment. The scour \ncountermeasures at the site were stone walls in front of the upstream left wingwall and \nbank, along the upstream right bank extending from the end of the upstream right wingwall, \nand in front of the downstream right wingwall and bank. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge was determined and analyzed as another potential worst-case scour scenario. \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows was zero ft. The left abutment scour ranged from \n3.6 to 9.2 ft. The worst-case left abutment scour occurred at the 500-year discharge. The \nright abutment scour ranged from 9.8 to 12.6 ft. The worst case right abutment scour \noccurred at the 500-year discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97813","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Hammond, R.E., 1997, Level II scour analysis for Bridge 8, (MANCTH00060008) on Town Highway 6, crossing Bourn Brook, Manchester, Vermont: U.S. Geological Survey Open-File Report 97-813, iv, 50 p., https://doi.org/10.3133/ofr97813.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162210,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97813.PNG"},{"id":279653,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0813/report.pdf"}],"country":"United States","state":"Vermont","city":"Manchester","otherGeospatial":"Bourn Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.13495,43.117147 ], [ -73.13495,43.213817 ], [ -73.001787,43.213817 ], [ -73.001787,43.117147 ], [ -73.13495,43.117147 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55fb","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240668,"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":240667,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50032,"text":"ofr97814 - 1997 - Level II scour analysis for Bridge 16, (NEWBTH00500016) on Town Highway 50, crossing Halls Brook, Newbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:34:04","indexId":"ofr97814","displayToPublicDate":"1997-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-814","title":"Level II scour analysis for Bridge 16, (NEWBTH00500016) on Town Highway 50, crossing Halls Brook, Newbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNEWBTH00500016 on Town Highway 50 crossing Halls Brook, Newbury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 23.4-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is shrub and brushland.\nIn the study area, Halls Brook has an incised, sinuous channel with a slope of approximately \n0.02 ft/ft, an average channel top width of 53 ft and an average bank height of 7 ft. The \nchannel bed material ranges from silt to gravel with a median grain size (D<sub>50</sub>) of 40.4 mm \n(0.133 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nAugust 29, 1995, indicated that the reach was laterally unstable. The channel bed and banks \nare composed of fine material and show signs of erosion. There is also evidence of beaver \nactivity in the area.\nThe Town Highway 50 crossing of Halls Brook is a 44-ft-long, two-lane bridge consisting \nof one 38-foot prestressed concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 27, 1995). The opening length of the structure parallel to the bridge \nface is 35.2 ft. The bridge is supported by vertical, stone masonry abutments. The channel is \nskewed approximately 40 degrees to the opening while the computed opening-skew-toroadway is 5 degrees. \nA channel scour hole 1.0 ft deeper than the mean thalweg depth was observed just upstream \nof the bridge behind the remains of a beaver dam during the Level I assessment. An \nadditional channel scour hole 4.5 ft deeper than the mean thalweg depth was observed in the \ndownstream reach. The scour countermeasures at the site included type-1 stone fill (less \nthan 12 inches diameter) along the left abutment and type-2 stone fill (less than 36 inches \ndiameter) along the right abutment and left bank upstream and downstream. Along the \ndownstream right bank is type-3 stone fill (less than 48 inches diameter) and along the \nupstream right bank is type-4 stone fill (less than 60 inches diameter). Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge was analyzed since it has the potential of being the worst-case scour scenario. \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 2.6 to 4.6 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge. The left \nabutment scour ranged from 11.6 to 12.1 ft. The worst-case left abutment scour occurred at \nthe incipient road-overtopping discharge. The right abutment scour ranged from 13.6 to \n17.9 ft. The worst-case right abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin Tables 1 and 2. A cross-section of the scour computed at the bridge is presented in Figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 46). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr97814","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Degnan, J.R., 1997, Level II scour analysis for Bridge 16, (NEWBTH00500016) on Town Highway 50, crossing Halls Brook, Newbury, Vermont: U.S. Geological Survey Open-File Report 97-814, iv, 50 p., https://doi.org/10.3133/ofr97814.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162211,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97814.PNG"},{"id":279652,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0814/report.pdf"}],"country":"United States","state":"Vermont","city":"Newbury","otherGeospatial":"Halls Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.207802,44.029626 ], [ -72.207802,44.192053 ], [ -72.030133,44.192053 ], [ -72.030133,44.029626 ], [ -72.207802,44.029626 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8251","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240670,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true},{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240669,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50030,"text":"ofr97809 - 1997 - Level II scour analysis for Bridge 81 (MARSUS00020081) on U.S. Highway 2, crossing the Winooski River, Marshfield, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:16:26","indexId":"ofr97809","displayToPublicDate":"1997-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-809","title":"Level II scour analysis for Bridge 81 (MARSUS00020081) on U.S. Highway 2, crossing the Winooski River, Marshfield, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMARSUS00020081 on U.S. Highway 2 crossing the Winooski River, Marshfield, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin central Vermont. The 50.2-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture upstream of the bridge \nwhile the immediate banks have dense woody vegetation. Downstream of the bridge is \nforested with buildings near the bridge on the right bank.\nIn the study area, the Winooski River has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 83 ft and an average bank height \nof 10 ft. The channel bed material ranges from cobble to boulder with a median grain size \n(D<sub>50</sub>) of 64.0 mm (0.210 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on July 23, 1996, indicated that the reach was stable.\nThe U.S. Highway 2 crossing of the Winooski River is a 49-ft-long, two-lane bridge \nconsisting of one 47-foot concrete T-beam span (Vermont Agency of Transportation, \nwritten communication, November 1, 1995). The opening length of the structure parallel to \nthe bridge face is 44.9 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 10 degrees to the opening while the \nopening-skew-to-roadway is zero degrees.\nA scour hole 1 ft deeper than the mean thalweg depth was observed near the upstream left \nwingwall during the Level I assessment. The scour protection measures at the site included \ntype-1 stone fill (less than 12 inches diameter) at the upstream end of the upstream left and \nright wingwall, the downstream end of the downstream left wingwall, and along the \nupstream left and right banks. There was also type-3 stone fill (less than 48 inches \ndiameter) at the downstream left bank and type-2 stone fill (less than 36 inches diameter) \nalong the downstream right bank. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 2.1 to 4.2 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Left abutment scour ranged from 14.3 \nto 14.4 ft. The worst-case left abutment scour occurred at the incipient roadwayovertopping and 500-year discharge. Right abutment scour ranged from 15.3 to 18.5 ft. The \nworst-case right abutment scour occurred at the 100-year and the incipient roadwayovertopping 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) give “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/ofr97809","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 81 (MARSUS00020081) on U.S. Highway 2, crossing the Winooski River, Marshfield, Vermont: U.S. Geological Survey Open-File Report 97-809, iv, 50 p., https://doi.org/10.3133/ofr97809.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162125,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97809.PNG"},{"id":279654,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0809/report.pdf"}],"country":"United States","state":"Vermont","city":"Marshfield","otherGeospatial":"Winooski River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.439995,44.246264 ], [ -72.439995,44.382911 ], [ -72.26985,44.382911 ], [ -72.26985,44.246264 ], [ -72.439995,44.246264 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5618","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240666,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":70046401,"text":"ofr93137 - 1997 - Data-collection methods and quality-assurance/quality-control procedures used in the study of episodic stream acidification and its effect on fish and aquatic invertebrates in four Catskill Mountain streams, New York, 1988-90","interactions":[],"lastModifiedDate":"2013-07-08T12:19:23","indexId":"ofr93137","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"93-137","title":"Data-collection methods and quality-assurance/quality-control procedures used in the study of episodic stream acidification and its effect on fish and aquatic invertebrates in four Catskill Mountain streams, New York, 1988-90","docAbstract":"The U.S. Geological Survey, in cooperation with the U.S. Environmental Protection Agency, conducted a 20-month study during 1988-90 to evaluate the effects of episodic acidification on fish and aquatic invertebrates in pristine headwater streams in the Catskill Mountains of New York. The study was part of the Episodic Response Project, a regional survey of episodic acidification by the U.S. Environmental Protection Agency, and was carried out simultaneously with other studies in the Adirondack Mountains of New York by the Adirondack Lake Survey Corporation and in central Pennsylvania by Pennsylvania State University. This report summarizes the methods used, describes the sampling sites, and presents the data collected from October 1, 1988 through May 30, 1990 at four headwater watersheds (Biscuit Brook, East Branch Neversink River, Black Brook, and High Falls Brook). The study entailed (1) monitoring the quantity and chemical quality of atmospheric deposition and the quality of discharge of streams, and (2) experiments to determine the effect of stream-water-quality changes on fish and invertebrate populations.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr93137","collaboration":"Prepared in cooperation with the U.S. Environmental Protection Agency","usgsCitation":"Ranalli, A.J., Baldigo, B.P., Horan-Ross, D., and Allen, R.V., 1997, Data-collection methods and quality-assurance/quality-control procedures used in the study of episodic stream acidification and its effect on fish and aquatic invertebrates in four Catskill Mountain streams, New York, 1988-90: U.S. Geological Survey Open-File Report 93-137, vi, 83 p., https://doi.org/10.3133/ofr93137.","productDescription":"vi, 83 p.","numberOfPages":"90","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":273603,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":274551,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1993/0137/report.pdf"}],"country":"United States","state":"New York;Pennsylvania","otherGeospatial":"Catskill Mountain","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -80.49,39.68 ], [ -80.49,45.36 ], [ -73.16,45.36 ], [ -73.16,39.68 ], [ -80.49,39.68 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"51b846e2e4b03203c522b1c8","contributors":{"authors":[{"text":"Ranalli, Anthony J. tranalli@usgs.gov","contributorId":1195,"corporation":false,"usgs":true,"family":"Ranalli","given":"Anthony","email":"tranalli@usgs.gov","middleInitial":"J.","affiliations":[],"preferred":true,"id":479615,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Baldigo, Barry P. 0000-0002-9862-9119 bbaldigo@usgs.gov","orcid":"https://orcid.org/0000-0002-9862-9119","contributorId":1234,"corporation":false,"usgs":true,"family":"Baldigo","given":"Barry","email":"bbaldigo@usgs.gov","middleInitial":"P.","affiliations":[{"id":474,"text":"New York Water Science Center","active":true,"usgs":true}],"preferred":true,"id":479616,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Horan-Ross, Debra","contributorId":48466,"corporation":false,"usgs":true,"family":"Horan-Ross","given":"Debra","email":"","affiliations":[],"preferred":false,"id":479618,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Allen, Ronald V.","contributorId":28657,"corporation":false,"usgs":true,"family":"Allen","given":"Ronald","email":"","middleInitial":"V.","affiliations":[],"preferred":false,"id":479617,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":44307,"text":"ofr96646 - 1997 - Combined-sewer overflow data and methods of sample collection for selected sites, Detroit, Michigan","interactions":[],"lastModifiedDate":"2024-11-15T20:04:25.953938","indexId":"ofr96646","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-646","title":"Combined-sewer overflow data and methods of sample collection for selected sites, Detroit, Michigan","docAbstract":"<p>The discharge of untreated sewage is illegal in Michigan unless permitted under Act 245 due to public health concerns. In October, 1992, the Michigan Department of Natural Resources (MDNR, now the Michigan Department of Environmental Quality) issued a discharge permit to Detroit authorizing discharge from the City's 78 combined-sewer overflows (CSOs), and requiring that a long-term control plan be developed to achieve mandated waterquality standards in receiving waters. The U.S. Environmental Protection Agency (USEPA) issued a national CSO policy in April, 1994, which requires (1) operational improvements of existing systems to minimize discharges and prevent their occurrence in dry weather; (2) publicly operated treatment works (POTW) to characterize the frequency and volume of discharges; and (3) construction of CSO discharge control projects where necessary.</p><p>In 1993, the Southeast Michigan Council of Governments (SEMCOG) requested assistance from the U.S. Geological Survey (USGS), in cooperation with Detroit Water and Sewerage Department (DWSD) and MDNR, Surface Water Quality Division, to address part of the technical data requirements for requirement 2. The USGS scope of services for this interdisciplinary, multiagency investigation consisted of collection, compilation, and interpretation of the necessary hydrologic data, and documentation of results. In addition to USGS personnel, personnel from DWSD assisted with the field collection of samples and in alerting USGS personnel to CSO effluent discharges.</p><p>From October 1, 1994 through December 31, 1995, four CSOs discharging to the Detroit River in Detroit, Michigan (figure 1) were monitored to characterize storm-related water quantity and quality. Water velocity, stage, and precipitation were measured continuously and recorded at 5-minute intervals. Water-quality samples were collected at discrete times during storms and analyzed for inorganic and organic pollutants. Discharges were sampled between 30 and 78 times for inorganic pollutants, and between 14 and 22 times for organic pollutants, depending on the site. These samples represented between 8 and 17 storms during which one or more of the four selected CSOs discharged. The monitored pollutants included fecal coliform, fecal streptococci, and Escherichia coli; antimony, arsenic, beryllium, cadmium, hexavalent chromium, total chromium, cobalt, copper, iron, lead, manganese, mercury, nickel, silver, thallium and zinc; and polychlorinated biphenyl congeners, volatile organic compounds, and polynuclear aromatic hydrocarbons. Metal and non-metal inorganic pollutants were detected at all sites. Many organic pollutants were not detected at all.<span id=\"_mce_caret\" data-mce-bogus=\"true\"><strong></strong></span></p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96646","collaboration":"Prepared in cooperation with: City of Detroit, Michigan Southeast Michigan Council of Governments Michigan Department of Environmental Quality","usgsCitation":"Sweat, M., and Wolf, J., 1997, Combined-sewer overflow data and methods of sample collection for selected sites, Detroit, Michigan: U.S. Geological Survey Open-File Report 96-646, 23 p., https://doi.org/10.3133/ofr96646.","productDescription":"23 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":168752,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0646/report-thumb.jpg"},{"id":464205,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0646/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Michigan","city":"Detroit","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -83.4796142578125,\n              42.16238548673798\n            ],\n            [\n              -83.4796142578125,\n              42.527784255084676\n            ],\n            [\n              -82.81219482421875,\n              42.527784255084676\n            ],\n            [\n              -82.81219482421875,\n              42.16238548673798\n            ],\n            [\n              -83.4796142578125,\n              42.16238548673798\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b24e4b07f02db6ae6eb","contributors":{"authors":[{"text":"Sweat, M.J.","contributorId":90786,"corporation":false,"usgs":true,"family":"Sweat","given":"M.J.","email":"","affiliations":[],"preferred":false,"id":229522,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Wolf, J.R.","contributorId":58702,"corporation":false,"usgs":true,"family":"Wolf","given":"J.R.","email":"","affiliations":[],"preferred":false,"id":229521,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":23223,"text":"ofr97745B - 1997 - Shaded-relief map of the San Francisco Bay region, California","interactions":[{"subject":{"id":23223,"text":"ofr97745B - 1997 - Shaded-relief map of the San Francisco Bay region, California","indexId":"ofr97745B","publicationYear":"1997","noYear":false,"chapter":"B","title":"Shaded-relief map of the San Francisco Bay region, California"},"predicate":"IS_PART_OF","object":{"id":77853,"text":"ofr97745 - 1997 - San Francisco Bay region, California, landslide folio","indexId":"ofr97745","publicationYear":"1997","noYear":false,"title":"San Francisco Bay region, California, landslide folio"},"id":1}],"isPartOf":{"id":77853,"text":"ofr97745 - 1997 - San Francisco Bay region, California, landslide folio","indexId":"ofr97745","publicationYear":"1997","noYear":false,"title":"San Francisco Bay region, California, landslide folio"},"lastModifiedDate":"2023-04-04T19:00:22.150926","indexId":"ofr97745B","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-745","chapter":"B","title":"Shaded-relief map of the San Francisco Bay region, California","docAbstract":"<p>No abstract available.</p>","largerWorkType":{"id":18,"text":"Report"},"largerWorkTitle":"San Francisco Bay region, California, landslide folio (Open-File Report 97-745)","largerWorkSubtype":{"id":5,"text":"USGS Numbered Series"},"language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97745B","usgsCitation":"Graham, S.E., and Pike, R.J., 1997, Shaded-relief map of the San Francisco Bay region, California: U.S. Geological Survey Open-File Report 97-745, 8 p., https://doi.org/10.3133/ofr97745B.","productDescription":"8 p.","costCenters":[],"links":[{"id":415182,"rank":5,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_18847.htm","linkFileType":{"id":5,"text":"html"}},{"id":52528,"rank":3,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0745b/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":8403,"rank":4,"type":{"id":2,"text":"Additional Report Piece"},"url":"https://pubs.usgs.gov/of/1997/of97-745/","linkFileType":{"id":5,"text":"html"}},{"id":154412,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1997/0745b/report-thumb.jpg"},{"id":8404,"rank":2,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1997/of97-745/of97-745b.html","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"California","otherGeospatial":"San Francisco Bay region","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"coordinates\": [\n          [\n            [\n              -123.486,\n              38.869\n            ],\n            [\n              -123.486,\n              36.869\n            ],\n            [\n              -121.217,\n              36.869\n            ],\n            [\n              -121.217,\n              38.869\n            ],\n            [\n              -123.486,\n              38.869\n            ]\n          ]\n        ],\n        \"type\": \"Polygon\"\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49fbe4b07f02db5f4a99","contributors":{"authors":[{"text":"Graham, Scott E. sgraham@usgs.gov","contributorId":2907,"corporation":false,"usgs":true,"family":"Graham","given":"Scott","email":"sgraham@usgs.gov","middleInitial":"E.","affiliations":[],"preferred":true,"id":189670,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Pike, Richard J. rpike@usgs.gov","contributorId":5753,"corporation":false,"usgs":true,"family":"Pike","given":"Richard","email":"rpike@usgs.gov","middleInitial":"J.","affiliations":[],"preferred":true,"id":189671,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":24930,"text":"ofr95802 - 1997 - Preliminary geologic map of the Fillmore 7.5' quadrangle, Southern California: A digital database","interactions":[],"lastModifiedDate":"2023-06-07T18:58:47.929488","indexId":"ofr95802","displayToPublicDate":"1996-06-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"95-802","title":"Preliminary geologic map of the Fillmore 7.5' quadrangle, Southern California: A digital database","docAbstract":"<p>This Open-File report is a digital geologic map database. This pamphlet serves to introduce and describe the digital data. There is no paper map included in the Open-File report.</p>\n<br/>\n<p>This digital map database is compiled from previously published sources combined with some new mapping and modifications in nomenclature. The geologic map database delineates map units that are identified by general age and lithology following the stratigraphic nomenclature of the U. S. Geological Survey. For detailed descriptions of the units, their stratigraphic relations, sources of geologic mapping, and data on exploratory wells consult Yerkes and Campbell (1995), and Yerkes and Showalter (1990). More specific information about the units may be available in the original sources.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr95802","issn":"0094-9140","usgsCitation":"Yerkes, R., and Campbell, R.H., 1997, Preliminary geologic map of the Fillmore 7.5' quadrangle, Southern California: A digital database: U.S. Geological Survey Open-File Report 95-802, Readme: PDF, 11 p.; Readme: TXT; All database files; Geology; Structure; Wells; Composite base map, https://doi.org/10.3133/ofr95802.","productDescription":"Readme: PDF, 11 p.; Readme: TXT; All database files; Geology; Structure; Wells; Composite base map","numberOfPages":"11","additionalOnlineFiles":"Y","costCenters":[{"id":312,"text":"Geology, Minerals, Energy, and Geophysics Science Center","active":true,"usgs":true}],"links":[{"id":284127,"rank":7,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr95802.jpg"},{"id":284125,"rank":1,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-topo.e00.gz"},{"id":284124,"rank":2,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-wells.e00.gz"},{"id":284123,"rank":3,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-strc.e00.gz"},{"id":284120,"rank":6,"type":{"id":20,"text":"Read Me"},"url":"https://pubs.usgs.gov/of/1995/0802/pdf/of95-802.pdf"},{"id":284122,"rank":4,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-geol.e00.gz"},{"id":284121,"rank":5,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fill.tar.gz"},{"id":7655,"rank":8,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1995/0802/","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"California","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -119.0,34.375 ], [ -119.0,34.5 ], [ -118.875,34.5 ], [ -118.875,34.375 ], [ -119.0,34.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b02e4b07f02db698aa9","contributors":{"authors":[{"text":"Yerkes, R.F.","contributorId":105752,"corporation":false,"usgs":true,"family":"Yerkes","given":"R.F.","affiliations":[],"preferred":false,"id":192820,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Campbell, R. H.","contributorId":52160,"corporation":false,"usgs":true,"family":"Campbell","given":"R.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":192819,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":21500,"text":"ofr9590 - 1997 - Preliminary geologic map of the Canoga Park 7.5' Quadrangle, southern California: A digital database","interactions":[],"lastModifiedDate":"2024-07-30T18:21:09.957386","indexId":"ofr9590","displayToPublicDate":"1995-07-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"95-90","title":"Preliminary geologic map of the Canoga Park 7.5' Quadrangle, southern California: A digital database","docAbstract":"<p>No abstract available.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr9590","usgsCitation":"Yerkes, R., and Campbell, R., 1997, Preliminary geologic map of the Canoga Park 7.5' Quadrangle, southern California: A digital database: U.S. Geological Survey Open-File Report 95-90, 12 p., https://doi.org/10.3133/ofr9590.","productDescription":"12 p.","costCenters":[],"links":[{"id":7861,"rank":4,"type":{"id":16,"text":"Metadata"},"url":"https://geo-nsdi.er.usgs.gov/metadata/open-file/95-90/metadata.faq.html","linkFileType":{"id":5,"text":"html"}},{"id":431630,"rank":5,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1995/0090/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":400190,"rank":2,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_22960.htm"},{"id":154596,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1995/0090/report-thumb.jpg"},{"id":7860,"rank":3,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1995/of95-090/","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"California","otherGeospatial":"Canoga Park 7.5' quadrangle","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -118.5,\n              34.125\n            ],\n            [\n              -118.625,\n              34.125\n            ],\n            [\n              -118.625,\n              34.25\n            ],\n            [\n              -118.5,\n              34.25\n            ],\n            [\n              -118.5,\n              34.125\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aafe4b07f02db66cc08","contributors":{"authors":[{"text":"Yerkes, R.F.","contributorId":105752,"corporation":false,"usgs":true,"family":"Yerkes","given":"R.F.","affiliations":[],"preferred":false,"id":184548,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Campbell, Russell H.","contributorId":91074,"corporation":false,"usgs":true,"family":"Campbell","given":"Russell H.","affiliations":[],"preferred":false,"id":184547,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50037,"text":"ofr97819 - 1997 - Level II scour analysis for Bridge 29 (ROYATH00920029) on Town Highway 92, crossing the First Branch White River, Royalton, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T15:13:22","indexId":"ofr97819","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-819","title":"Level II scour analysis for Bridge 29 (ROYATH00920029) on Town Highway 92, crossing the First Branch White River, Royalton, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure ROYATH00920029 on Town Highway 92 crossing the First Branch White River, Royalton, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D. </p><p>The site is in the New England Upland section of the New England physiographic province in central Vermont. The 101-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture upstream and downstream of the bridge. </p><p>In the study area, the First Branch White River has an incised, sinuous channel with a slope of approximately 0.001 ft/ft, an average channel top width of 81 ft and an average bank height of 9 ft. The channel bed material ranges from sand to bedrock with a median grain size (D<sub>50</sub>) of 1.18 mm (0.00347 ft). The geomorphic assessment at the time of the Level I site visit on July 23, 1996 and Level II site visit on June 2, 1995, indicated that the reach was stable. </p><p>The Town Highway 92 crossing of the First Branch White River is a 59-ft-long, one-lane bridge consisting of a 57-foot steel-stringer span (Vermont Agency of Transportation, written communication, March 23, 1995). The opening length of the structure parallel to the bridge face is 52.2 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 20 degrees to the opening while the opening-skew-to-roadway is zero degrees. </p><p>A scour hole 4.0 ft deeper than the mean thalweg depth was observed in the upstream channel during the Level I assessment. The only scour protection measure at the site was type-2 stone fill (less than 36 inches diameter) along the upstream left and right wingwalls, the left abutment and downstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) for the 100- and 500-year discharges. In addition, the incipient roadway-overtopping discharge was determined and analyzed as another potential worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows. </p><p>Contraction scour for all modelled flows ranged from 0.0 to 4.1 ft. The worst-case contraction scour occurred at the incipient roadway-overtopping discharge, which was less than the 100-year discharge. Left abutment scour ranged from 12.9 to 15.4 ft, where the worst-case abutment scour occurred at the 500-year discharge. Right abutment scour ranged from 14.5 to 15.0 ft, where the worst-case abutment scour occurred at the 100-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97819","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Hammond, R.E., 1997, Level II scour analysis for Bridge 29 (ROYATH00920029) on Town Highway 92, crossing the First Branch White River, Royalton, Vermont: U.S. Geological Survey Open-File Report 97-819, iv, 50 p., https://doi.org/10.3133/ofr97819.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":175955,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97819.PNG"},{"id":279647,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0819/report.pdf"}],"country":"United States","state":"Vermont","city":"Royalton","otherGeospatial":"First Branch White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.64516,43.756585 ], [ -72.64516,43.873348 ], [ -72.460132,43.873348 ], [ -72.460132,43.756585 ], [ -72.64516,43.756585 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7efb","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240678,"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":240679,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49868,"text":"ofr974 - 1997 - Level II scour analysis for Bridge 6 (BRISVT01160006) on State Highway 116, crossing Little Notch Brook, Bristol, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:26:50","indexId":"ofr974","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-4","title":"Level II scour analysis for Bridge 6 (BRISVT01160006) on State Highway 116, crossing Little Notch Brook, Bristol, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRISVT01160006 on State Route 116 crossing the Little Notch Brook, Bristol, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province of \nWest-central Vermont in the town of Bristol. The 8.59-mi<sup>2</sup>\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the surface cover is \ndense forest except for the downstream left side, which is row crops. \nIn the study area, Little Notch Brook has a sinuous channel with a slope of approximately \n0.005 ft/ft, an average channel top width of 32 ft and an average channel depth of 4 ft. The \npredominant channel bed material is sand and gravel with a median grain size (D<sub>50</sub>\n) of 17.4 \nmm (0.0570 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non June 13, 1996, indicated that the reach was laterally unstable. The sinuous configuration \nof the channel with fine bed and bank material, a sharp channel bend upstream, and point \nbars and cut-banks upstream and downstream of this site are among the primary \ncharacteristics, which suggest lateral instability. \nIn addition, there is evidence of streambed degradation at this site. A large eddy was noted \nat the location where Little Notch Brook enters the New Haven River about 100 feet \ndownstream. There was a large scour hole noted at the location of the eddy, which is likely \nto remove streambed material at least as quickly as supplied from upstream on Little Notch \nBrook. Hence, channel degradation may be significant during a flood event.\nThe state route 116 crossing of Little Notch Brook is a 24-ft-long, two-lane bridge \nconsisting of one 21-foot concrete span (Vermont Agency of Transportation, written \ncommunication, December 14, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 15 degrees to the opening \nwhile the opening-skew-to-roadway is 25 degrees. \nThere was one foot of scour evident along the downstream half of the left abutment footing \nand some separation of the left abutment wall from the deck above due to settling. The left \nabutment footing was undermined up to a foot at the downstream end. The scour protection \nmeasures at the site were type-1 stone fill (less than 12 inches diameter) on the upstream left \nbank and type-2 stone fill (less than 36 inches diameter) on the right banks and right \nwingwalls upstream and downstream of the structure. 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). 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 3.2 to 4.3 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.0 to \n10.0 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \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/ofr974","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Burns, R.L., 1997, Level II scour analysis for Bridge 6 (BRISVT01160006) on State Highway 116, crossing Little Notch Brook, Bristol, Vermont: U.S. Geological Survey Open-File Report 97-4, iv, 53 p., https://doi.org/10.3133/ofr974.","productDescription":"iv, 53 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169560,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr974.PNG"},{"id":279832,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0004/report.pdf"}],"country":"United States","state":"Vermont","city":"Bristol","otherGeospatial":"Little Notch Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.149505,44.040797 ], [ -73.149505,44.192184 ], [ -73.0158,44.192184 ], [ -73.0158,44.040797 ], [ -73.149505,44.040797 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5a25","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240390,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240389,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50033,"text":"ofr97815 - 1997 - Level II scour analysis for Bridge 37, (BRNETH00740037) on Town Highway 74, crossing South Peacham Brook, Barnet, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:48:32","indexId":"ofr97815","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-815","title":"Level II scour analysis for Bridge 37, (BRNETH00740037) on Town Highway 74, crossing South Peacham Brook, Barnet, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNETH00740037 on Town Highway 74 crossing South Peacham Brook, Barnet, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin northeastern Vermont. The 12.1-mi<sup>2</sup>\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is pasture upstream of the \nbridge and on the downstream left bank while the immediate banks have sparse shrubs and \ntrees. Downstream of the bridge, the surface cover is shrub and brushland.\nIn the study area, South Peacham Brook has an incised, sinuous channel with a slope of \napproximately 0.004 ft/ft, an average channel top width of 33 ft and an average bank height \nof 3 ft. The channel bed material ranges from sand to cobble with a median grain size (D<sub>50</sub>)\nof 0.914 mm (0.003 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 24, 1995, indicated that the reach was laterally unstable. There are cutbanks upstream and downstream of the bridge.\nThe Town Highway 74 crossing of South Peacham Brook is a 30-ft-long, two-lane bridge \nconsisting of one 28-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 16, 1995). The opening length of the structure parallel to the bridge \nface is 25.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 30 degrees to the opening while the computed openingskew-to-roadway is 5 degrees.\nA channel scour hole 2.0 ft deeper than the mean thalweg depth was observed at the \nupstream bridge face, along the upstream right wingwall protection, during the Level I \nassessment. The scour protection measures at the site included type-1 stone fill (less than 12 \ninches diameter) along the downstream left and right wingwalls, downstream banks, and at \nthe downstream end of the left and right abutments. There is also type-2 stone fill (less than \n36 inches diameter) along the upstream right bank and upstream right wingwall. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D \nand E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge was determined and analyzed as another potential worst-case scour scenario. \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 15.8 to 22.5 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.7 to \n11.1 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. \nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97815","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Severance, T., 1997, Level II scour analysis for Bridge 37, (BRNETH00740037) on Town Highway 74, crossing South Peacham Brook, Barnet, Vermont: U.S. Geological Survey Open-File Report 97-815, iv, 50 p., https://doi.org/10.3133/ofr97815.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162212,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97815.PNG"},{"id":279651,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0815/report.pdf"}],"country":"United States","state":"Vermont","city":"Barnet","otherGeospatial":"South Peacham Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.187815,44.255718 ], [ -72.187815,44.398356 ], [ -71.984617,44.398356 ], [ -71.984617,44.255718 ], [ -72.187815,44.255718 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a62ca","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240671,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Timothy","contributorId":104927,"corporation":false,"usgs":true,"family":"Severance","given":"Timothy","email":"","affiliations":[],"preferred":false,"id":240672,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49980,"text":"ofr97659 - 1997 - Level II scour analysis for Bridge 44 (LINCTH00330044) on Town Highway 33, crossing the New Haven River, Lincoln, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T12:44:40","indexId":"ofr97659","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-659","title":"Level II scour analysis for Bridge 44 (LINCTH00330044) on Town Highway 33, crossing the New Haven River, Lincoln, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure LINCTH00330044 on Town Highway 33 crossing the New Haven River, Lincoln, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p><p>The site is in the Green Mountain section of the New England physiographic province in west-central Vermont. The 6.3-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forest.</p><p>In the study area, the New Haven River has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 56 ft and an average bank height of 6 ft. The channel bed material ranges from gravel to boulder with a median grain size (D<sub>50</sub>) of 101.9 mm (0.334 ft). The geomorphic assessment at the time of the Level I and Level II site visit on June 10, 1996, indicated that the reach was stable.</p><p>The Town Highway 33 crossing of the New Haven River is a 33-ft-long, one-lane bridge consisting of one 31-foot timber-beam span (Vermont Agency of Transportation, written communication, December 14, 1995). The opening length of the structure parallel to the bridge face is 29.3 ft. The bridge is supported by vertical, wood-beam crib abutments with wingwalls. The channel is skewed approximately 25 degrees to the opening while the opening-skew-to-roadway is zero degrees.</p><p>A scour hole 1.0 ft deeper than the mean thalweg depth was observed along the right abutment during the Level I assessment. The scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) at the downstream end of the downstream left wingwall and along the downstream right bank, type-2 stone fill (less than 36 inches diameter) along the upstream right bank and type-3 stone fill (less than 48 inches diameter) at the upstream end of the upstream right wingwall. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.</p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) for the 100- and 500-year discharges. In addition, the incipient roadway-overtopping discharge is determined and analyzed as another potential worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p><p>Contraction scour for all modelled flows ranged from 0.0 to 1.3 ft. The worst-case contraction scour occurred at the incipient roadway-overtopping discharge, which was less than the 100-year discharge. Abutment scour ranged from 9.4 to 12.6 ft. The worst-case abutment scour occurred at the 100-year discharge for the left abutment and at the incipient overtopping discharge for the right abutment. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97659","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Wild, E.C., 1997, Level II scour analysis for Bridge 44 (LINCTH00330044) on Town Highway 33, crossing the New Haven River, Lincoln, Vermont: U.S. Geological Survey Open-File Report 97-659, iv, 51 p., https://doi.org/10.3133/ofr97659.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176147,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97659.GIF"},{"id":279698,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0659/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Lincoln","otherGeospatial":"New Haven River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a611a","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240576,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240575,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":22235,"text":"ofr97385 - 1997 - U. S. Geological Survey Program on the south Florida ecosystem - Proceedings of the technical symposium in Ft. Lauderdale, Florida, August 25-27, 1997","interactions":[],"lastModifiedDate":"2020-05-01T15:02:19.787434","indexId":"ofr97385","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-385","title":"U. S. Geological Survey Program on the south Florida ecosystem - Proceedings of the technical symposium in Ft. Lauderdale, Florida, August 25-27, 1997","docAbstract":"<p>No abstract available.</p>","conferenceTitle":"U. S. Geological Survey Program on the South Florida Ecosystem","conferenceDate":"August 25-27, 1997","conferenceLocation":"Ft. Lauderdale, Florida","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr97385","issn":"","usgsCitation":"Water Resources Division, U.S. Geological Survey, 1997, U. S. Geological Survey Program on the south Florida ecosystem - Proceedings of the technical symposium in Ft. Lauderdale, Florida, August 25-27, 1997: U.S. Geological Survey Open-File Report 97-385, x, 99 p., https://doi.org/10.3133/ofr97385.","productDescription":"x, 99 p.","costCenters":[{"id":589,"text":"Toxic Substances Hydrology Program","active":true,"usgs":true}],"links":[{"id":156014,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1997/0385/report-thumb.jpg"},{"id":51668,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0385/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Florida","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -82.705078125,\n              24.37712083961039\n            ],\n            [\n              -80.0244140625,\n              24.37712083961039\n            ],\n            [\n              -80.0244140625,\n              27.576460076262716\n            ],\n            [\n              -82.705078125,\n              27.576460076262716\n            ],\n            [\n              -82.705078125,\n              24.37712083961039\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a48e4b07f02db623408","contributors":{"authors":[{"text":"Water Resources Division, U.S. Geological Survey","contributorId":128075,"corporation":true,"usgs":false,"organization":"Water Resources Division, U.S. Geological Survey","id":529095,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":22229,"text":"ofr97267A - 1997 - The U. S. Geological Survey in the early 1900's - Reminiscences of D. Foster Hewett, Adolph Knopf, and Frank C. Calkins","interactions":[],"lastModifiedDate":"2017-06-27T17:12:28","indexId":"ofr97267A","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-267","chapter":"A","title":"The U. S. Geological Survey in the early 1900's - Reminiscences of D. Foster Hewett, Adolph Knopf, and Frank C. Calkins","docAbstract":"<p>In December, 1962, 81-year-old Donnel Foster Hewett hosted a dinner party for what was then the “younger crop”of U.S. Geological Survey geologists in Menlo Park, California. His aim was to give them the benefit of some collective wisdom about what life in the Survey was like in the “good old days,” with particular attention paid to the personalities of some of the men who had played prominent roles in the Survey's development. To this end he recruited two other Survey old-timers: Adolph Knopf (80), a Visiting Professor at nearby Stanford University, and Frank Calkins (84), a USGS Annuitant in the Menlo Park headquarters. Following a convivial dinner, these three distinguished gentlemen delivered their remarks to an appreciative and responsive audience. </p><p>In an act of great foresight, someone, perhaps Hewett himself, had arranged to have the proceedings tape-recorded. Walden P. Pratt, of the USGS in Denver, Colo., obtained a copy of the tape and transcribed it.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97267A","issn":"0094-9140","usgsCitation":"Hewett, D.F., Knopf, A., and Calkins, F., 1997, The U. S. Geological Survey in the early 1900's - Reminiscences of D. Foster Hewett, Adolph Knopf, and Frank C. Calkins: U.S. Geological Survey Open-File Report 97-267, 22 p. ;28 cm. +2 sound cassettes (ca. 105 min.), https://doi.org/10.3133/ofr97267A.","productDescription":"22 p. ;28 cm. +2 sound cassettes (ca. 105 min.)","costCenters":[],"links":[{"id":155770,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":331265,"rank":4,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1997/0267/1_Pratt.mp3","text":"Introduction by Walden P. Pratt (mp3)","description":"Introduction by Walden P. Pratt (mp3)"},{"id":331266,"rank":5,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1997/0267/2_Hewett.mp3","text":"D. Foster Hewett (mp3)","description":"D. Foster Hewett (mp3)"},{"id":331267,"rank":6,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1997/0267/3_Knopf.mp3","text":"Adolph Knopf (mp3)","description":"Adolph Knopf (mp3)"},{"id":331268,"rank":7,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1997/0267/4_Calkins.mp3","text":"Frank C. Calkins (mp3)","description":"Frank C. Calkins (mp3)"},{"id":331263,"rank":2,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1997/0267/","linkFileType":{"id":5,"text":"html"}},{"id":331264,"rank":3,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0267/of97-267a.pdf","text":"Transcript","size":"162.69 kB","linkFileType":{"id":1,"text":"pdf"},"description":"Transcript"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4abce4b07f02db6735c1","contributors":{"editors":[{"text":"Pratt, Walden P.","contributorId":68296,"corporation":false,"usgs":true,"family":"Pratt","given":"Walden","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":701514,"contributorType":{"id":2,"text":"Editors"},"rank":1}],"authors":[{"text":"Hewett, Donnel Foster","contributorId":63872,"corporation":false,"usgs":true,"family":"Hewett","given":"Donnel","email":"","middleInitial":"Foster","affiliations":[],"preferred":false,"id":187709,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Knopf, Adolph","contributorId":24316,"corporation":false,"usgs":true,"family":"Knopf","given":"Adolph","email":"","affiliations":[],"preferred":false,"id":701512,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Calkins, Frank C.","contributorId":62263,"corporation":false,"usgs":true,"family":"Calkins","given":"Frank C.","affiliations":[],"preferred":false,"id":701513,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":49977,"text":"ofr97652 - 1997 - Level II scour analysis for Bridge 29 (HUNTTH00290029) on Town Highway 29, crossing Cobb Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T10:13:05","indexId":"ofr97652","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-652","title":"Level II scour analysis for Bridge 29 (HUNTTH00290029) on Town Highway 29, crossing Cobb Brook, Huntington, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00290029 on Town Highway 29 crossing Cobb Brook, Huntington, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, 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.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province in \nnorthwestern Vermont. The 4.16-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest upstream and downstream \nof the bridge.</p>\n<br/>\n<p>In the study area, Cobb Brook has an incised, straight channel with a slope of approximately \n0.024 ft/ft, an average channel top width of 53 ft and an average bank height of 4 ft. The \nchannel bed material ranges from gravel to bedrock with a median grain size (D<sub>50</sub>) of 112.0 \nmm (0.367 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non June 25, 1996, indicated that the reach was stable.</p>\n<br/>\n<p>The Town Highway 29 crossing of Cobb Brook is a 36-ft-long, one-lane bridge consisting \nof one 30-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, December 11, 1995) and a wooden deck. The opening length of the \nstructure parallel to the bridge face is 27 ft.The bridge is supported by vertical, concrete \nabutments. The channel is skewed approximately 25 degrees to the opening while the \nopening-skew-to-roadway was measured to be 20 degrees. VTAOT records indicate an \nopening-skew-to-roadway of zero degrees.</p>\n<br/>\n<p>A scour hole 1.5 ft deeper than the mean thalweg depth was observed extending from 12 ft \nupstream of the upstream end of the left abutment to 10 ft under the bridge in the center of \nthe channel during the Level I assessment. Another scour hole approximately 1.2 ft deeper \nthan the mean thalweg depth was observed along the downstream end of the right abutment \nduring the Level I assessment. The scour protection measures at the site included type-2 \nstone fill (less than 36 inches diameter) along the upstream end of the right abutment and \ntype-3 stone fill (less than 48 inches diameter) along the upstream end of the upstream left \nretaining wall. Additional details describing conditions at the site are included in the Level \nII Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows was computed to be zero ft. Abutment scour \nranged from 9.9 to 12.5 ft along the left abutment and from 6.2 to 8.6 ft along the right \nabutment. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. </p>\n<br/>\n<p>It 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97652","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., 1997, Level II scour analysis for Bridge 29 (HUNTTH00290029) on Town Highway 29, crossing Cobb Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-652, iv, 50 p., https://doi.org/10.3133/ofr97652.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176956,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97652.GIF"},{"id":279701,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0652/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hungtington","otherGeospatial":"Cobb Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,44.25 ], [ -73.0,44.375 ], [ -72.875,44.375 ], [ -72.875,44.25 ], [ -73.0,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f0a","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240570,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49925,"text":"ofr97368 - 1997 - Level II scour analysis for Bridge 38 (ANDOVT00110038) on State Route 11, crossing the Middle Branch Williams River, Andover, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T14:53:21","indexId":"ofr97368","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-368","title":"Level II scour analysis for Bridge 38 (ANDOVT00110038) on State Route 11, crossing the Middle Branch Williams River, Andover, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nANDOVT00110038 on State Route 11 crossing the Middle Branch Williams River, \nAndover, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province in \nsouth central Vermont. The 5.65-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. Upstream and downstream of the study site banks and overbanks are forested.</p>\n<br/>\n<p>In the study area, the Middle Branch Williams River has an incised, sinuous channel with a \nslope of approximately 0.02 ft/ft, an average channel top width of 44 ft and an average bank \nheight of 4 ft. The channel bed material ranges from gravel to boulders with a median grain \nsize (D<sub>50</sub>) of 54.0 mm (0.177 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 5, 1996, indicated that the reach was stable.</p>\n<br/>\n<p>The State Route 11 crossing of the Middle Branch Williams River is a 33-ft-long, two-lane \nbridge consisting of one 31-foot concrete T-beam span (Vermont Agency of Transportation, \nwritten communication, March 29, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 55 degrees to the opening \nwhile the measured opening-skew-to-roadway is 45 degrees. </p>\n<br/>\n<p>There were no scour problems observed during the Level I assessment. Type-4 stone fill \n(less than 60 inches diameter) and type-3 stone fill (less than 48 inches diameter) was \npresent on the left bank upstream and right bank upstream respectively. Type-2 stone fill \n(less than 36 inches diameter) was present in the upstream left wing wall area. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D and E.</p>\n<br/>\n<p>Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 1.8 to 3.4 ft. The worst-case \ncontraction scour occurred at the 500-year flow. Abutment scour ranged from 12.0 to 14.0 \nft. The worst-case abutment scour occurred at the 500-year flow at the right abutment. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution. </p>\n<br/>\n<p>It 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97368","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Hammond, R.E., 1997, Level II scour analysis for Bridge 38 (ANDOVT00110038) on State Route 11, crossing the Middle Branch Williams River, Andover, Vermont: U.S. Geological Survey Open-File Report 97-368, iv, 50 p., https://doi.org/10.3133/ofr97368.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170457,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97368.PNG"},{"id":279757,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0368/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Andover","otherGeospatial":"Middle Branch Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.25 ], [ -72.75,43.375 ], [ -72.625,43.375 ], [ -72.625,43.25 ], [ -72.75,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a62e1","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240482,"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":240483,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49969,"text":"ofr97629 - 1997 - Level II scour analysis for Bridge 39 (LOWETH00080039) on Town Highway 8, crossing Potter Brook, Lowell, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T12:42:52","indexId":"ofr97629","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-629","title":"Level II scour analysis for Bridge 39 (LOWETH00080039) on Town Highway 8, crossing Potter Brook, Lowell, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nLOWETH00080039 on Town Highway 8 crossing Potter Brook, Lowell, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province in \nnorth-central Vermont. The 4.69-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of shrub and brushland, \nexcept for the left overbank upstream which is forest.</p>\n<br/>\n<p>In the study area, Potter Brook has a sinuous channel with a slope of approximately 0.004 \nft/ft, an average channel top width of 34 feet and an average bank height of 3 ft. The \npredominant channel bed materials are gravel and sand with a median grain size (D<sub>50</sub>) of \n18.7 mm (0.0613 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on June 15, 1995, indicated that the reach was laterally unstable. This assessment of \nthe reach was primarily due to the meandering of the channel with cut-banks and narrow \npoint bars and the fine bank and bed material near the site.</p>\n<br/>\n<p>The Town Highway 8 crossing of Potter Brook is a 23-ft-long, one-lane bridge consisting of \none 21-foot steel-beam span (Vermont Agency of Transportation, written communication, \nMarch 7, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 20 degrees to the opening while the opening-skew-toroadway is zero degrees.\nA scour hole 2.0 feet deeper than the mean thalweg depth was observed along the left \nabutment during the Level I assessment. There were no scour protection measures evident \nat the site. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.0 to 0.3 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 1.8 to \n5.5 feet. The worst-case abutment scour occurred at the 100-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. </p>\n<br/>\n<p>It 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97629","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Degnan, J.R., 1997, Level II scour analysis for Bridge 39 (LOWETH00080039) on Town Highway 8, crossing Potter Brook, Lowell, Vermont: U.S. Geological Survey Open-File Report 97-629, iv, 50 p., https://doi.org/10.3133/ofr97629.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":175735,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97629.GIF"},{"id":279709,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0629/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Lowell","otherGeospatial":"Potter 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":"4f4e4b17e4b07f02db6a6257","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240559,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true},{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240558,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49767,"text":"ofr96152 - 1997 - Level II scour analysis for Bridge 32 (BRIDTH00050032) on Town Highway 005, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T12:56:03","indexId":"ofr96152","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-152","title":"Level II scour analysis for Bridge 32 (BRIDTH00050032) on Town Highway 005, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00050032 on town highway 5 crossing the North Branch Ottauquechee River, \nBridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge, available from VTAOT files, was compiled prior to conducting Level I and \nLevel II analyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont. The 4.37-mi<sup>2</sup>\ndrainage area is in a predominantly rural and forested basin. In the vicinity of the study site, \nthe US left bank is lawn; DS left bank is pasture; US right bank is shrub and brushland and \nthe DS right bank is forested.\nIn the study area, the North Branch Ottauquechee River has an incised channel with a slope \nof approximately 0.0148 ft/ft, an average channel top width of 25 ft and an average channel \ndepth of 9 ft. The predominant channel bed materials are gravel and cobbles (D<sub>50</sub> is 79.6 \nmm or 0.261 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non November 4, 1994, indicated that the reach was stable.\nThe town highway 5 crossing of the North Branch Ottauquechee Riveris a 27-ft-long, onelane bridge consisting of one 25-foot steel-beam span with a timber deck (Vermont Agency \nof Transportation, written commun., August 25, 1994). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The DS left road approach is protected by type-1 stone \nfill (less than 12 inches). The DS right road approach is not protected and is eroded slightly \nby road wash. The US left bank is protected by type-2 stone fill (less than 36 inches). A \nstream confluence is located approximately 130 US of the bridge. The channel is skewed \napproximately 30 degrees to the opening. 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). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96152","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1997, Level II scour analysis for Bridge 32 (BRIDTH00050032) on Town Highway 005, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-152, iv, 28 p., https://doi.org/10.3133/ofr96152.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":176850,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96152.PNG"},{"id":279429,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0152/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\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f6e","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":240233,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49869,"text":"ofr972 - 1997 - Level II scour analysis for Bridge 17 (POMFTH00010017) on Town Highway 1 (FAS 166) crossing Mill Brook, Pomfret, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T10:28:17","indexId":"ofr972","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-2","title":"Level II scour analysis for Bridge 17 (POMFTH00010017) on Town Highway 1 (FAS 166) crossing Mill Brook, Pomfret, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPOMFTH00010017 on Town Highway 1 crossing Mill Brook, Pomfret, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 8.11-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is pasture.\nIn the study area, Mill Brook has a sinuous channel with a slope of approximately 0.009 ft/\nft, an average channel top width of 30 ft and an average channel depth of 3 ft. The \npredominant channel bed materials are gravel and cobbles with a median grain size (D<sub>50</sub>) of \n71.9 mm (0.236 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on July 25, 1996, indicated that the reach was stable.\nThe Town Highway 1 crossing of Mill Brook is a 54-ft-long, two-lane bridge consisting of \none 52-foot steel-beam span (Vermont Agency of Transportation, written communication, \nAugust 23, 1994). The bridge is supported by vertical, concrete abutments with spillthrough embankments. The channel is skewed approximately 15 degrees to the opening and \nthe opening-skew-to-roadway is 15 degrees. \nThe scour protection measures at the site were type-3 stone riprap (less than 48 inches \ndiameter) on the spill-through embankments of each abutment and type-2 stone fill (less \nthan 24 inches diameter) on the banks downstream. 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, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.9 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 3.6 to \n7.1 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr972","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Hammond, R.E., 1997, Level II scour analysis for Bridge 17 (POMFTH00010017) on Town Highway 1 (FAS 166) crossing Mill Brook, Pomfret, Vermont: U.S. Geological Survey Open-File Report 97-2, iv, 49 p., https://doi.org/10.3133/ofr972.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":169561,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr972.PNG"},{"id":279831,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0002/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Pomfret","otherGeospatial":"Mill Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,43.625 ], [ -72.5,43.75 ], [ -72.375,43.75 ], [ -72.375,43.625 ], [ -72.5,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8234","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240392,"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":240391,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
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