{"pageNumber":"3821","pageRowStart":"95500","pageSize":"25","recordCount":185189,"records":[{"id":30323,"text":"wri944017 - 1996 - Selected geochemical characteristics of ground water from the Glaciofluvial aquifer in the central Lower Peninsula of Michigan","interactions":[],"lastModifiedDate":"2017-07-12T10:59:27","indexId":"wri944017","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"94-4017","title":"Selected geochemical characteristics of ground water from the Glaciofluvial aquifer in the central Lower Peninsula of Michigan","docAbstract":"<p>Chemical and stable-isotope data for water from wells completed in the Glaciofluvial aquifer in the central Lower Peninsula of Michigan were used to prepare maps that show the areal variation of 8180; distribution of dissolved solids, dissolved chloride, dissolved iron, and dissolved sulfate; and distribution of hydrochemical facies. Delta oxygen-18 values indicate the presence of modem meteoric water (6180 approximately 40 parts per thousand) and glacial-age meteoric water, which is isotopically light 0180 less than -15 parts per thousand). Isotopically light ground water is present in the Saginaw Bay Area in the eastern part of the study area. Dissolved-solids concentrations are generally less than 1,000 milligrams per liter, and dissolved-chloride concentrations are generally less than 100 milligrams per liter. These concentrations are greatest in ground water from the Saginaw Bay Area where measured concentrations are as large as 12,000 milligrams per liter for dissolved solids and 6,700 milligrams per liter for dissolved chloride. Dissolved-iron concentrations range from 0.001 to 6.0 milligrams per liter. Dissolved-sulfate concentrations range from 1 to 1,800 milligrams per liter. Most ground water from the Glaciofluvial aquifer is classified as a calcium bicarbonate type. In the Saginaw Bay Area, ground water is a sodium chloride type.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri944017","usgsCitation":"Wahrer, M., Long, D., and Lee, R.W., 1996, Selected geochemical characteristics of ground water from the Glaciofluvial aquifer in the central Lower Peninsula of Michigan: U.S. Geological Survey Water-Resources Investigations Report 94-4017, iv, 21 p., https://doi.org/10.3133/wri944017.","productDescription":"iv, 21 p.","numberOfPages":"29","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":343688,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4017/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":159271,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4017/report-thumb.jpg"}],"country":"United States","state":"Michigan","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -86.484375,\n              42.07376224008719\n            ],\n            [\n              -82.81494140625,\n              42.07376224008719\n            ],\n            [\n              -82.81494140625,\n              44.75453548416007\n            ],\n            [\n              -86.484375,\n              44.75453548416007\n            ],\n            [\n              -86.484375,\n              42.07376224008719\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a08e4b07f02db5fa597","contributors":{"authors":[{"text":"Wahrer, M.A.","contributorId":13279,"corporation":false,"usgs":true,"family":"Wahrer","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":203056,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Long, D.T.","contributorId":67930,"corporation":false,"usgs":true,"family":"Long","given":"D.T.","email":"","affiliations":[],"preferred":false,"id":203057,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lee, R. W.","contributorId":86757,"corporation":false,"usgs":true,"family":"Lee","given":"R.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":203058,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":5538,"text":"fs10196 - 1996 - NAPP and NHAP Photographic Enlargements","interactions":[],"lastModifiedDate":"2012-02-02T00:05:37","indexId":"fs10196","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":313,"text":"Fact Sheet","code":"FS","onlineIssn":"2327-6932","printIssn":"2327-6916","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"101-96","title":"NAPP and NHAP Photographic Enlargements","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/fs10196","usgsCitation":"Water Resources Division, U.S. Geological Survey, 1996, NAPP and NHAP Photographic Enlargements (Superseded by FS 041-00): U.S. Geological Survey Fact Sheet 101-96, 1 p., https://doi.org/10.3133/fs10196.","productDescription":"1 p.","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":139379,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/fs/1996/0101/report-thumb.jpg"},{"id":32093,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/fs/1996/0101/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"edition":"Superseded by FS 041-00","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b02e4b07f02db698a3e","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":528641,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":68795,"text":"oc147A - 1996 - Structure-contour maps of the Powder River basin, Montana and Wyoming","interactions":[],"lastModifiedDate":"2022-10-14T20:23:43.990311","indexId":"oc147A","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":328,"text":"Oil and Gas Investigation Chart","code":"OC","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"147","chapter":"A","title":"Structure-contour maps of the Powder River basin, Montana and Wyoming","docAbstract":"<p>No abstract available.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/oc147A","usgsCitation":"Fox, J.E., and Higley, D.K., 1996, Structure-contour maps of the Powder River basin, Montana and Wyoming: U.S. Geological Survey Oil and Gas Investigation Chart 147, Report: 10 p.; 1 Plate: 41 x 56.70 inches, https://doi.org/10.3133/oc147A.","productDescription":"Report: 10 p.; 1 Plate: 41 x 56.70 inches","costCenters":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"links":[{"id":191334,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/oc/147a/report-thumb.jpg"},{"id":90433,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/oc/147a/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":90432,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/oc/147a/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":246687,"rank":700,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_87375.htm","linkFileType":{"id":5,"text":"html"},"description":"87375"}],"scale":"630000","country":"United States","state":"Montana, Wyoming","otherGeospatial":"Powder River Basin","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -107.1861,\n              42.7736\n            ],\n            [\n              -104.0481,\n              42.7736\n            ],\n            [\n              -104.0481,\n              45.175\n            ],\n            [\n              -107.1861,\n              45.175\n            ],\n            [\n              -107.1861,\n              42.7736\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b06e4b07f02db69a2b4","contributors":{"authors":[{"text":"Fox, J. E.","contributorId":79080,"corporation":false,"usgs":true,"family":"Fox","given":"J.","middleInitial":"E.","affiliations":[],"preferred":false,"id":278946,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Higley, Debra K. 0000-0001-8024-9954 higley@usgs.gov","orcid":"https://orcid.org/0000-0001-8024-9954","contributorId":152663,"corporation":false,"usgs":true,"family":"Higley","given":"Debra","email":"higley@usgs.gov","middleInitial":"K.","affiliations":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"preferred":true,"id":278945,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":68797,"text":"oc147B - 1996 - Isopach maps of the Powder River Basin, Montana and Wyoming","interactions":[],"lastModifiedDate":"2021-10-22T18:24:36.584587","indexId":"oc147B","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":328,"text":"Oil and Gas Investigation Chart","code":"OC","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"147","chapter":"B","title":"Isopach maps of the Powder River Basin, Montana and Wyoming","docAbstract":"<p>No abstract available.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/oc147B","usgsCitation":"Fox, J.E., and Higley, D.K., 1996, Isopach maps of the Powder River Basin, Montana and Wyoming: U.S. Geological Survey Oil and Gas Investigation Chart 147, 3 Plates: 43.75 x 38.89 inches or smaller, https://doi.org/10.3133/oc147B.","productDescription":"3 Plates: 43.75 x 38.89 inches or smaller","costCenters":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"links":[{"id":252446,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/oc/147b/report-thumb.jpg"},{"id":251469,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/oc/147b/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":251468,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/oc/147b/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":251467,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/oc/147b/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":251470,"rank":402,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/oc/147b/plate-3.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":246688,"rank":700,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_87376.htm","linkFileType":{"id":5,"text":"html"},"description":"87376"}],"scale":"60000","country":"United States","state":"Wyoming, Montana","otherGeospatial":"Powder River Basin","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -107.1861,\n              42.7736\n            ],\n            [\n              -104.0481,\n              42.7736\n            ],\n            [\n              -104.0481,\n              45.1750\n            ],\n            [\n              -107.1861,\n              45.1750\n            ],\n            [\n              -107.1861,\n              42.7736\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aa7e4b07f02db667112","contributors":{"authors":[{"text":"Fox, J. E.","contributorId":79080,"corporation":false,"usgs":true,"family":"Fox","given":"J.","middleInitial":"E.","affiliations":[],"preferred":false,"id":278949,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Higley, Debra K. 0000-0001-8024-9954 higley@usgs.gov","orcid":"https://orcid.org/0000-0001-8024-9954","contributorId":152663,"corporation":false,"usgs":true,"family":"Higley","given":"Debra","email":"higley@usgs.gov","middleInitial":"K.","affiliations":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"preferred":true,"id":278948,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49772,"text":"ofr96157 - 1996 - Level II scour analysis for Bridge 26 (BRIDTH00340026) on Town Highway 034, crossing Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:48:50","indexId":"ofr96157","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-157","title":"Level II scour analysis for Bridge 26 (BRIDTH00340026) on Town Highway 034, crossing Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00340026 on town highway 34 crossing the Ottauquechee River, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level \nI study provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files were 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 in the town of \nBridgewater. The 38.0-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the banks have dense woody vegetation coverage except for \nthe upstream right bank, which is grass covered.\nIn the study area, the Ottauquechee River has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 62.5 ft and an average channel \ndepth of 4.5 ft. The predominant channel bed material is cobble (D<sub>50</sub> is 97.3 mm or 0.319\nft). The geomorphic assessment at the time of the Level I and Level II site visit on \nNovember 8, 1994, indicated that the reach was stable.\nThe town highway 34 crossing of the Ottauquechee Riveris a 69-ft-long, two-lane bridge \nconsisting of one 63-foot clear-span steel-pony truss-type superstructure (Vermont Agency \nof Transportation, written commun., August 24, 1994). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The channel is skewed approximately 40 degrees to the \nopening while the opening-skew-to-roadway is 45 degrees. \nA scour hole 4.5 ft deeper than the mean thalweg depth was observed along the upstream \nleft wingwall during the Level I assessment. The only scour protection measure at the site \nwas type-1 stone fill (less than 12 inches diameter) at the upstream end of the upstream left \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D \nand E.\nScour depths were computed using the general guidelines described in Hydraulic \nEngineering Circular 18 (Richardson and others, 1993). These guidelines provide scour \nequations, which assume an infinite depth of erosive material and a homogeneous particle-size distribution. The scour analysis results are presented in tables 1 and 2 and a graph of \nthe scour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96157","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 26 (BRIDTH00340026) on Town Highway 034, crossing Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-157, iv, 31 p., https://doi.org/10.3133/ofr96157.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179327,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96157.PNG"},{"id":279424,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0157/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8154","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240238,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49773,"text":"ofr96158 - 1996 - Level II scour analysis for Bridge 22 (CRAFTH00180022) on Town Highway 18, crossing Black River, Craftsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:41:04","indexId":"ofr96158","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-158","title":"Level II scour analysis for Bridge 22 (CRAFTH00180022) on Town Highway 18, crossing Black River, Craftsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCRAFTH00180022 on town highway 18 crossing the Black River, Craftsbury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the New England Upland physiographic province of north-central Vermont in \nthe town of Craftsbury. The 41.6-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the banks and floodplains are pasture and have no \nwoody vegetation coverage.\nIn the study area, the Black River is not incised, has a meandering channel with a slope of \napproximately 0.0004 ft/ft, an average channel top width of 66 ft, and an average channel \ndepth of 3 ft. The predominant channel bed material is sand (D<sub>50</sub> is 0.148 mm or 0.000487\nft). The geomorphic assessment at the time of the Level I and Level II site visit on June 13, \n1995, indicated that the reach was laterally unstable.\nThe town highway 18 crossing of the Black Riveris a 60-ft-long, one-lane bridge consisting \nof one 55-foot clear-span riveted through-girder type structure with a timber deck (Vermont \nAgency of Transportation, written commun., August 3, 1994). The bridge is supported by \nconcrete abutments with no wingwalls. The bridge skew is approximately 5 degrees and \nthere is no opening-skew-to-roadway. \nA scour hole 3 ft deeper than the mean thalweg depth was observed 35 ft downstream of the \nbridge during the Level I assessment. There is also approximately 2 ft of channel scour \nupstream of the bridge. There is type-one (less than 12 in diameter) protection on both \nabutments that may act, in part, as spill-through abutments; the material however is partially \nmade up of the remnants of older log-cribbing abutments, when the bridge length was \nsignificantly less than the current structure. Additional details describing conditions at the \nsite are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 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/ofr96158","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1996, Level II scour analysis for Bridge 22 (CRAFTH00180022) on Town Highway 18, crossing Black River, Craftsbury, Vermont: U.S. Geological Survey Open-File Report 96-158, iv, 31 p., https://doi.org/10.3133/ofr96158.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179328,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96158.PNG"},{"id":279423,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0158/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Craftsbury","otherGeospatial":"Black River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -77.5,44.625 ], [ -77.5,44.75 ], [ -72.375,44.75 ], [ -72.375,44.625 ], [ -77.5,44.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8153","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":240239,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49774,"text":"ofr96159 - 1996 - Level II scour analysis for Bridge 22 (WODSTH00180022) on Town Highway 18, crossing north Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:30:09","indexId":"ofr96159","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-159","title":"Level II scour analysis for Bridge 22 (WODSTH00180022) on Town Highway 18, crossing north Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00180022 on town highway 18 crossing North Bridgewater Brook, Woodstock, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont. The 4.34-mi<sup>2</sup>\ndrainage area is in a predominantly rural and forested basin. In the vicinity of the study site, \nthe left bank is forested and the right bank is covered by shrub and brush and is adjacent to \nwoods. The right bank of North Bridgewater Brook is parallel to town highway 18 \nupstream of the bridge.\nIn the study area, North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.038 ft/ft, an average channel top width of 48 ft and an average channel \ndepth of 7 ft. The predominant channel bed materials are gravel and cobbles (D<sub>50</sub> is 63.2 \nmm or 0.207 ft). Due to cut banks and other channel features the geomorphic assessment at \nthe time of the Level I and Level II site visit on August 16, 1994, indicated that the reach \nwas laterally unstable. In addition, the stream approach to the bridge has a high gradient. \nHowever, near the upstream face of the bridge the gradient shallows. Approximately 100 \nfeet downstream of the bridge the gradient steepens again.\nThe town highway 18 crossing of North Bridgewater Brook is a 40-ft-long, two-lane bridge \nconsisting of one 35-foot concrete span (Vermont Agency of Transportation, written \ncommun., August 2, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The left and right abutments are not protected by stone fill. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 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, New Hampshire","doi":"10.3133/ofr96159","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 22 (WODSTH00180022) on Town Highway 18, crossing north Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-159, iv, 28 p., https://doi.org/10.3133/ofr96159.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179329,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96159.PNG"},{"id":279422,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0159/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.625 ], [ -72.625,43.75 ], [ -72.5,43.75 ], [ -72.5,43.625 ], [ -72.625,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a810e","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240240,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49841,"text":"ofr96584 - 1996 - Level II scour analysis for Bridge 36 (RICHVT01050036) on State Route 105, crossing Stanhope Brook, Richford, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:21:09","indexId":"ofr96584","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-584","title":"Level II scour analysis for Bridge 36 (RICHVT01050036) on State Route 105, crossing Stanhope Brook, Richford, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRICHVT01050036 on State Route 105 crossing Stanhope Brook, Richford, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nnorth-central Vermont. The 7.03-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 short grass except for the \nupstream left overbank area which is forested.\nIn the study area, Stanhope Brook has a steep, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 47 ft and an average channel \ndepth of 5 ft. The predominant channel bed material is cobble with a median grain size \n(D<sub>50</sub>) of 132 mm (0.432 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on June 28, 1995, indicated that the reach was laterally unstable.\nThe State Route 105 crossing of Stanhope Brook is a 42-ft-long, two-lane bridge consisting \nof one 38-foot concrete T-beam span (Vermont Agency of Transportation, written \ncommunication, March 8, 1995). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 15 degrees to the opening while the \nopening-skew-to-roadway is 20 degrees. \nA scour hole 0.5 ft deeper than the mean thalweg depth was observed along the downstream \nend of the right abutment wall during the Level I assessment. The scour protection measures \nat this site were type-2 stone fill (less than 36 inches diameter) along the entire lengths of \nthe upstream wingwalls, at the corner of the downstream left abutment and downstream left\nwingwall and the downstream end of the downstream right wingwall. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.3 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.6 to \n9.4 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96584","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 36 (RICHVT01050036) on State Route 105, crossing Stanhope Brook, Richford, Vermont: U.S. Geological Survey Open-File Report 96-584, iv, 47 p., https://doi.org/10.3133/ofr96584.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":162641,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96584.PNG"},{"id":279285,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0584/report.pdf"}],"country":"United States","state":"Vermont","city":"Richford","otherGeospatial":"Stanhope Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.702647,44.921965 ], [ -72.702647,45.015684 ], [ -72.535709,45.015684 ], [ -72.535709,44.921965 ], [ -72.702647,44.921965 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6458","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240350,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240349,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49840,"text":"ofr96583 - 1996 - Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:30:34","indexId":"ofr96583","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-583","title":"Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPOMFTH00020013 on town highway 2 crossing Barnard Brook, Pomfret, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I study provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.\nThe site is in the New England Upland section of the New England physiographic province \nof east-central Vermont in the town of Pomfret. The 7.98-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 \nprimarily field grasses with some brush on the immediate banks.\nIn the study area, Barnard Brook has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 32 ft and an average channel \ndepth of 4 ft. The predominant channel bed materials are gravel and cobbles with a median \ngrain size (D<sub>50</sub>) of 51.0 mm (0.167 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 15, 1994, indicated that the reach was stable.\nThe town highway 2 crossing of Barnard Brook is a 23-ft-long, two-lane bridge consisting \nof one 20-foot concrete span (Vermont Agency of Transportation, written communication, \nAugust 22, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 30 degrees to the opening while the opening-skew-toroadway is 0 degrees. \nScour, 2.5 ft deeper than the mean thalweg depth, was observed along the left abutment \nduring the Level I assessment. The only scour protection measure at the site was type-2 \nstone fill (less than 36 inches diameter) along the base and upstream of the upstream left \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 7.2 to \n12.6 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96583","collaboration":"Prepared cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1996, Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont: U.S. Geological Survey Open-File Report 96-583, iv, 50 p., https://doi.org/10.3133/ofr96583.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":162640,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96583.PNG"},{"id":279286,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0583/report.pdf"}],"country":"United States","state":"Vermont","city":"Pomfret","otherGeospatial":"Barnard Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.588101,43.63863 ], [ -72.588101,43.758075 ], [ -72.426329,43.758075 ], [ -72.426329,43.63863 ], [ -72.588101,43.63863 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a832a","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240348,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49838,"text":"ofr96572 - 1996 - Level II scour analysis for Bridge 99 (LUDLVT01000099) on State Highway 99, crossing Branch Brook, Ludlow, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T16:13:32","indexId":"ofr96572","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-572","title":"Level II scour analysis for Bridge 99 (LUDLVT01000099) on State Highway 99, crossing Branch Brook, Ludlow, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nLUDLVT01000099 on State Highway 100 crossing Branch Brook, Ludlow, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 15.7-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the channel banks are densely covered by trees and brush. \nThe overbanks are primarily covered by field grasses.\nIn the study area, Branch Brook has an incised, straight channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 73 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are cobble and gravel with a median \ngrain size (D<sub>50</sub>) of 60.5 mm (0.198 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on October 13, 1995, indicated that the reach was stable.\nThe State Highway 100 crossing of Branch Brook is a 84-ft-long, two-lane bridge \nconsisting of one 82-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 13, 1995). The bridge is supported by vertical, concrete abutments. \nThe abutments are set back from the channel edge and have a spill-through slope consisting \nof type-4 stone fill (median size less than 60 inches in diameter). The channel skew and the \nopening-skew-to-roadway is zero degrees. Additional details describing conditions at the \nsite are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 1.0 to \n7.4 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96572","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 99 (LUDLVT01000099) on State Highway 99, crossing Branch Brook, Ludlow, Vermont: U.S. Geological Survey Open-File Report 96-572, iv, 48 p., https://doi.org/10.3133/ofr96572.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":162562,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96572.PNG"},{"id":279289,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0572/report.pdf"}],"country":"United States","state":"Vermont","city":"Ludlow","otherGeospatial":"Branch Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.759799,43.32211 ], [ -72.759799,43.468717 ], [ -72.661104,43.468717 ], [ -72.661104,43.32211 ], [ -72.759799,43.32211 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55a1","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240346,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49837,"text":"ofr96571 - 1996 - Level II scour analysis for Bridge 5 (IRASTH00010005) on Town Highway 1, crossing Lords Creek, Irasburg, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T16:19:17","indexId":"ofr96571","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-571","title":"Level II scour analysis for Bridge 5 (IRASTH00010005) on Town Highway 1, crossing Lords Creek, Irasburg, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nIRASTH00010005 on town highway 1 crossing Lords Creek, Irasburg, Vermont (figures 1–\n8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from VTAOT files, was compiled prior to conducting \nLevel I and Level II analyses and can be found in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nof north-central Vermont in the town of Irasburg. The 15.1-mi<sup>2</sup>\n drainage area is in a \npredominantly rural and forested basin with some pasture land mainly along the valley \nbottom. In the vicinity of the study site, the bank vegetation coverage is pasture grasses.\nIn the study area, Lords Creek has a meandering channel with a slope of approximately \n0.0026 ft/ft, an average channel top width of 32 ft and an average channel depth of 3 ft. The \nchannel bed material ranged from gravel (D50 is 46.6 mm or 0.153 ft) to silt/clay material \n(D<sub>50</sub> of 1.006 mm or 0.0033 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on October 5 and 6, 1994, indicated that the reach was laterally unstable.\nThe town highway 1 crossing of Lords Creek is a 65-ft-long, two-lane bridge consisting of \none 61-foot, steel-beam span (Vermont Agency of Transportation, written communication, \nAugust 2, 1994). The bridge is supported by vertical, concrete abutments on wooden piles \ndriven to bedrock with no wingwalls. Each abutment wall has a spill-through slope \nprotected with type-2 stone fill (less than 36 inches diameter). The channel is skewed \napproximately 25 degrees to the opening while the opening-skew-to-roadway is 15 degrees. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 2.4 to 4.6 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.2 to \n9.8 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96571","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Song, D.L., 1996, Level II scour analysis for Bridge 5 (IRASTH00010005) on Town Highway 1, crossing Lords Creek, Irasburg, Vermont: U.S. Geological Survey Open-File Report 96-571, iv, 49 p., https://doi.org/10.3133/ofr96571.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162561,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96571.PNG"},{"id":279290,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0571/report.pdf"}],"country":"United States","state":"Vermot","city":"Irasburg","otherGeospatial":"Lords Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.374482,44.752937 ], [ -72.374482,44.875157 ], [ -72.195393,44.875157 ], [ -72.195393,44.752937 ], [ -72.374482,44.752937 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5f94","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240344,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240345,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49836,"text":"ofr96570 - 1996 - Level II scour analysis for Bridge 10 (HANCTH00010010) on Town Highway 1, crossing the White River, Hancock, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T10:25:52","indexId":"ofr96570","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-570","title":"Level II scour analysis for Bridge 10 (HANCTH00010010) on Town Highway 1, crossing the White River, Hancock, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure HANCTH00010010 on town highway 1 crossing the White River, Hancock, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province of central Vermont. The 59.8-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 primarily grass with trees and brush on the immediate channel banks.</p>\n<br/>\n<p>In the study area, the White River has a sinuous channel with a slope of approximately 0.005 ft/ft, an average channel top width of 104 ft and an average channel depth of 6 ft. The predominant channel bed materials are gravel and cobble with a median grain size (D50) of 98.9 mm (0.325 ft). The geomorphic assessment at the time of the Level I and Level II site visit on November 15, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The town highway 1 crossing of the White River is a 91-ft-long, two-lane bridge consisting of one 89-foot steel-beam span (Vermont Agency of Transportation, written communication, August 26, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 15 degrees to the opening while the opening-skew-to-roadway is 0 degrees. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows was 0.0 feet. Abutment scour ranged from 13.1 to 17.1 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p>\n<br/>\n<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/ofr96570","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 10 (HANCTH00010010) on Town Highway 1, crossing the White River, Hancock, Vermont: U.S. Geological Survey Open-File Report 96-570, iv, 51 p., https://doi.org/10.3133/ofr96570.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":162560,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96570.PNG"},{"id":279291,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0570/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hancock","otherGeospatial":"White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,43.875 ], [ -72.875,44.0 ], [ -72.75,44.0 ], [ -72.75,43.875 ], [ -72.875,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8456","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240342,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240343,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49835,"text":"ofr96569 - 1996 - Level II scour analysis for Bridge 28 (HARDTH00300028) on Town Highway 30, crossing the Lamoille River, Hardwick, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T10:22:12","indexId":"ofr96569","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-569","title":"Level II scour analysis for Bridge 28 (HARDTH00300028) on Town Highway 30, crossing the Lamoille River, Hardwick, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure HARDTH00300028 on town highway 30 crossing the Lamoille River, Hardwick, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the New England Upland section of the New England physiographic province in north-central Vermont. The 63.7-mi<up>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover upstream and on the downstream right is primarily pasture with some row crops. Trees line the immediate channel banks. The left bank downstream surface cover is primarily brush.</p>\n<br/>\n<p>In the study area, the Lamoille River has an incised, sinuous channel with a slope of approximately 0.002 ft/ft, an average channel top width of 76 ft and an average bank height of 6 ft. The predominant channel bed materials are gravel and cobble with a median grain size (D<sub>50</sub>) of 46.6 mm (0.153 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 25, 1995, indicated that the reach was laterally unstable. The site was revisited on August 21, 1995, after the August 5-6, 1995 flood on the Lamoille River. Findings from this follow-up visit are presented in Appendix G.</p>\n<br/>\n<p>The town highway 30 crossing of the Lamoille River is a 54-ft-long, one-lane bridge consisting of one 52-foot steel-beam span (Vermont Agency of Transportation, written communication, April 3, 1995). The bridge is supported by vertical, stone abutments with wingwalls. Scour, about one foot below the mean thalweg, exists along the right abutment and right upstream wingwall. Sheet piling has been driven around the right abutment and wingwalls and filled with concrete. The channel is skewed approximately 5 degrees to the opening while the opening-skew-to-roadway is 0 degrees. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 1.9 to 2.5 ft. The worst-case contraction scour occurred at the 100-year discharge. Abutment scour ranged from 11.2 to 17.8 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p>\n<br/>\n<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/ofr96569","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Degnan, J.R., 1996, Level II scour analysis for Bridge 28 (HARDTH00300028) on Town Highway 30, crossing the Lamoille River, Hardwick, Vermont: U.S. Geological Survey Open-File Report 96-569, iv, 64 p., https://doi.org/10.3133/ofr96569.","productDescription":"iv, 64 p.","numberOfPages":"69","costCenters":[],"links":[{"id":162559,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96569.PNG"},{"id":279292,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0569/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hardwick","otherGeospatial":"Lamoille River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,44.5 ], [ -72.375,44.625 ], [ -72.25,44.625 ], [ -72.25,44.5 ], [ -72.375,44.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f87","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240341,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":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":240340,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49834,"text":"ofr96568 - 1996 - Level II scour analysis for Bridge 45b (BRIDTH00040045b) on Town Highway 4, crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T10:32:37","indexId":"ofr96568","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-568","title":"Level II scour analysis for Bridge 45b (BRIDTH00040045b) on Town Highway 4, crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure BRIDTH0004045B on town highway 4 crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province in central Vermont. The 2.47-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. Surface cover in the vicinity of the study site is variable. A gravel road is adjacent to the left bank with the immediate upstream left bank covered by grass and the immediate downstream left bank covered by shrubs and brush. The upstream right bank is densely forested; the downstream right overbank is covered by grass with trees and brush on the immediate channel bank.</p>\n<br/>\n<p>In the study area, this unnamed Dailey Hollow Branch Tributary has an incised channel with a slope of approximately 0.04 ft/ft, an average channel top width of 29 ft and an average channel depth of 4 ft. The predominant channel bed material is gravel with a median grain size (D<sub>50</sub>) of 47.0 mm (0.154 ft). The geomorphic assessment at the time of the Level I and Level II site visit on November 15, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The town highway 4 crossing of the unnamed Dailey Hollow Branch Tributary is a 62-ft-long, corrugated steel multi-plate arch structure. It is supported by concrete footings leaving natural stream bed exposed (Vermont Agency of Transportation, written communication, January, 1996). The road embankments are protected by stone fill, however, the size is unknown due to sand and grass covering the fill except for the upstream left embankment which has type-2 stone fill (less than 36 inches diameter). The downstream left bank is protected by type-3 stone fill (less than 48 inches diameter) extending 25 feet downstream of the culvert. The channel approach to the culvert has a mild s-curve bend with the opening skewed ten degrees to flow. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 1.1 to 1.8 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.7 to 11.7 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p>\n<br/>\n<p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96568","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 45b (BRIDTH00040045b) on Town Highway 4, crossing an unnamed Dailey Hollow Branch Tributary, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-568, iv, 47 p., https://doi.org/10.3133/ofr96568.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":162558,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96568.PNG"},{"id":279293,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0568/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60e8","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240339,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49831,"text":"ofr96565 - 1996 - Level II scour analysis for Bridge 42 (HARDELMSTR0042) on Elm Street, crossing Cooper Brook, Hardwick, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:41:46","indexId":"ofr96565","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-565","title":"Level II scour analysis for Bridge 42 (HARDELMSTR0042) on Elm Street, crossing Cooper Brook, Hardwick, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure HARDELMSTR0042 on Elm Street crossing Cooper Brook, Hardwick, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the New England Upland section of the New England physiographic province in north-central Vermont. The 16.6-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the overbanks are primarily grass covered with some brush along the immediate channel banks except the upstream right bank and overbank which is forested and the downstream left overbank which has a lumberyard.</p>\n<br/>\n<p>In the study area, Cooper Brook has a sinuous channel with a slope of approximately 0.005 ft/ft, an average channel top width of 50 ft and an average channel depth of 6 ft. The predominant channel bed materials are sand and gravel with a median grain size (D50) of 1.25 mm (0.00409 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 24, 1995, indicated that the reach was stable.</p>\n<br/>\n<p>The Elm Street crossing of Cooper Brook is a 39-ft-long, two-lane bridge consisting of one 37-foot concrete span (Vermont Agency of Transportation, written communication, March 17, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 40 degrees to the opening while the opening-skew-to-roadway is 45 degrees.</p>\n<br/>\n<p>On August 17, 1995 the site was revisited to investigate the effect of the August 4-5, 1995 flood on the structure. Channel features such as scour holes and point bars were shifted by the high flow event. Details of these changes can be found in the Level I data form in Appendix E. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and G.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.0 to 3.4 ft. The worst-case contraction scour occurred at the incipient-overtopping discharge which was less than the 100-year discharge. Abutment scour ranged from 7.1 to 10.4 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p>\n<br/>\n<p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96565","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 42 (HARDELMSTR0042) on Elm Street, crossing Cooper Brook, Hardwick, Vermont: U.S. Geological Survey Open-File Report 96-565, iv, 55 p., https://doi.org/10.3133/ofr96565.","productDescription":"iv, 55 p.","numberOfPages":"60","costCenters":[],"links":[{"id":162471,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96565.PNG"},{"id":279296,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0565/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Hardwick","otherGeospatial":"Cooper Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.375 ], [ -72.5,44.625 ], [ -72.25,44.625 ], [ -72.25,44.375 ], [ -72.5,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5fc4","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240335,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49827,"text":"ofr96561 - 1996 - Level II scour analysis for Bridge 4  (MNTGTH00020004) on Town Highway 2, crossing Wade Brook, Montgomery, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:45:03","indexId":"ofr96561","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-561","title":"Level II scour analysis for Bridge 4  (MNTGTH00020004) on Town Highway 2, crossing Wade Brook, Montgomery, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nMNTGTH00020004 on town highway 2 crossing Wade Brook, Montgomery, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \ngleaned from VTAOT files, was compiled prior to conducting Level I and Level II analyses \nand can be found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain physiographic province of north-central Vermont in the \ntown of Montgomery. The 1.68-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the banks have woody vegetation coverage.</p>\n<br/>\n<p>In the study area, Wade Brook has an incised, sinuous channel with a slope of \napproximately 0.0454 ft/ft, an average channel top width of 30 ft and an average channel \ndepth of 2 ft. The predominant channel bed materials are gravel and cobbles (D<sub>50</sub> is 77.7 \nmm or 0.255 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non November 8, 1994, indicated that the reach was degraded. There were no scour holes \nobserved during the Level I assessment. However, general streambed lowering was evident \nas both abutments were undermined equally with no localized scour on one abutment over \nthe other. </p>\n<br/>\n<p>The town highway 2 crossing of Wade Brook is a 23-ft-long, two-lane bridge consisting of \none 20-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 30 degrees to the opening while the \ncomputed opening-skew-to-roadway is 25 degrees. </p>\n<br/>\n<p>The scour protection measures at the site were type-1 stone fill (less than 12 inches \ndiameter) on the upstream right wingwall and all road approach embankments, type-2 stone \nfill (less than 36 inches diameter) on the left abutment, and a “laid-up” stone wall at the \nupstream end of the upstream left wingwall and in front of the upstream left bank. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows was 0.1 ft. The worst-case contraction scour \noccurred at the 100-year and 500-year discharges. Abutment scour ranged from 3.9 to 5.2 ft. \nThe worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. </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). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96561","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 4  (MNTGTH00020004) on Town Highway 2, crossing Wade Brook, Montgomery, Vermont: U.S. Geological Survey Open-File Report 96-561, iv, 48 p., https://doi.org/10.3133/ofr96561.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":179259,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96561.PNG"},{"id":279338,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0561/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Montgomergy","otherGeospatial":"Wade Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6220","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240329,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49826,"text":"ofr96409 - 1996 - Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","interactions":[{"subject":{"id":49826,"text":"ofr96409 - 1996 - Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","indexId":"ofr96409","publicationYear":"1996","noYear":false,"title":"Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont"},"predicate":"SUPERSEDED_BY","object":{"id":50492,"text":"ofr2002150 - 2002 - Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program","indexId":"ofr2002150","publicationYear":"2002","noYear":false,"title":"Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program"},"id":1}],"supersededBy":{"id":50492,"text":"ofr2002150 - 2002 - Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program","indexId":"ofr2002150","publicationYear":"2002","noYear":false,"title":"Revised Protocols for Sampling Algal, Invertebrate, and Fish Communities as Part of the National Water-Quality Assessment Program"},"lastModifiedDate":"2013-12-10T13:49:00","indexId":"ofr96409","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-409","title":"Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00470032 on town highway 47 crossing Locust Creek, Barnard, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province of \ncentral Vermont in the town of Barnard. The 6.26-mi2\n drainage area is in a predominantly \nrural and forested basin. In the vicinity of the study site, the banks have dense woody \nvegetation coverage except for the upstream right bank, which is grass and brush covered.</p>\n<br/>\n<p>In the study area, Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.029 ft/ft, an average channel top width of 44 ft., and an average channel \ndepth of 5 ft. The predominant channel bed material is gravel and cobbles (D50 is 91.7 mm \nor 0.301 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 12, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The town highway 47 crossing of Locust Creek is a 28-ft-long, one-lane bridge consisting \nof one 25-foot span concrete slab superstructure (Vermont Agency of Transportation, \nwritten commun., August 23, 1994). The bridge is supported by vertical, concrete\nabutments with concrete wingwalls. The channel is skewed approximately 10 degrees to the \nopening while the opening-skew-to-roadway is 35 degrees.</p>\n<br/>\n<p>The scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on the banks upstream, the upstream wingwalls, the downstream right wingwall, \nand the downstream right bank. The downstream left wingwall and left bank are protected \nwith type-3 stone fill (less than 48 inches diameter). Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of these computed results \nfollow.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 1.4 to 2.2 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.3 to \n15.0 feet. The worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated depths, are \npresented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented \nin figure 8. Scour depths were calculated assuming an infinite depth of erosive material and \na homogeneous particle-size distribution. </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, 1993, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96409","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Adminitration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 32 (BRNATH00470032) on Town Highway 47, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-409, iv, 48 p., https://doi.org/10.3133/ofr96409.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":179258,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96409.PNG"},{"id":279339,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0409/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ 72.625,43.75 ], [ 72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a7fe4b07f02db6486bf","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240328,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49824,"text":"ofr96407 - 1996 - Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:19:09","indexId":"ofr96407","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-407","title":"Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00530049 on town highway 53 crossing the North Branch of the Ottauquechee \nRiver, Bridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis \nof the site, including a quantitative analysis of stream stability and scour (U.S. Department \nof Transportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge available from VTAOT files \nwas compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.</p>\n<br/>\n<p>The site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 26.6-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the immediate banks have woody vegetation coverage with \ngrass on the overbanks.</p>\n<br/>\n<p>In the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.0075 ft/ft, an average channel top width of 66 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is cobble and gravel (D<sub>50</sub> is 68.4 mm or \n0.224 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 27, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The town highway 53 crossing of the North Branch of the Ottauquechee Riveris a 51-ftlong, one-lane bridge consisting of one 49-foot steel-beam span (Vermont Agency of \nTransportation, written communication, August 25, 1994). The bridge is supported by \nvertical, concrete abutments with wingwalls. The channel is not skewed to the opening and \nthe opening-skew-to-roadway is zero degrees. </p>\n<br/>\n<p>The scour protection measures in place at the site are type-1 stone fill (less than 12 inches \ndiameter) along the upstream left wingwall and type-2 stone fill (less than 36 inches \ndiameter) along the upstream right wingwall. Additional details describing conditions at \nthe site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows was 0 feet. Abutment scour ranged from 2.3 to \n12.0 feet and the worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.</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, 1993, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96407","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Olson, S.A., 1996, Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-407, iv, 30 p., https://doi.org/10.3133/ofr96407.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178735,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96407.PNG"},{"id":279341,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0407/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5fa6","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240325,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240324,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49823,"text":"ofr96406 - 1996 - Level II scour analysis for Bridge 46 (CHELTH00680046) on Town Highway 68, crossing the First Branch of the White River, Chelsea, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:21:02","indexId":"ofr96406","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-406","title":"Level II scour analysis for Bridge 46 (CHELTH00680046) on Town Highway 68, crossing the First Branch of the White River, Chelsea, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nCHELTH00680046 on town highway 68 crossing the First Branch of the White River, \nChelsea, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province of \ncentral Vermont in the town of Chelsea. The 58.2-mi<sup>2</sup>\n drainage area is in a predominantly \nrural and forested basin. In the vicinity of the study site, the banks have dense woody \nvegetation coverage.</p>\n<br/>\n<p>In the study area, the First Branch of the White River has a sinuous channel with a slope of \napproximately 0.0054 ft/ft, an average channel top width of 92 ft and an average channel \ndepth of 4 ft. The predominant channel bed material is gravel and cobble (D<sub>50</sub> is 52.7 mm \nor 0.173 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nNovember 16, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The town highway 68 crossing of the First Branch of the White River is a 61-ft-long, onelane covered bridge with a 52-foot clear-span (Vermont Agency of Transportation, written \ncommun., August 26, 1994). The bridge is supported by vertical, stone abutments with a \nconcrete wingwall on the downstream right. The left abutment is laid-up stone supported by \nconcrete at the upstream and downstream ends of the laid-up stone abutment. The channel \nis skewed approximately 40 degrees to the opening while the opening-skew-to-roadway is \n15 degrees.</p>\n<br/>\n<p>A scour hole 1.5 ft deeper than the mean thalweg depth was observed under the bridge \nduring the Level I assessment. The scour protection measures in place at the site were type-\n2 stone fill (less than 36 inches diameter) at the road approach embankments except the \ndownstream left embankment which had no protection. The upstream right road \nembankment, impacted by the channel bend, has an extensive covering of stone fill for \nerosion protection. Type-3 stone fill (less than 48 inches diameter) was noted along the \nright abutment. Additional details describing conditions at the site are included in the Level \nII Summary and Appendices\nD and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.9 to 2.6 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 14.3 to \n24.0 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. The left abutment sits atop a bedrock outcrop. The \nresults of the calculated scour depths will be limited by the bedrock.</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/ofr96406","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Song, D.L., 1996, Level II scour analysis for Bridge 46 (CHELTH00680046) on Town Highway 68, crossing the First Branch of the White River, Chelsea, Vermont: U.S. Geological Survey Open-File Report 96-406, iv, 50 p., https://doi.org/10.3133/ofr96406.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":178734,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96406.PNG"},{"id":279343,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0406/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chelsea","otherGeospatial":"First Branch Of The White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,43.875 ], [ -72.5,44.0 ], [ -72.375,44.0 ], [ -72.375,43.875 ], [ -72.5,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60c8","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240322,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240323,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49822,"text":"ofr96405 - 1996 - Level II scour analysis for Bridge 37 (BARTTH00080037) on Town Highway 8, crossing Willoughby River, Barton, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:23:31","indexId":"ofr96405","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-405","title":"Level II scour analysis for Bridge 37 (BARTTH00080037) on Town Highway 8, crossing Willoughby River, Barton, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBARTTH00080037 on town highway 8 crossing the Willoughby River, Barton, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.</p>\n<br/>\n<p>The site is in the New England Upland section of the New England physiographic province\nof north-central Vermont in the town of Barton. The 60.4-mi<sup>2</sup>\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the banks have \nsparse to moderate woody vegetation coverage.</p>\n<br/>\n<p>In the study area, the Willoughby River is probably incised, has a sinuous channel with a \nslope of approximately 0.009 ft/ft, an average channel top width of 108 ft and an average \nchannel depth of 6 ft. The predominant channel bed material is cobble (D<sub>50</sub> is 95.1 mm or \n0.312 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 20, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The town highway 8 crossing of the Willoughby River is a 96-ft-long, two-lane bridge \nconsisting of one 94-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 4, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 15 degrees to the opening while the \nopening-skew-to-roadway is 10 degrees. </p>\n<br/>\n<p>No scour was reported in the channel or along abutments or wingwalls during the Level I \nassessment. Type-2 stone fill (less than 24 inches diameter) was reported at each abutment \nand all four wingwalls. Additional details describing conditions at the site are included in \nthe Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. Data in appendix D (Vermont Agency of Transportation, written \ncommunication, August 4, 1994) indicate that the right abutment may be founded on or near \nmarble bedrock which may limit scour depths. Bedrock was not detected by borings in the \nvicinity of the left abutment. The scour analysis results are presented in tables 1 and 2 and a \ngraph of the scour depths is presented in figure 8.</p>\n<br/>\n<p>Contraction scour for all modelled flows was 0 ft. Abutment scour ranged from 7.3 to 10.7 \nft and the worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. </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, 1993, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96405","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Boehmler, E.M., 1996, Level II scour analysis for Bridge 37 (BARTTH00080037) on Town Highway 8, crossing Willoughby River, Barton, Vermont: U.S. Geological Survey Open-File Report 96-405, iv, 48 p., https://doi.org/10.3133/ofr96405.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":178733,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96405.PNG"},{"id":279344,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0405/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barton","otherGeospatial":"Willoughby River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.75 ], [ -72.25,44.875 ], [ -72.125,44.875 ], [ -72.125,44.75 ], [ -72.25,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a63bb","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240320,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240321,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49820,"text":"ofr96403 - 1996 - Level II scour analysis for Bridge 15 (BRIDTH00220015) on Town Highway 22, crossing Dailey Hollow Branch, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:29:12","indexId":"ofr96403","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-403","title":"Level II scour analysis for Bridge 15 (BRIDTH00220015) on Town Highway 22, crossing Dailey Hollow Branch, Bridgewater, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00220015 on town highway 22 crossing Dailey Hollow Branch, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province of \ncentral Vermont in the town of Bridgewater. The 1.73-mi2\n drainage area is a predominantly \nrural and forested basin. In the vicinity of the study site, the left and right banks have dense \ntree cover. The upstream right bank of Dailey Hollow Branch is adjacent to town highway \n22.</p>\n<br/>\n<p>In the study area, Dailey Hollow Branch has a sinuous channel with a slope of \napproximately 0.035 ft/ft, an average channel top width of 30 ft and an average channel \ndepth of 4 ft. The predominant channel bed material is cobble with a median grain size \n(D50) of 108 mm (0.354 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on November 1 and 2, 1994, indicates that the reach is stable.</p>\n<br/>\n<p>The town highway 22 crossing of Dailey Hollow Branch is a 22-ft-long, one-lane bridge \nconsisting of one 22-ft. steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 24, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. Type-1 stone fill (less than 12 inches diameter) protects the left abutment, \nbut it’s condition was reported as eroded. Type-2 stone fill (less than 36 inches diameter) \nprotects the upstream left wingwall; it’s condition was reported as slumping.The channel is \nskewed approximately 40 degrees to the opening while the opening-skew-to-roadway is 0 \ndegrees. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.0 to 0.2 ft. with the worst-case \ncontraction scour occurring at the 500-year discharge. Abutment scour ranged from 4.2 to \n6.4 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. </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, 1993, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96403","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 15 (BRIDTH00220015) on Town Highway 22, crossing Dailey Hollow Branch, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-403, iv, 48 p., https://doi.org/10.3133/ofr96403.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":178731,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279346,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0403/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Dailey Hollow Branch","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a82ba","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240317,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49819,"text":"ofr96402 - 1996 - Level II scour analysis for Bridge 4 (CRAFTH00040004) on Town Highway 4, crossing Whitney Brook, Craftsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:31:58","indexId":"ofr96402","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-402","title":"Level II scour analysis for Bridge 4 (CRAFTH00040004) on Town Highway 4, crossing Whitney Brook, Craftsbury, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nCRAFTH00040004 on town highway 4 crossing Whitney Brook, Craftsbury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.</p>\n<br/>\n<p>The site is in the New England Upland secton of the New England physiographic province \nof north-central Vermont in the town of Craftsbury. The 13.3-mi<sup>2</sup>\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the banks have \ndense woody vegetation coverage.</p>\n<br/>\n<p>In the study area, Whitney Brook has an incised, sinuous channel with a slope of \napproximately 0.014 ft/ft, an average channel top width of 40 ft and an average channel \ndepth of 3 ft. The observed predominant channel bed material is cobble and boulder while \nresults from the pebble count provided a D<sub>50</sub> of 78.5 mm or 0.258 ft. The geomorphic \nassessment at the time of the Level I and Level II site visit on June 7, 1995 indicated that the \nreach was stable.</p>\n<br/>\n<p>The town highway 4 crossing of Whitney Brook is a 41-ft-long, one-lane bridge consisting \nof one 39-foot span steel-beam and concrete superstructure (Vermont Agency of \nTransportation, written commun., August 3, 1994). The bridge is supported by slightly \nsloping, mortared stone block abutments with wingwalls. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 20 degrees. </p>\n<br/>\n<p>A scour hole 2 ft deeper than the mean thalweg depth was observed along the upstream \nright wingwall and right abutment during the Level I assessment. There were no scour \nprotection measures evident at the site. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock riprap sizes were computed using the general guidelines described in \nHydraulic Engineering Circular 18 (Richardson and others, 1995).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \ndegradation; 2) contraction scour (due to accelerated flow caused by reduction in flow area \nat a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). \nTotal scour is the sum of the three components. Equations are available to compute depths \nfor contraction and local scour and a summary of the computed scour results follow.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.7 to 1.7 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.7 to \n15.3 feet. The worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.</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/ofr96402","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Hammond, R.E., 1996, Level II scour analysis for Bridge 4 (CRAFTH00040004) on Town Highway 4, crossing Whitney Brook, Craftsbury, Vermont: U.S. Geological Survey Open-File Report 96-402, iv, 47 p., https://doi.org/10.3133/ofr96402.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":178730,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279347,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0402/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Craftsbury","otherGeospatial":"Whitney Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a622a","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240316,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240315,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49818,"text":"ofr96390 - 1996 - Level II scour analysis for Bridge 12 (BRAITH00230012) on Town Highway 23, crossing Ayers Brook, Braintree, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:35:08","indexId":"ofr96390","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-390","title":"Level II scour analysis for Bridge 12 (BRAITH00230012) on Town Highway 23, crossing Ayers Brook, Braintree, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBRAITH00230012 on town highway 23 crossing Ayers Brook, Braintree, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain physiographic province of central Vermont in the town of \nBraintree. The 18.8-mi<sup>2</sup>\n drainage area is in a predominantly rural watershed. In the vicinity \nof the study site, the surface cover of the left and right banks is pasture.</p>\n<br/>\n<p>In the study area, Ayers Brook has a meandering channel with a slope of approximately \n0.003 ft/ft, an average channel top width of 46 ft and an average channel depth of 5 ft. The \npredominant channel bed material is sand and gravel (D<sub>50</sub> is 6.15 mm or 0.0202 ft). The \ngeomorphic assessment at the time of the Level I and Level II site visit on November 16, \n1994, indicated that the reach was laterally unstable. Also at the time of the site visit, there \nwas considerable backwater at the bridge site due to a beaver dam downstream. The beaver \ndam was ignored in the analyses.</p>\n<br/>\n<p>The town highway 23 crossing of Ayers Brook is a 28-ft-long, one-lane bridge consisting of \none 23-foot span (Vermont Agency of Transportation, written communication, August 24, \n1994). The bridge is supported by vertical timber cribwork abutments with wingwalls on \nthe upstream and downstream sides of the right abutment. The lower half of the right \nabutment and wingwalls are constructed of laid-up stone. The right abutment and wingwalls \nare also protected by stone fill. The channel is skewed approximately 45 degrees to the \nopening while the opening-skew-to-roadway is only 5 degrees. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices\nD and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 4.2 to 9.4 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge which was less than the \n100-year discharge. Abutment scour ranged from 4.3 to 17.5 ft. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. </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, 1993, p. 48). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96390","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 12 (BRAITH00230012) on Town Highway 23, crossing Ayers Brook, Braintree, Vermont: U.S. Geological Survey Open-File Report 96-390, iv, 30 p., https://doi.org/10.3133/ofr96390.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178729,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96390.PNG"},{"id":279350,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0390/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Braintree","otherGeospatial":"Ayers Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83e9","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240314,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49817,"text":"ofr96389 - 1996 - Level II scour analysis for Bridge 14 (CLARTH00010014) on Town Highway 1, crossing Cold River, Clarendon, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:39:54","indexId":"ofr96389","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-389","title":"Level II scour analysis for Bridge 14 (CLARTH00010014) on Town Highway 1, crossing Cold River, Clarendon, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nCLARTH00010014 on town highway 1 crossing the Cold River, Clarendon, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.</p>\n<br/>\n<p>The site is in the Taconic Section of the New England physiographic province in westcentral Vermont in the town of Clarendon. The 36.2-mi<sup>2</sup>\n drainage area is in a predominantly \nrural basin. In the vicinity of the study site, the surface cover is primarily pasture, except for \nthe right bank upstream which is forested.</p>\n<br/>\n<p>In the study area, the Cold River has a sinuous channel with a slope of approximately 0.02 \nft/ft, an average channel top width of 104 ft and an average channel depth of 3 ft. The \npredominant channel bed material is cobble with a median grain size (D<sub>50</sub>) of 103 mm \n(0.339 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nApril 27, 1995, indicated that the reach was laterally unstable. This assessment was due to \nthe cut-banks and the local anabranching occurring upstream of the bridge.</p>\n<br/>\n<p>The town highway 1 crossing of the Cold River is a 80-ft-long, two-lane bridge consisting \nof one 77-foot span (Vermont Agency of Transportation, written communication, March \n13, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. The left \nabutment and upstream wingwalls are protected by type-2 stone fill (less than 36 inches \ndiameter). The channel is skewed approximately 10 degrees to the opening while the \nopening-skew-to-roadway is 15 degrees. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for modelled flows ranged from 0.0 to 0.6 ft. Abutment scour ranged \nfrom 17.4 to 23.3 ft. The worst-case contraction and abutment scour occurred at the 500-\nyear discharge. Additional information on scour depths and depths to armoring are included \nin the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution. </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, 1993, p. 48). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96389","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 14 (CLARTH00010014) on Town Highway 1, crossing Cold River, Clarendon, Vermont: U.S. Geological Survey Open-File Report 96-389, iv, 36 p., https://doi.org/10.3133/ofr96389.","productDescription":"iv, 36 p.","numberOfPages":"41","costCenters":[],"links":[{"id":178616,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96389.PNG"},{"id":279351,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0389/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Clarendon","otherGeospatial":"Cold River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,43.5 ], [ -73.0,43.625 ], [ -72.875,43.625 ], [ -72.875,43.5 ], [ -73.0,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a82c6","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240313,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49816,"text":"ofr96388 - 1996 - Level II scour analysis for Bridge 25 (BRNAVT00120025) on State Highway 12, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:29:17","indexId":"ofr96388","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-388","title":"Level II scour analysis for Bridge 25 (BRNAVT00120025) on State Highway 12, crossing Locust Creek, Barnard, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNAVT00120025 on State Highway 12 crossing Locust Creek, Barnard, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain physiographic division of central Vermont in the town of \nBarnard. The 11.6-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have woody vegetation coverage.</p>\n<br/>\n<p>In the study area, Locust Creek has a sinuous channel with a slope of approximately 0.023 \nft/ft, an average channel top width of 49 ft and an average channel depth of 4 ft. The \npredominant channel bed material is cobble (D<sub>50</sub> is 109 mm or 0.359 ft). The geomorphic \nassessment at the time of the Level I and Level II site visits on September 23 and December \n16, 1994, indicated that the reach was stable.</p>\n<br/>\n<p>The State Highway 12 crossing of Locust Creek is a 41-ft-long, two-lane bridge consisting \nof one 39-foot concrete slab type superstructure (Vermont Agency of Transportation, \nwritten communication, August 23, 1994). The bridge is supported by vertical, concrete\nabutments with wingwalls. The channel is skewed approximately 30 degrees to the opening \nwhile the opening-skew-to-roadway is 45 degrees.</p>\n<br/>\n<p>A scour hole 1 ft deeper than the mean thalweg depth was observed along a bedrock outcrop \nnear the upstream left wingwall during the Level I assessment. The scour protection \nmeasures in place at the site are type-1 stone fill (less than 12 inches diameter) along the left \nabutment, upstream right bank, and both downstream banks; type-2 stone fill (less than 36 \ninches diameter) at the downstream side of the right road approach and upstream left bank; \ntype-3 stone fill (less than 48 inches diameter) at the upstream end of the upstream right \nwingwall and downstream end of downstream left wingwall; type-5 (wall/ artificial levee) \nat the upstream end of the upstream left wingwall. Additional details describing conditions \nat the site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.0 to 1.4 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 8.5 to \n20.9 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. </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, 1993, p. 48). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96388","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 25 (BRNAVT00120025) on State Highway 12, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-388, iv, 28 p., https://doi.org/10.3133/ofr96388.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":178615,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96388.GIF"},{"id":279352,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0388/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.75 ], [ -72.75,43.875 ], [ -72.625,43.875 ], [ -72.625,43.75 ], [ -72.75,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8084","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240311,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240312,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
]}