In 1990, the U.S. Geological Survey (USGS) completed a study of the hydrogeology of Huron County, Michigan (Sweat, 1991). In 1993, Huron County and the USGS entered into an agreement to continue collecting water levels at selected wells throughout Huron County. As part of the agreement, the USGS has provided training and instrumentation for County personnel to measure, on a quarterly basis, the depth to water below the land surface in selected wells. The agreement includes the operation of continuous water-level recorders installed on four wells in Bingham, Fairhaven, Grant and Lake Townships (fig. 1). County personnel make quarterly water-level measurements of 22 other wells. Once each year, County personnel are accompanied by USGS personnel who provide a quality assurance/quality control check of all measurements being made.
Precipitation and the altitude of Lake Huron are good indicators of general climatic conditions and, therefore, provide an environmental context for ground-water levels in Huron County. Figure 2 shows the mean monthly water-level altitude of Lake Huron, averaged from measurements made by U.S. Army Corps of Engineers at two sites, and mean monthly precipitation as recorded in Huron County, for the period October 1988 through December 1996. In general, Lake Huron water levels in 1996 were about the same as they were from 1992-94 (NOAA, 1988-96). Precipitation was generally within the normal range, but was lower than 1993 or 1994. Rainfall during May, June, and July was, cumulatively, about 8.5 inches less in 1995 than in 1994.
Hydrographs are presented for each of four wells with water-level recorders. Quarterly water-level measurements and range of water levels during 1996 for the other 22 wells are shown graphically and tabulated.
In general, water levels in the glaciofluvial aquifer reflect seasonal variations, with maximum depths to water occurring in late summer and early fall and minimum depths to water occurring in late winter and early spring. In general, wells completed in the lower part of the Marshall aquifer continue to show an increase in water-level altitude from the original project period (1988-90); wells completed in the upper part of the Marshall aquifer showed little variation in water-level altitudes compared to previous years. Wells completed in the Saginaw aquifer continued to show higher water level altitudes in 1995, not only near the lake but also farther inland, while water-level altitudes in wells completed in the Coldwater confining unit showed a small increase from the original project period. Water-level altitudes were higher in the southwest and central parts of the County during 1995 than in the previous year, and water-level altitudes were for the most-part unchanged in the northwest, northeast, and southeast parts of the county during 1995. All wells with recorders had lower water levels in September 1995 than in 1993-94. Lower than average precipitation during May-August is the primary reason for lower levels.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Lansing, MI","doi":"10.3133/ofr97196","usgsCitation":"Sweat, M., 1997, Ground-water levels in Huron County, Michigan, January 1996 through December 1996: U.S. Geological Survey Open-File Report 97-196, 9 p., https://doi.org/10.3133/ofr97196.","productDescription":"9 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":176346,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":4374,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://mi.water.usgs.gov/reports/ofr97-196.abs.html","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Michigan","county":"Huron 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M.J.","contributorId":90786,"corporation":false,"usgs":true,"family":"Sweat","given":"M.J.","email":"","affiliations":[],"preferred":false,"id":240232,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49968,"text":"ofr97628 - 1997 - Level II scour analysis for Bridge 31 (BRISTH00030031) on Town Highway 3, crossing the New Haven River, Bristol, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T12:51:55","indexId":"ofr97628","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-628","title":"Level II scour analysis for Bridge 31 (BRISTH00030031) on Town Highway 3, crossing the New Haven River, Bristol, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRISTH00030031 on Town Highway 3 crossing the New Haven River, Bristol, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nwest-central, western Vermont. The 69.1-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is forest except on the \ndownstream left overbank which has closely spaced houses with lawns.
\nIn the study area, the New Haven River has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 136 ft and an average bank height \nof 13 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 233 mm (0.765 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on June 20, 1996, indicated that the reach was stable.
\nThe Town Highway 3 crossing of the New Haven River is a 105-ft-long, two-lane bridge \nconsisting of a 101-ft-long pony truss span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The opening length of the structure parallel to the \nbridge face is 98 ft. The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 60 degrees to the opening, with no opening-skew-to-roadway.
\nA local scour hole 3 ft deeper than the mean thalweg depth was observed near the exit cross \nsection during the Level I assessment. Scour countermeasures included a stone wall on the \nupstream right bank, type-3 stone fill (less than 48 inches diameter) on the upstream and \ndownstream left banks, and type-2 stone fill (less than 36 inches diameter) on the \ndownstream end of the right abutment and on the downstream right bank. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \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.
\nThere was no contraction scour for any of the modelled flows. Abutment scour ranged from \n12.7 to 16.4 ft. The worst-case abutment scour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97628","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Degnan, J.R., 1997, Level II scour analysis for Bridge 31 (BRISTH00030031) on Town Highway 3, crossing the New Haven River, Bristol, Vermont: U.S. Geological Survey Open-File Report 97-628, iv, 48 p., https://doi.org/10.3133/ofr97628.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":175734,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97628.GIF"},{"id":279710,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0628/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bristol","otherGeospatial":"New Haven River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7dcd","contributors":{"authors":[{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true},{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240557,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":24769,"text":"ofr97421 - 1997 - A Graphical-User Interface for the U. S. Geological Survey's SUTRA Code using Argus ONE (for simulation of variable-density saturated-unsaturated ground-water flow with solute or energy transport)","interactions":[],"lastModifiedDate":"2012-02-02T00:15:57","indexId":"ofr97421","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-421","title":"A Graphical-User Interface for the U. S. Geological Survey's SUTRA Code using Argus ONE (for simulation of variable-density saturated-unsaturated ground-water flow with solute or energy transport)","docAbstract":"This report describes a Graphical-User Interface (GUI) for SUTRA, the U.S. Geological Survey (USGS) model for saturated-unsaturated variable-fluid-density ground-water flow with solute or energy transport,which combines a USGS-developed code that interfaces SUTRA with Argus ONE, a commercial software product developed by Argus Interware. This product, known as Argus Open Numerical Environments (Argus ONETM), is a programmable system with geographic-information-system-like (GIS-like) functionality that includes automated gridding and meshing capabilities for linking geospatial information with finite-difference and finite-element numerical model discretizations. The GUI for SUTRA is based on a public-domain Plug-In Extension (PIE) to Argus ONE that automates the use of ArgusONE to: automatically create the appropriate geospatial information coverages (information layers) for SUTRA, provide menus and dialogs for inputting geospatial information and simulation control parameters for SUTRA, and allow visualization of SUTRA simulation results. Following simulation control data and geospatial data input bythe user through the GUI, ArgusONE creates text files in a format required for normal input to SUTRA,and SUTRA can be executed within the Argus ONE environment. Then, hydraulic head, pressure, solute concentration, temperature, saturation and velocity results from the SUTRA simulation may be visualized. Although the GUI for SUTRA discussed in this report provides all of the graphical pre- and post-processor functions required for running SUTRA, it is also possible for advanced users to apply programmable features within Argus ONE to modify the GUI to meet the unique demands of particular ground-water modeling projects.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr97421","issn":"0094-9140","usgsCitation":"Voss, C.I., Boldt, D., and Shapiro, A.M., 1997, A Graphical-User Interface for the U. S. Geological Survey's SUTRA Code using Argus ONE (for simulation of variable-density saturated-unsaturated ground-water flow with solute or energy transport): U.S. Geological Survey Open-File Report 97-421, vi, 90 p.; Appendices; Index, https://doi.org/10.3133/ofr97421.","productDescription":"vi, 90 p.; Appendices; Index","startPage":"i","endPage":"106","numberOfPages":"112","costCenters":[{"id":494,"text":"Office of Groundwater","active":false,"usgs":true}],"links":[{"id":118751,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr_97_421.jpg"},{"id":53792,"rank":300,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1997/0421/","linkFileType":{"id":5,"text":"html"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"53cd4957e4b0b290850ef131","contributors":{"authors":[{"text":"Voss, Clifford I. 0000-0001-5923-2752 cvoss@usgs.gov","orcid":"https://orcid.org/0000-0001-5923-2752","contributorId":1559,"corporation":false,"usgs":true,"family":"Voss","given":"Clifford","email":"cvoss@usgs.gov","middleInitial":"I.","affiliations":[{"id":438,"text":"National Research Program - Western Branch","active":true,"usgs":true}],"preferred":true,"id":192530,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boldt, David","contributorId":55143,"corporation":false,"usgs":true,"family":"Boldt","given":"David","affiliations":[],"preferred":false,"id":192532,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Shapiro, Allen M. 0000-0002-6425-9607 ashapiro@usgs.gov","orcid":"https://orcid.org/0000-0002-6425-9607","contributorId":2164,"corporation":false,"usgs":true,"family":"Shapiro","given":"Allen","email":"ashapiro@usgs.gov","middleInitial":"M.","affiliations":[{"id":436,"text":"National Research Program - Eastern Branch","active":true,"usgs":true},{"id":37277,"text":"WMA - Earth System Processes Division","active":true,"usgs":true}],"preferred":true,"id":192531,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":21998,"text":"ofr97137B - 1997 - Otsenka ugol'nykh resursov Respubliki Kyrgyzstan : geologiia, kharakteristika ugla, dobycha, raspredelenie zapasov i vazhnost' problemy dlia strany [Assessment of the coal resources of the Kyrgyz Republic; coal character and distribution, geology, mining, and importance to the nation's future]","interactions":[],"lastModifiedDate":"2017-05-19T18:52:14","indexId":"ofr97137B","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-137","chapter":"B","title":"Otsenka ugol'nykh resursov Respubliki Kyrgyzstan : geologiia, kharakteristika ugla, dobycha, raspredelenie zapasov i vazhnost' problemy dlia strany [Assessment of the coal resources of the Kyrgyz Republic; coal character and distribution, geology, mining, and importance to the nation's future]","language":"Russian","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97137B","issn":"0094-9140","usgsCitation":"Landis, E.R., Bostick, N.H., Gluskoter, H., Harrison, C., Huber, D., and Johnson, E.A., 1997, Otsenka ugol'nykh resursov Respubliki Kyrgyzstan : geologiia, kharakteristika ugla, dobycha, raspredelenie zapasov i vazhnost' problemy dlia strany [Assessment of the coal resources of the Kyrgyz Republic; coal character and distribution, geology, mining, and importance to the nation's future]: U.S. Geological Survey Open-File Report 97-137, viii, 147 leaves :ill., maps ;28 cm., https://doi.org/10.3133/ofr97137B.","productDescription":"viii, 147 leaves :ill., maps ;28 cm.","costCenters":[],"links":[{"id":154678,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1997/0137b/report-thumb.jpg"},{"id":51464,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0137b/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac7e4b07f02db67b07d","contributors":{"authors":[{"text":"Landis, Edwin R.","contributorId":48553,"corporation":false,"usgs":true,"family":"Landis","given":"Edwin","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":186602,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Bostick, N. H.","contributorId":67099,"corporation":false,"usgs":true,"family":"Bostick","given":"N.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":186604,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Gluskoter, H.J.","contributorId":75957,"corporation":false,"usgs":true,"family":"Gluskoter","given":"H.J.","affiliations":[],"preferred":false,"id":186605,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Harrison, C.D.","contributorId":52605,"corporation":false,"usgs":true,"family":"Harrison","given":"C.D.","email":"","affiliations":[],"preferred":false,"id":186603,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Huber, D.W.","contributorId":108138,"corporation":false,"usgs":true,"family":"Huber","given":"D.W.","email":"","affiliations":[],"preferred":false,"id":186607,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Johnson, E. A.","contributorId":87893,"corporation":false,"usgs":true,"family":"Johnson","given":"E.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":186606,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":50039,"text":"ofr97757 - 1997 - Level II scour analysis for Bridge 17 (BURKTH00070017) on Town Highway 7, crossing Dish Mill Brook, Burke, Vermont","interactions":[],"lastModifiedDate":"2013-12-02T10:09:21","indexId":"ofr97757","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-757","title":"Level II scour analysis for Bridge 17 (BURKTH00070017) on Town Highway 7, crossing Dish Mill Brook, Burke, Vermont","language":"ENGLISH","doi":"10.3133/ofr97757","usgsCitation":"Burns, R., and Boehmler, E., 1997, Level II scour analysis for Bridge 17 (BURKTH00070017) on Town Highway 7, crossing Dish Mill Brook, Burke, Vermont: U.S. Geological Survey Open-File Report 97-757, 50 p., https://doi.org/10.3133/ofr97757.","productDescription":"50 p.","costCenters":[],"links":[{"id":175957,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":280091,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0757/report.pdf"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8260","contributors":{"authors":[{"text":"Burns, R.L.","contributorId":62651,"corporation":false,"usgs":true,"family":"Burns","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":240681,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, E.M.","contributorId":88405,"corporation":false,"usgs":true,"family":"Boehmler","given":"E.M.","affiliations":[],"preferred":false,"id":240682,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49937,"text":"ofr97388 - 1997 - Level II scour analysis for Bridge 23 (GLOVTH00410023) on Town Highway 41, crossing Sherburne Brook, Glover, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T09:56:23","indexId":"ofr97388","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-388","title":"Level II scour analysis for Bridge 23 (GLOVTH00410023) on Town Highway 41, crossing Sherburne Brook, Glover, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nGLOVTH00410023 on Town Highway 41 crossing Sherburne Brook, Glover, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin northern Vermont. The 2.57-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is primarily forest with small areas \nof lawn and a home on the right overbank and a gravel roadway along the upstream left \nbank.
\nIn the study area, Sherburne Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 33 ft and an average bank height \nof 6 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 57.3 mm (0.188 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on October 24, 1994, indicated that the reach was stable.
\nThe Town Highway 41 crossing of Sherburne Brook is a 24-ft-long, one-lane bridge \nconsisting of one 21-foot steel-beam span with a timber deck (Vermont Agency of \nTransportation, written communication, August 4, 1994). The opening length of the \nstructure parallel to the bridge face is 20.3 ft. The bridge is supported by vertical, granite \nblock abutments. The channel is skewed approximately 55 degrees to the opening while the \nmeasured opening-skew-to-roadway is 30 degrees.
\nOne foot of scour below the mean thalweg depth was observed along the right abutment \nundermining the abutment by 0.5 feet vertically. Additional details describing conditions at \nthe site are included in the Level II Summary and Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.4 to 0.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 4.6 to \n7.2 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97388","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Boehmler, E.M., 1997, Level II scour analysis for Bridge 23 (GLOVTH00410023) on Town Highway 41, crossing Sherburne Brook, Glover, Vermont: U.S. Geological Survey Open-File Report 97-388, iv, 48 p., https://doi.org/10.3133/ofr97388.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":169789,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97388.PNG"},{"id":279746,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0388/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Glover","otherGeospatial":"Sherburne Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.625 ], [ -72.25,44.75 ], [ -72.125,44.75 ], [ -72.125,44.625 ], [ -72.25,44.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a80f5","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":240503,"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":240504,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49953,"text":"ofr97413 - 1997 - Level II scour analysis for Bridge 16 (TROYTH00290016) on Town Highway 29, crossing Beetle Brook, Troy, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T10:19:32","indexId":"ofr97413","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-413","title":"Level II scour analysis for Bridge 16 (TROYTH00290016) on Town Highway 29, crossing Beetle Brook, Troy, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nTROYTH00290016 on Town Highway 29 crossing Beetle Brook, Troy, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nnorth-central Vermont. The 8.70-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest.\nIn the study area, Beetle Brook has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 42 ft and an average bank height \nof 3 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 61.9 mm (0.203 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 8, 1995, indicated that the reach was stable.\nThe Town Highway 29 crossing of Beetle Brook is a 26-ft-long, one-lane bridge consisting \nof one 23-foot log-beam span (Vermont Agency of Transportation, written communication, \nMarch 7, 1995). The opening length of the structure parallel to the bridge face is 20.0 ft. \nThe bridge is supported by vertical, concrete abutments with wingwalls. The channel is \nskewed approximately 5 degrees to the opening while the measured opening-skew-toroadway is 10 degrees. \nA scour hole 1.2 ft deeper than the mean thalweg depth was observed along the failed \ndownstream right wingwall during the Level I assessment. The scour counter-measures at \nthe site included type-2 stone fill (less than 36 inches diameter) at the upstream end of the \nupstream right wingwall and at the downstream left wingwall. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 9.2 to \n13.4 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","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97413","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 16 (TROYTH00290016) on Town Highway 29, crossing Beetle Brook, Troy, Vermont: U.S. Geological Survey Open-File Report 97-413, iv, 51 p., https://doi.org/10.3133/ofr97413.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176364,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97413.PNG"},{"id":279730,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0413/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Troy","otherGeospatial":"Beetle Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.875 ], [ -72.5,45.0 ], [ -72.375,45.0 ], [ -72.375,44.875 ], [ -72.5,44.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8244","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240531,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49957,"text":"ofr97576 - 1997 - Level II scour analysis for Bridge 26 (WSTOTH00070026) on Town Highway 7, crossing Greendale Brook, Weston, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T15:20:51","indexId":"ofr97576","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-576","title":"Level II scour analysis for Bridge 26 (WSTOTH00070026) on Town Highway 7, crossing Greendale Brook, Weston, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWSTOTH00070026 on Town Highway 7 crossing Greendale Brook, Weston, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nsouth central Vermont. The 3.13-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest.
\nIn the study area, the Greendale Brook has a sinuous, non-incised, non-alluvial channel with \na slope of approximately 0.015 ft/ft, an average channel top width of 38 ft and an average \nbank height of 3 ft. The channel bed material ranges from sand to boulder with a median \ngrain size (D50) of 64.8 mm (0.213 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on August 19, 1996, indicated that the reach was laterally unstable. \nThe channel has moved to the right, however, scour countermeasures are in place along the \nupstream right bank.
\nThe Town Highway 7 crossing of the Greendale Brook is a 52-ft-long, two-lane bridge \nconsisting of one 50-foot steel-beam span with a concrete deck (Vermont Agency of \nTransportation, written communication, April 07, 1995). The opening length of the \nstructure parallel to the bridge face is 48.6 ft. The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 50 degrees to the opening \nwhile the opening-skew-to-roadway is 30 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the upstream \nright wingwall and right abutment during the Level I assessment. Scour protection measures \nat the site include: type-2 stone fill (less than 36 inches diameter) at the upstream end of the \nupstream left wingwall, along the left bank upstream, at the downstream end of the \ndownstream left wing wall, and along the entire length of the downstream right wing wall; \ntype 4 (less than 60 inches) and type-3 stone fill (less than 48 inches) along the right bank \nupstream. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 3.9 to 9.9 \nft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). The Hire \nequation (abutment scour) is often used when the horizontal length blocked by flow divided \nby the depth of flow is greater than 25 (Richardson and others, 1995 p. 49). Although the \nHire equation could be applied to the left abutment more conservative scour estimates were \ngiven by the Froehlich equation on the left abutment. Usually, computed scour depths are \nevaluated in combination with other information including (but not limited to) historical \nperformance during flood events, the geomorphic stability assessment, existing scour \nprotection measures, and the results of the hydraulic analyses. Therefore, scour depths \nadopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97576","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Hammond, R., 1997, Level II scour analysis for Bridge 26 (WSTOTH00070026) on Town Highway 7, crossing Greendale Brook, Weston, Vermont: U.S. Geological Survey Open-File Report 97-576, iv, 48 p., https://doi.org/10.3133/ofr97576.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":175616,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97576.GIF"},{"id":279725,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0576/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Weston","otherGeospatial":"Greendale Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.875,43.25 ], [ -72.875,43.375 ], [ -72.75,43.375 ], [ -72.75,43.25 ], [ -72.875,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a7ff6","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240538,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert A.","contributorId":24677,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert A.","affiliations":[],"preferred":false,"id":240537,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49892,"text":"ofr97187 - 1997 - Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont","interactions":[],"lastModifiedDate":"2012-02-02T00:10:24","indexId":"ofr97187","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-187","title":"Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont","language":"ENGLISH","doi":"10.3133/ofr97187","usgsCitation":"Olson, S., and Ivanoff, M., 1997, Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont: U.S. Geological Survey Open-File Report 97-187, 49 p., https://doi.org/10.3133/ofr97187.","productDescription":"49 p.","costCenters":[],"links":[{"id":170380,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55ed","contributors":{"authors":[{"text":"Olson, S.A.","contributorId":58681,"corporation":false,"usgs":true,"family":"Olson","given":"S.A.","email":"","affiliations":[],"preferred":false,"id":240432,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, M.A.","contributorId":45758,"corporation":false,"usgs":true,"family":"Ivanoff","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":240431,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50028,"text":"ofr97807 - 1997 - Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:34:18","indexId":"ofr97807","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-807","title":"Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00050071 on Town Highway 5 crossing Kedron Brook, Woodstock, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 16.1-mi2\n drainage area is in a predominantly rural and forested \nbasin. However, the bridge site is within the Village of Woodstock. In the vicinity of the \nstudy site, the surface cover is best described as suburban downstream of the bridge and \nforest and brush upstream of the bridge.\nIn the study area, Kedron Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 33 ft and an average bank height \nof 11 ft. The predominant channel bed material is cobble with a median grain size (D50) of \n112 mm (0.368 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on September 14, 1994, indicated that the reach was vertically degraded. Evidence of \nthe degradation was observed at the outlet of the bridge where the stream bed is 4 ft below \nthe downstream invert of the structure (see figure 6).\nThe Town Highway 5 crossing of Kedron Brook is a 30-ft-long, two-lane bridge/box \nculvert consisting of one 25-foot concrete span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The opening length of the structure parallel to the bridge \nface is 23.5 ft.The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel bed under the bridge is covered entirely by a concrete slab. The channel is skewed \napproximately 45 degrees to the opening and the opening-skew-to-roadway is also 45 \ndegrees.\nScour countermeasures at the site include concrete retaining walls on both the left and right \ndownstream banks extending approximately 130 ft downstream; a drywall constructed of \nstone on the upstream right bank extending to the next bridge upstream; type-2 stone fill \n(less than 36 inches diameter) along the upstream left bank, at the upstream end of the \nupstream right wingwall, and along the base of the retaining wall on the downstream left \nbank; and type-3 stone-fill (less than 48 inches diameter) along the base of the retaining \nwall on the downstream right bank. In addition, the channel under the bridge is concrete. \nFurther details describing conditions at the site are included in the Level II Summary and \nAppendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 2.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. The contraction scour depths do not take the concrete channel \nbed under the bridge into account. Abutment scour ranged from 8.7 to 18.2 ft. The worstcase abutment scour occurred at the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97807","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Olson, S., and Ayotte, J., 1997, Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 97-807, 51 p., https://doi.org/10.3133/ofr97807.","productDescription":"51 p.","onlineOnly":"N","costCenters":[],"links":[{"id":161676,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279656,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0807/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.50 ], [ -72.625,43.75 ], [ -72.5,43.75 ], [ -72.5,43.50 ], [ -72.625,43.50 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a56df","contributors":{"authors":[{"text":"Olson, S.A.","contributorId":58681,"corporation":false,"usgs":true,"family":"Olson","given":"S.A.","email":"","affiliations":[],"preferred":false,"id":240663,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ayotte, J. D.","contributorId":96667,"corporation":false,"usgs":true,"family":"Ayotte","given":"J. D.","affiliations":[],"preferred":false,"id":240664,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49905,"text":"ofr97216 - 1997 - Level II scour analysis for Bridge 6 (STAMVT01000006) on State Route 100, crossing the North Branch of the Hoosic River, Stamford, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T10:08:56","indexId":"ofr97216","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-216","title":"Level II scour analysis for Bridge 6 (STAMVT01000006) on State Route 100, crossing the North Branch of the Hoosic River, Stamford, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure STAMVT01000006 on Vermont Highway 100 crossing the North Branch of the Hoosic River, Stamford, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in southern Vermont. The 8.61-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is grass with forest along the immediate banks throughout the reach.\nIn the study area, the North Branch of the Hoosic River has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 44 ft and an average bank height of 4 ft. The channel bed material ranges from sand to boulder with a median grain size (D50) of 97.4 mm (0.320 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 31, 1996, indicated that the reach was stable.\nThe Vermont Highway 100 crossing of the North Branch of the Hoosic River is a 99-ft-long, two-lane bridge consisting of one 97-foot steel-beam span (Vermont Agency of Transportation, written communication, September 28, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 60 degrees to the opening and the opening-skew-to-roadway is also 60 degrees.\nThe scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) along the downstream left bank. Type-2 (less than 36 inches diameter) stone fill was found along the upstream left bank and the downsteam right bank. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.7 to 2.1 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 18.8 to 19.7 ft along the right abutment and from 2.8 to 6.8 ft along the left abutment. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97216","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., 1997, Level II scour analysis for Bridge 6 (STAMVT01000006) on State Route 100, crossing the North Branch of the Hoosic River, Stamford, Vermont: U.S. Geological Survey Open-File Report 97-216, iv, 50 p., https://doi.org/10.3133/ofr97216.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":169643,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97216.PNG"},{"id":279780,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0216/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Stamford","otherGeospatial":"Hoosic River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.125,42.75 ], [ -73.125,42.875 ], [ -73.0,42.875 ], [ -73.0,42.75 ], [ -73.125,42.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5c92","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240455,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50004,"text":"ofr97769 - 1997 - Level II scour analysis for Bridge 53 (CHESTH01180053) on Town Highway 118, crossing the Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:54:38","indexId":"ofr97769","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-769","title":"Level II scour analysis for Bridge 53 (CHESTH01180053) on Town Highway 118, crossing the Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESTH01180053 on Town Highway 118 crossing the Williams River, Chester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin southeastern Vermont. The 20.8-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is predominantly suburban \nwhile the right bank upstream is pasture. There is a house on the right bank downstream and \nVT 103 runs parallel to the river along the left bank.\nIn the study area, the Williams River has an incised, straight channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 64 ft and an average bank height \nof 7 ft. The channel bed material ranges from sand to boulder with a median grain size (D50) \nof 58.0 mm (0.190 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on September 17, 1996, indicated that the reach was stable.\nThe Town Highway 118 crossing of the Williams River is a 43-ft-long, one-lane bridge \nconsisting of one 40-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, April 6, 1995). The opening length of the structure parallel to the bridge \nface is 37.6 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 5 degrees to the opening while the computed opening-skew-to-roadway is 10 degrees. \nA scour hole 0.5 ft deeper than the mean thalweg depth was observed at both abutments \nduring the Level I assessment. Scour protection measures at the site include: type-3 stone \nfill (less than 48 inches diameter) along the left bank upstream and downstream and type-2 \nstone fill (less than 36 inches diameter) along the entire base length of the upstream left \nwingwall, at the upstream end of the left abutment, and at the upstream end of the \ndownstream left wingwall. Additional details describing conditions at the site are included \nin the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 5.8 to 6.8 \nft at the left abutment and 9.4 to 14.4 ft at the right abutment. The worst-case abutment \nscour occurred at the incipient roadway-overtopping discharge. Additional information on \nscour depths and depths to armoring are included in the section titled “Scour Results”. \nScoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour \ndepths were calculated assuming an infinite depth of erosive material and a homogeneous \nparticle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97769","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Medalie, L., 1997, Level II scour analysis for Bridge 53 (CHESTH01180053) on Town Highway 118, crossing the Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-769, iv, 51 p., https://doi.org/10.3133/ofr97769.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176433,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97769.PNG"},{"id":279674,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0769/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.625,43.25 ], [ -73.625,43.375 ], [ -73.5,43.375 ], [ -73.5,43.25 ], [ -73.625,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5b05","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240619,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240618,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49996,"text":"ofr97756 - 1997 - Level II scour analysis for Bridge 20 (BRISTH00270020) on Town Highway 27, crossing Little Notch Brook, Bristol, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:04:09","indexId":"ofr97756","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-756","title":"Level II scour analysis for Bridge 20 (BRISTH00270020) on Town Highway 27, crossing Little Notch Brook, Bristol, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRISTH00270020 on Town Highway 27 crossing Little Notch Brook, Bristol, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nwest-central Vermont. The 8.43-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of pasture with trees, \nshrubs, and brush along the road embankments and the stream banks, except for the \ndownstream left overbank area. Surface cover on the downstream left overbank is forest \nwith dense undergrowth consisting of vines, shrubs, and brush.
\nIn the study area, Little Notch Brook has a sinuous channel with a slope of approximately \n0.006 ft/ft, an average channel top width of 47 feet and an average bank height of 3 feet. \nThe predominant channel bed materials are gravel and cobbles with a median grain size \n(D50) of 66.0 mm (0.216 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 19, 1995, indicated that the reach was stable.
\nThe Town Highway 27 crossing of Little Notch Brook is a 48-ft-long, one-lane bridge \nconsisting of one 45-foot steel pony-truss span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The opening length of the structure parallel to the \nbridge face is 42.8 feet. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 15 degrees to the opening while the \nopening-skew-to-roadway is zero degrees.
\nA scour hole 1.0 feet deeper than the mean thalweg depth was observed along the upstream \nleft wingwall and the upstream end of the left abutment during the Level I assessment. The \nonly scour protection measure at the site was a crude, block-cut stone wall, which extended \nfrom the upstream end of the upstream left wingwall to 45 feet upstream. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 0.2 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 12.2 to \n13.4 feet at the left abutment and from 3.6 to 5.0 feet at the right abutment. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97756","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1997, Level II scour analysis for Bridge 20 (BRISTH00270020) on Town Highway 27, crossing Little Notch Brook, Bristol, Vermont: U.S. Geological Survey Open-File Report 97-756, iv, 49 p., https://doi.org/10.3133/ofr97756.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":176843,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97756.GIF"},{"id":279682,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0756/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bristol","otherGeospatial":"Little Notch 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":"4f4e4b1ae4b07f02db6a8163","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240605,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49911,"text":"ofr97339 - 1997 - Level II scour analysis for Bridge 7H (HUNTTH0001007H) on Town Highway 1, crossing Cobb Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:24:34","indexId":"ofr97339","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-339","title":"Level II scour analysis for Bridge 7H (HUNTTH0001007H) on Town Highway 1, crossing Cobb Brook, Huntington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure HUNTTH001007H on Town Highway 1 crossing the Cobb Brook, Huntington, Vermont (figures 1–10). 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.
In August 1976, Hurricane Belle caused flooding at this site which resulted in road and bridge damage (figures 7-8). This was approximately a 25-year flood event (U.S. Department of Housing and Urban Development, 1978). The site is in the Green Mountain section of the New England physiographic province in central Vermont. The 4.20-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forest upstream of the bridge. Downstream of the bridge is brushland and pasture.
In the study area, the Cobb Brook has an incised, straight channel with a slope of approximately 0.03 ft/ft, an average channel top width of 43 ft and an average bank height of 6 ft. The channel bed material ranges from sand to boulders with a median grain size (D50) of 65.5 mm (0.215 ft). The geomorphic assessment at the time of the Level I and Level II site visit on June 24, 1996, indicated that the reach was stable.
The Town Highway 1 crossing of the Cobb Brook is a 23-ft-long, two-lane bridge consisting of one 20-foot concrete slab span (Vermont Agency of Transportation, written communication, June 21, 1996). 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 zero degrees.
A scour hole 2.8 ft deeper than the mean thalweg depth was observed along the left abutment during the Level I assessment. Protection measures at the site include type-1 stone fill (less than 12 inches diameter) at the downstream right wingwall, type-2 stone fill (less than 36 inches diameter) at the upstream right wingwall and the downstream end of the downstream left wingwall, and type-3 stone fill (less than 48 inches diameter) at the upstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour depths and recommended 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.
Contraction scour for all modelled flows ranged from 0.2 to 1.3 ft. The worst-case contraction scour occurred at the incipient-overtopping discharge. Abutment scour ranged from 4.0 to 8.7 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 10. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97339","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1997, Level II scour analysis for Bridge 7H (HUNTTH0001007H) on Town Highway 1, crossing Cobb Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-339, iv, 51 p., https://doi.org/10.3133/ofr97339.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":169720,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97339.JPG"},{"id":279774,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0339/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Cobb 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":"4f4e4b16e4b07f02db6a5692","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240465,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":24445,"text":"ofr97126 - 1997 - Fractal compression","interactions":[],"lastModifiedDate":"2020-06-18T22:25:49.196082","indexId":"ofr97126","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-126","title":"Fractal compression","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97126","issn":"0094-9140","usgsCitation":"Sattel, S., 1997, Fractal compression: U.S. Geological Survey Open-File Report 97-126, 10 p., https://doi.org/10.3133/ofr97126.","productDescription":"10 p.","costCenters":[],"links":[{"id":375718,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0126/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":157188,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1997/0126/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1be4b07f02db6a900b","contributors":{"authors":[{"text":"Sattel, Steven","contributorId":61462,"corporation":false,"usgs":true,"family":"Sattel","given":"Steven","email":"","affiliations":[],"preferred":false,"id":191938,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49912,"text":"ofr97340 - 1997 - Level II scour analysis for Bridge 29 (HARDTH00310029) on Town Highway 31, crossing the Lamoille River, Hardwick, Vermont","interactions":[],"lastModifiedDate":"2014-01-05T13:36:25","indexId":"ofr97340","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-340","title":"Level II scour analysis for Bridge 29 (HARDTH00310029) on Town Highway 31, crossing the Lamoille River, Hardwick, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHARDTH00310029 on town highway 31 crossing the Lamoille River, Hardwick, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nof north-central Vermont. The 64.4-mi2\n drainage area is in a predominantly rural basin. In \nthe vicinity of the study site, the surface cover is pasture except for the immediate \ndownstream channel banks and the downstream left overbank which are brush covered.
\nIn the study area, the Lamoille River has a sinuous channel with a slope of approximately \n0.001 ft/ft, an average channel top width of 84 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are cobble and gravel with a median grain size (D50) of \n36.1 mm (0.119 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on July 26, 1995, indicated that the reach was stable.
\nThe town highway 31 crossing of the Lamoille River is a 65-ft-long, one-lane bridge \nconsisting of one 61-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 27, 1995). The bridge is supported by vertical, stone abutments with \nwingwalls. The right abutment has a concrete facing and a concrete subfooter. The channel \nis skewed approximately 5 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 \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 2.7 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.3 to \n18.6 ft. The worst-case abutment scour occurred at the 100-year discharge at the right \nabutment. Additional information on scour depths and depths to armoring are included in \nthe section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97340","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1997, Level II scour analysis for Bridge 29 (HARDTH00310029) on Town Highway 31, crossing the Lamoille River, Hardwick, Vermont: U.S. Geological Survey Open-File Report 97-340, iv, 50 p., https://doi.org/10.3133/ofr97340.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":169721,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97340.GIF"},{"id":279773,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0340/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":"4f4e4b19e4b07f02db6a7f3a","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":240466,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50023,"text":"ofr97799 - 1997 - Level II scour analysis for Bridge 21 (WALDTH00450021) on Town Highway 45, crossing Joes Brook, Walden, Vermont","interactions":[],"lastModifiedDate":"2017-10-18T12:36:29","indexId":"ofr97799","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-799","title":"Level II scour analysis for Bridge 21 (WALDTH00450021) on Town Highway 45, crossing Joes Brook, Walden, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWALDTH00450021 on Town Highway 45 crossing Joes Brook, Walden, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D. The VTAOT files state that the stream is Coles Brook, both the USGS and the \nVTAOT maps state that it is Joes Brook.\nThe site is in the New England Upland section of the New England physiographic province \nin central Vermont. The 18.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture upstream and downstream \nof the bridge while the immediate banks have dense woody vegetation. \nIn the study area, Joes Brook has an incised, sinuous channel with a slope of approximately \n0.01 ft/ft, an average channel top width of 76 ft and an average bank height of 5 ft. The \nchannel bed material ranges from sand to boulder with a median grain size (D50) of 75.4 \nmm (0.247 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non July 27, 1995, indicated that the reach was stable.\nThe Town Highway 45 crossing of Joes Brook is a 35-ft-long, one-lane bridge consisting of \none 29-foot steel-beam span with a wooden deck (Vermont Agency of Transportation, \nwritten communication, April 5, 1995). The opening length of the structure parallel to the \nbridge face is 26.2 ft. The bridge is supported by vertical, “laid-up” concrete block \nabutments with no wingwalls. The channel is skewed approximately zero degrees to the \nopening while the computed opening-skew-to-roadway is 5 degrees.\nThe scour protection measures at the site included type-1 stone fill (less than 12 inches \ndiameter) along the upstream left bank and along the entire base length of the left abutment. \nThere is also type-2 stone fill (less than 36 inches diameter) along the entire base length of \nthe right abutment. Additional details describing conditions at the site are included in the \nLevel II Summary and Appendices D\nand E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 12.4 to 24.4 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97799","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Medalie, L., 1997, Level II scour analysis for Bridge 21 (WALDTH00450021) on Town Highway 45, crossing Joes Brook, Walden, Vermont: U.S. Geological Survey Open-File Report 97-799, iv, 52 p., https://doi.org/10.3133/ofr97799.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":161570,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97799.PNG"},{"id":279640,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0799/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Walden","otherGeospatial":"Joes Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.375 ], [ -72.25,44.5 ], [ -72.0,44.5 ], [ -72.0,44.375 ], [ -72.25,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81f5","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240654,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240653,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49921,"text":"ofr97364 - 1997 - Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2014-01-04T14:52:38","indexId":"ofr97364","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-364","title":"Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESVT01030012 on State Route 103 crossing the Williams River, Chester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin eastern Vermont. The 23.9-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture on the downstream right \nand upstream left overbank areas and short grass on the downstream left and upstream right \noverbank areas. The surface cover along the upstream and downstream immediate banks \nconsists of trees and brush.
\nIn the study area, the the Williams River has an incised, sinuous channel with a slope of \napproximately 0.0054 ft/ft, an average channel top width of 75 ft and an average bank \nheight of 4 ft. The predominant channel bed material is gravel with a median grain size \n(D50) of 52.4 mm (0.172 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 18, 1996, indicated that the reach was laterally unstable.
\nThe State Route 103 crossing of the Williams River is a 99-ft-long, two-lane bridge \nconsisting of three concrete T-beam spans (Vermont Agency of Transportation, written \ncommunication, March 29, 1995). The bridge is supported by two piers and vertical, \nconcrete abutments with wingwalls and spill-through slopes. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 0 degrees. \nDownstream of the bridge are the remains of a dam which is acting as a drop structure.
\nA scour hole, approximately 3 ft deeper than the mean thalweg depth, was observed along \nthe upstream left bank extending from 78 ft upstream of the upstream bridge face to 25 ft \ndownstream of the downstream bridge face during the Level I assessment. Lateral migration \nof the channel has resulted in flow being directed at an angle to the piers, which has resulted \nin increased local scour at the bridge. The scour protection measures at the site included \ntype-2 stone fill (less than 36 inches diameter) under the bridge along the entire base length \nof the left and right spill-through slopes and extending up to the abutments. Type-2 stone \nfill (less than 36 inches diameter) scour protection was also found along the upstream left \nbank from the bridge to 46 ft upstream and along the downstream right bank from the \nbridge to 70 ft downstream. Rock walls were found along the left bank from 88 ft to 200 ft \ndownstream and along the right bank from 124 ft to 224 ft downstream. There are two wood \npile drop structures located at 47 ft and 61 ft downstream of the bridge. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \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 \nranged from 0.0 to 0.2 ft. The worst-case \ncontraction scour occurred at \nthe 500-year discharge. Abutment scour ranged from 4.0 to\n12.4 ft along the right spill-through abutment and from 8.4 to 10.7 ft along the left spill-\nthrough abutment. The worst-case abutment scour \noccurred at the 500-year discharge. Pier \nscour ranged from 7.1 to 8.9 ft along Pier 1 (\nnortherly pier) and from 13.5 to 17.1 ft along \nPier 2 (southerly pier). The worst case pier \nscour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured \n-streambed elevations, based on \nthe calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed \nat the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous \nparticle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97364","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Burns, R.L., 1997, Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-364, iv, 56 p., https://doi.org/10.3133/ofr97364.","productDescription":"iv, 56 p.","numberOfPages":"61","costCenters":[],"links":[{"id":170104,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97364.GIF"},{"id":279763,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0364/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.25 ], [ -72.625,43.375 ], [ -72.5,43.375 ], [ -72.5,43.25 ], [ -72.625,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83ee","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240476,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240477,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49988,"text":"ofr97673 - 1997 - Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:33:40","indexId":"ofr97673","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-673","title":"Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00220031 on Town Highway 22 crossing Brush Brook, Huntington, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, obtained 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 \nwest-central Vermont. The 5.01-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of trees and brush.
\nIn the study area, Brush Brook has an incised, straight channel with a slope of \napproximately 0.06 ft/ft, an average channel top width of 44 ft and an average bank height \nof 4 ft. The channel bed material ranges from boulder to gravel with a median grain size \n(D50) of 107.0 mm (0.352 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 25, 1996, indicated that the reach was stable.
\nThe Town Highway 22 crossing of Brush Brook is a 34-ft-long, one-lane bridge consisting \nof one 30-foot steel I-beam span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The opening length of the structure parallel to the \nbridge face is 31.2 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 15 degrees to the opening while the \ncomputed opening-skew-to-roadway is 10 degrees. The VTAOT computed opening-skewto-roadway is 2 degrees.
\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed at the downstream \nend of the left abutment during the Level I assessment. The only scour protection measure \nat the site was type-2 stone fill (less than 36 inches diameter) along the upstream right bank. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows was computed to be zero ft. Abutment scour \nranged from 7.0 to 10.5 ft. The worst-case abutment scour occurred at the 500-year \ndischarge for the left abutment and at the incipient-overtopping discharge for the right \nabutment. Additional information on scour depths and depths to armoring are included in \nthe section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97673","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Degnan, J.R., 1997, Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-673, iv, 50 p., https://doi.org/10.3133/ofr97673.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176249,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97673.GIF"},{"id":279690,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0673/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,44.25 ], [ -73.0,44.375 ], [ -72.875,44.375 ], [ -72.875,44.25 ], [ -73.0,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7d50","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240591,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true},{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240590,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50026,"text":"ofr97804 - 1997 - Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:47:51","indexId":"ofr97804","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-804","title":"Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNEWBTH00500065 on Town Highway 50 crossing Peach Brook, Newbury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 15.3-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest upstream of the bridge and \nshrub and brushland downstream of the bridge.\nIn the study area, Peach Brook has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 40 ft and an average bank height \nof 8 ft. The channel bed material ranges from cobble to boulder with a median grain size \n(D50) of 83.1 mm (0.273 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 29, 1995, indicated that the reach was stable.\nThe Town Highway 50 crossing of the Peach Brook is a 29-ft-long, two-lane bridge \nconsisting of one 25-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 27, 1995). The opening length of the structure parallel to the bridge \nface is 24.9 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 50 degrees to the opening while the computed openingskew-to-roadway is 20 degrees.\nA channel scour hole 0.75 ft deeper than the mean thalweg depth was observed under the \nbridge during the Level I assessment. Also observed was channel scour 0.75 ft deeper than \nthe mean thalweg at the upstream face of the bridge and channel scour 0.25 ft deeper than \nthe mean thalweg along the right bank downstream. The scour protection measures at the \nsite included type-1 stone fill (less than 12 inches diameter) along the upstream and \ndownstream right wingwalls and type-2 stone fill (less than 36 inches diameter) along the \nupstream right bank and along the downstream left wingwall and bank. In addition, there \nare four 3 ft square concrete blocks at the corner where the upstream right wingwall joins \nthe right abutment. The upstream left wingwall and upstream half of the left abutment were \nconstructed on top of a bedrock outcrop. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.3 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. The right abutment scour ranged from 6.1 to 7.2 ft. The worstcase right abutment scour occurred at the incipient roadway-overtopping discharge. The left \nabutment scour ranged from 7.1 to 10.3 ft. The worst-case left abutment scour occurred at \nthe 500-year discharge. Additional information on scour depths and depths to armoring are \nincluded in the section titled “Scour Results”. Scoured-streambed elevations, based on the \ncalculated scour depths, are presented in tables 1 and 2. A cross-section of the scour \ncomputed at the bridge is presented in figure 8. Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). 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 he","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97804","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Burns, R., and Severance, T., 1997, Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont: U.S. Geological Survey Open-File Report 97-804, 51 p., https://doi.org/10.3133/ofr97804.","productDescription":"51 p.","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":161674,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97804.JPG"},{"id":279658,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0804/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.125,44.000 ], [ -72.125,44.125 ], [ -72.000,44.125 ], [ -72.000,44.000 ], [ -72.125,44.000 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5842","contributors":{"authors":[{"text":"Burns, R.L.","contributorId":62651,"corporation":false,"usgs":true,"family":"Burns","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":240659,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Timothy","contributorId":104927,"corporation":false,"usgs":true,"family":"Severance","given":"Timothy","email":"","affiliations":[],"preferred":false,"id":240660,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49985,"text":"ofr97670 - 1997 - Level II scour analysis for Bridge 34 (ROCHTH00210034) on Town Highway 21, crossing the White River, Rochester, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T14:29:11","indexId":"ofr97670","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-670","title":"Level II scour analysis for Bridge 34 (ROCHTH00210034) on Town Highway 21, crossing the White River, Rochester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure ROCHTH00210034 on Town Highway 21 crossing the White River, Rochester, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, obtained from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
The site is in the Green Mountain section of the New England physiographic province in central Vermont. The 74.8-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is suburban on the upstream and downstream left overbanks, though brush prevails along the immediate banks. On the upstream and downstream right overbanks, the surface cover is pasture with brush and trees along the immediate banks.
In the study area, the White River has an incised, straight channel with a slope of approximately 0.002 ft/ft, an average channel top width of 102 ft and an average bank height of 5 ft. The channel bed material ranges from sand to cobble with a median grain size (D50) of 74.4 mm (0.244 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 23, 1996, indicated that the reach was stable.
The Town Highway 21 crossing of the White River is a 72-ft-long, two-lane bridge consisting of 70-foot steel stringer span (Vermont Agency of Transportation, written communication, March 22, 1995). The opening length of the structure parallel to the bridge face is 67.0 ft. 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 zero degrees.
Channel scour, 1.5 ft deeper than the mean thalweg depth was observed along the left abutment and wingwalls during the Level I assessment. Scour countermeasures at the site includes type-1 stone fill (less than 12 inches diameter) along the upstream left bank and the upstream and downstream left road embankments, type-2 (less than 36 inches diameter) along the upstream end of the upstream left wingwall and downstream left bank, and type-3 (less than 48 inches diameter) along the downstream end of the downstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). In addition, the incipient roadway-overtopping discharge is analyzed since it has the potential of being the worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
Contraction scour for all modelled discharges was zero. Left abutment scour ranged from 6.8 to 21.2 ft. Right abutment scour ranged from 13.9 to 18.4 ft. The worst-case abutment scour occurred at the 500-year discharge at the left and right abutments. 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.
It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97670","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Degnan, J., 1997, Level II scour analysis for Bridge 34 (ROCHTH00210034) on Town Highway 21, crossing the White River, Rochester, Vermont: U.S. Geological Survey Open-File Report 97-670, iv, 51 p., https://doi.org/10.3133/ofr97670.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176152,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97670.GIF"},{"id":279693,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0670/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Rochester","otherGeospatial":"White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a64f2","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240585,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James","contributorId":20398,"corporation":false,"usgs":true,"family":"Degnan","given":"James","affiliations":[],"preferred":false,"id":240586,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49983,"text":"ofr97663 - 1997 - Level II scour analysis for Bridge 34 (HUNTTH00210034) on Town Highway 21, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:29:25","indexId":"ofr97663","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-663","title":"Level II scour analysis for Bridge 34 (HUNTTH00210034) on Town Highway 21, crossing Brush Brook, Huntington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00210034 on Town Highway 21 crossing Brush Brook, Huntington, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 6.23-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is forest.
\nIn the study area, Brush Brook has an incised, straight channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 43 ft and an average bank height \nof 4 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 90.0 mm (0.295 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 26, 1996, indicated that the reach was stable.\n
\n
The Town Highway 21 crossing of Brush Brook is a 28-ft-long, one-lane bridge consisting \nof one 26-foot steel-beam span with a timber deck (Vermont Agency of Transportation, \nwritten communication November 30, 1995). The opening length of the structure parallel to \nthe bridge face is 25.4 ft. The bridge is supported by vertical, concrete abutments with a \nwingwall on the upstream right. The channel is skewed approximately 5 degrees to the \nopening and the computed opening-skew-to-roadway is 5 degrees.
\nA tributary enters Brush Brook on the right bank immediately downstream of the bridge. \nAt the confluence, the left bank of Brush Brook is eroded and there is a small void under the \ndownstream end of the left abutment footing which is completely exposed. The right \nabutment footing is also exposed. The scour countermeasures at the site include type-2 \nstone fill (less than 36 inches diameter) along the upstream banks and in front of the right \nabutment and type-3 stone fill (less than 48 inches diameter) along the entire base length of \nthe upstream right wingwall and along the downstream right bank. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 0.7 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 6.9 to 10.9 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97663","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 34 (HUNTTH00210034) on Town Highway 21, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-663, iv, 53 p., https://doi.org/10.3133/ofr97663.","productDescription":"iv, 53 p.","numberOfPages":"58","costCenters":[],"links":[{"id":176150,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279695,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0663/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush 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":"4f4e4b17e4b07f02db6a653a","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240582,"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":240581,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49982,"text":"ofr97662 - 1997 - Level II scour analysis for Bridge 21 (MORETH00010021) on Town Highway 1, crossing Cox Brook, Moretown, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:39:53","indexId":"ofr97662","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-662","title":"Level II scour analysis for Bridge 21 (MORETH00010021) on Town Highway 1, crossing Cox Brook, Moretown, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMORETH00010021 on Town Highway 1 crossing Cox Brook, Moretown, 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 2.85-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is predominantly forested.
\nIn the study area, Cox Brook has an incised, sinuous channel with a slope of approximately \n0.02 ft/ft, an average channel top width of 23 ft and an average bank height of 4 ft. The \nchannel bed material ranges from gravel to cobble with a median grain size (D50) of 47.5 \nmm (0.156 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non July 18, 1996, indicated that the reach was stable.
\nThe Town Highway 1 crossing of Cox Brook is a 29-ft-long, two-lane bridge consisting of \none 27-foot steel-beam span (Vermont Agency of Transportation, written communication, \nOctober 13, 1995). The opening length of the structure parallel to the bridge face is 24.8 ft. \nThe bridge is supported by vertical, concrete abutments with wingwalls. The channel is \nskewed approximately 60 degrees to the opening while the measured opening-skew-to-roadway is 40 degrees.
\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the left \nabutment downstream during the Level I assessment. The only scour protection measure at \nthe site was type-2 stone fill (less than 36 inches diameter) along the left bank upstream. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100-year and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.2 to 0.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 2.8 to 4.0 ft. The worst-case \nabutment scour occurred at the left abutment at the 100-year discharge and at the right \nabutment at the 500-year discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97662","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Medalie, L., 1997, Level II scour analysis for Bridge 21 (MORETH00010021) on Town Highway 1, crossing Cox Brook, Moretown, Vermont: U.S. Geological Survey Open-File Report 97-662, iv, 51 p., https://doi.org/10.3133/ofr97662.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176149,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97662.GIF"},{"id":279696,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0662/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Moretown","otherGeospatial":"Cox Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.125 ], [ -72.75,44.25 ], [ -72.625,44.25 ], [ -72.625,44.125 ], [ -72.75,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81ec","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240580,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240579,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49943,"text":"ofr97395 - 1997 - Level II scour analysis for Bridge 26 (JAMATH00010026) on Town Highway 1, crossing Ball Mountain Brook, Jamaica, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T13:37:45","indexId":"ofr97395","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-395","title":"Level II scour analysis for Bridge 26 (JAMATH00010026) on Town Highway 1, crossing Ball Mountain Brook, Jamaica, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nJAMATH00010026 on Town Highway 1 crossing Ball Mountain Brook, Jamaica, 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 \nsouthern Vermont. The 29.3-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest.\nIn the study area, Ball Mountain Brook has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 74 ft and an average bank height \nof 6 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 82.6 mm (0.271 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 12, 1996, indicated that the reach was stable.\nThe Town Highway 1 crossing of Ball Mountain Brook is a 80-ft-long, two-lane bridge \nconsisting of one 78-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 29, 1995). The opening length of the structure parallel to the bridge \nface is 75.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls.\nA scour hole 2 ft deeper than the mean thalweg depth was observed along the right \nabutment during the Level I assessment. The scour protection measures at the site were \ntype-4 stone fill (less than 60 inches diameter) along the left bank upstream and extending \nunderneath the bridge and along the bank downstream and also along the right bank \nupstream tapering to type-3 stone fill (less than 48 inches diameter) at the upstream end of \nthe upstream right wingwall. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \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 the modelled flows ranged from 1.0 to 2.7 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge. Abutment scour ranged \nfrom 8.4 to 17.6 ft. The worst-case abutment scour for the right abutment occurred at the \nincipient-overtopping discharge. For the left abutment, the worst-case abutment scour \noccurred at the 500-year discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97395","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Medalie, L., 1997, Level II scour analysis for Bridge 26 (JAMATH00010026) on Town Highway 1, crossing Ball Mountain Brook, Jamaica, Vermont: U.S. Geological Survey Open-File Report 97-395, iv, 52 p., https://doi.org/10.3133/ofr97395.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169795,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97395.PNG"},{"id":279740,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0395/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Jamaica","otherGeospatial":"Mountain 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":"4f4e4b1ae4b07f02db6a8014","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240513,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240512,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49944,"text":"ofr97396 - 1997 - Level II scour analysis for Bridge 30 (MNTGTH00410030) on Town Highway 41, crossing the Trout River, Montgomery, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T13:31:29","indexId":"ofr97396","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-396","title":"Level II scour analysis for Bridge 30 (MNTGTH00410030) on Town Highway 41, crossing the Trout River, Montgomery, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMNTGTH00410030 on Town Highway 41 crossing the Trout River, Montgomery, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nnorthern Vermont. The 46.1-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover on the left bank is pasture upstream \nand downstream of the bridge with dense woody vegetation along the immediate banks. \nThe upstream and downstream right bank surface cover is brush. \nIn the study area, the Trout River has an incised, meandering channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 130 ft and an average bank \nheight of 6 ft. The channel bed material ranges from sand to cobble with a median grain size \n(D50) of 68.3 mm (0.224 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 27, 1995, indicated that the reach was laterally unstable. At this \nsite there is visible lateral channel movement upstream and downstream of the bridge with \nmeanders and cut banks.\nThe Town Highway 41 crossing of the Trout River is a 90-ft-long, one-lane bridge \nconsisting of one 87-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The opening length of the structure parallel to the bridge \nface is 86.7 ft.The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 10 degrees to the opening while the opening-skew-toroadway is 0 degrees.\nA scour hole 4.5 ft deeper than the mean thalweg depth, was observed 35 ft downstream of \nthe bridge during the Level I assessment. The scour counter-measures at the site included \ntype-1 stone fill (less than 12 inches diameter) at the upstream left wingwall, at the left \nabutment, along the upstream right bank, and at the upstream end of the downstream left \nwingwall. There was also type-2 stone fill (less than 36 inches diameter) along the \ndownstream right bank. Additional details describing conditions at the site are included in \nthe Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 2.5 to 8.9 \nft. The worst-case abutment scour occurred at the 500-year discharge. The computed scour \ndepths are well above the pile depths set in bedrock. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97396","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Medalie, L., 1997, Level II scour analysis for Bridge 30 (MNTGTH00410030) on Town Highway 41, crossing the Trout River, Montgomery, Vermont: U.S. Geological Survey Open-File Report 97-396, iv, 51 p., https://doi.org/10.3133/ofr97396.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":169877,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97396.PNG"},{"id":279739,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0396/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Montgomery","otherGeospatial":"Trout River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.875 ], [ -72.75,45.0 ], [ -72.625,45.0 ], [ -72.625,44.875 ], [ -72.75,44.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7ef0","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240515,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240514,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ]}