This report provides the results of a detailed Level II analysis of scour potential at structure SHARTH00040013 on Town Highway 4 crossing Broad Brook, Sharon, 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.
The site is in the New England Upland section of the New England physiographic province in central Vermont. The 16.6-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is brushland on the downstream left overbank and row crops on the right overbank, while the immediate banks have dense woody vegetation. Upstream of the bridge, the overbanks are forested.
In the study area, Broad Brook has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 69 ft and an average bank height of 5 ft. The channel bed material ranges from sand to boulder with a median grain size (D50) of 112 mm (0.369 ft). The geomorphic assessment at the time of the Level I site visit on April 11, 1995 and Level II site visit on July 23, 1996, indicated that the reach was stable.
The Town Highway 4 crossing of Broad Brook is a 34-ft-long, two-lane bridge consisting of one 31-foot concrete tee beam span (Vermont Agency of Transportation, written communication, March 23, 1995). The opening length of the structure parallel to the bridge face is 30.1 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is 15 degrees.
A scour hole 2.0 ft deeper than the mean thalweg depth was observed along the upstream end of the right abutment. At the downstream end of the left abutment, a 1.0 foot scour hole was observed . Scour countermeasures at the site include type-2 stone fill (less than 3 feet diameter) at each road embankment. 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 0.7 to 1.8 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 5.6 to 9.4 ft. The worst case left abutment scour occurred at the 500-year discharge. Right abutment scour ranged from 19.0 to 19.8 ft. The worst-case right abutment scour occurred at the incipient-overtopping discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
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/ofr97593","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Weber, M.A., 1997, Level II scour analysis for Bridge 13 (SHARTH00040013) on Town Highway 4, crossing Broad Brook, Sharon, Vermont: U.S. Geological Survey Open-File Report 97-593, iv, 52 p., https://doi.org/10.3133/ofr97593.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":175730,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97593.GIF"},{"id":279714,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0593/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Sharon","otherGeospatial":"Broad Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8330","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":240550,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240551,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50021,"text":"ofr97797 - 1997 - Level II scour analysis for Bridge 39 (TOPSTH00510039) on Town Highway 51, crossing Tabor Branch Waits River, Topsham, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:28:05","indexId":"ofr97797","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":"97-797","title":"Level II scour analysis for Bridge 39 (TOPSTH00510039) on Town Highway 51, crossing Tabor Branch Waits River, Topsham, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nTOPSTH00510039 on Town Highway 51 crossing the Tabor Branch Waits River, \nTopsham, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 17.4-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is predominantly pasture. However, \nbeyond one bridge length on the right bank upstream the surface cover abruptly changes to \nforest.\nIn the study area, the Tabor Branch Waits River has a sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 53 ft and an average bank height \nof 6 ft. The predominant channel bed material is cobbles with a median grain size (D50) of \n86.4 mm (0.283 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on August 30, 1995, indicated that the reach was stable.\nThe Town Highway 51 crossing of the Tabor Branch Waits River is a 34-ft-long, one-lane \nbridge consisting of one 32-foot concrete slab span (Vermont Agency of Transportation, \nwritten communication, March 28, 1995). The opening length of the structure parallel to the \nbridge face is 31.0 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 5 degrees to the opening while the \nopening-skew-to-roadway is 10 degrees.\nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) along the left and right bank upstream, along the base of the upstream left \nwingwall, upstream right wingwall, left abutment, right abutment, downstream left \nwingwall, downstream right wingwall, and along the left and right bank downstream. \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 ranged from 0.0 to 0.4 ft. The worst-case \ncontraction scour occurred at the maximum free surface flow discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 4.8 to 8.0 ft. The worst-case \nabutment scour occurred at 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A crosssection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97797","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Severance, T., 1997, Level II scour analysis for Bridge 39 (TOPSTH00510039) on Town Highway 51, crossing Tabor Branch Waits River, Topsham, Vermont: U.S. Geological Survey Open-File Report 97-797, iv, 51 p., https://doi.org/10.3133/ofr97797.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":161568,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97797.PNG"},{"id":279642,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0797/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Topsham","otherGeospatial":"Tabor Branch Waits River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.0 ], [ -72.25,44.125 ], [ -72.125,44.125 ], [ -72.125,44.0 ], [ -72.25,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a620f","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240649,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Tim","contributorId":53851,"corporation":false,"usgs":true,"family":"Severance","given":"Tim","affiliations":[],"preferred":false,"id":240650,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50012,"text":"ofr97776 - 1997 - Level II scour analysis for Bridge 34 (CONCTH00110034) on Town Highway 11, crossing Miles Stream, Concord, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:45:22","indexId":"ofr97776","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":"97-776","title":"Level II scour analysis for Bridge 34 (CONCTH00110034) on Town Highway 11, crossing Miles Stream, Concord, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCONCTH00110034 on Town Highway 11 crossing Miles Stream, Concord, 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 northeastern Vermont. The 24.9-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is shrub and brush on the \nleft bank upstream and downstream of the bridge. The surface cover on the right bank \nupstream is pasture while downstream it is forest.\nIn the study area, Miles Stream has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 48 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 102 mm (0.335 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on August 15, 1995, indicated that the reach was stable.\nThe Town Highway 11 crossing of Miles Stream is a 38-ft-long, two-lane bridge consisting \nof one 36-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 16, 1995). The opening length of the structure parallel to the bridge \nface is 33.9 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 20 degrees to the opening. The calculated opening-skewto-roadway is 25 degrees while the VTAOT determined opening-skew-to-roadway is 22 \ndegrees.\nThe scour countermeasures at the site included type-2 stone fill (less than 36 inches \ndiameter) along the entire base length of all four wingwalls, scattered in front of the left and \nright abutments, and along the downstream left and right banks. Also, there is type-3 stone \nfill (less than 48 inches diameter) along the upstream left and right banks. Additional \ndetails 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 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 7.4 to 9.6 ft while the \nleft abutment scour ranged from 12.8 to 14.4 ft. The worst-case abutment scour for the left \nand right abutments 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. However, there is exposed bedrock in the channel upstream and \ndownstream of the bridge.\nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97776","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Hammond, R.E., 1997, Level II scour analysis for Bridge 34 (CONCTH00110034) on Town Highway 11, crossing Miles Stream, Concord, Vermont: U.S. Geological Survey Open-File Report 97-776, iv, 51 p., https://doi.org/10.3133/ofr97776.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176810,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97776.PNG"},{"id":279667,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0776/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Concord","otherGeospatial":"Miles Stream","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":"4f4e4b18e4b07f02db6a7363","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240633,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240632,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49965,"text":"ofr97594 - 1997 - Level II scour analysis for Bridge 40 (ANDOVT00110040) on State Route 11, crossing Lyman Brook, Andover, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T13:35:28","indexId":"ofr97594","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":"97-594","title":"Level II scour analysis for Bridge 40 (ANDOVT00110040) on State Route 11, crossing Lyman Brook, Andover, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nANDOVT00110040 on State Route 11 crossing Lyman Brook, Andover, 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 \nsouth-central Vermont. The 4.18-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture while the immediate \nbanks have dense woody vegetation.
\nIn the study area, Lyman Brook has an incised, straight channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 42 ft and an average bank height \nof 8 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 86.0 mm (0.282 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 9, 1996, indicated that the reach was stable.
\nThe State Route 11 crossing of Lyman Brook is a 28-ft-long, two-lane bridge consisting of \none 27-foot concrete tee-beam span (Vermont Agency of Transportation, written \ncommunication, March 29, 1995). The opening length of the structure parallel to the bridge \nface is 24.8 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 0 degrees to the opening while the opening-skew-to-roadway is 30 degrees.
\nThe scour protection measures at the site included type-2 stone fill (less than 36 inches \ndiameter) at the upstream end of the upstream right wingwall and the downstream ends of \nthe downstream left and right wingwalls. There was also a stone wall along the top of the \nleft bank from 36 to 76 feet upstream. 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). \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 0.7 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge which was more than the \n100-year discharge. Left abutment scour ranged from 1.2 to 7.5 ft. The worst-case left \nabutment scour occurred at the 500-year discharge. Right abutment scour ranged from 5.2 \nto 6.7 ft. The worst-case right abutment scour occurred at the 100-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/ofr97594","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Burns, R.L., 1997, Level II scour analysis for Bridge 40 (ANDOVT00110040) on State Route 11, crossing Lyman Brook, Andover, Vermont: U.S. Geological Survey Open-File Report 97-594, iv, 51 p., https://doi.org/10.3133/ofr97594.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":175731,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97594.GIF"},{"id":279713,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0594/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Andover","otherGeospatial":"Lyman Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.25 ], [ -72.75,43.375 ], [ -72.625,43.375 ], [ -72.625,43.25 ], [ -72.75,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a646a","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240552,"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":240553,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49875,"text":"ofr9710 - 1997 - Level II scour analysis for Bridge 12 (PFRDTH00020012) on Town Highway 2, crossing Otter Creek, Pittsford, Vermont","interactions":[],"lastModifiedDate":"2012-02-02T00:10:24","indexId":"ofr9710","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":"97-10","title":"Level II scour analysis for Bridge 12 (PFRDTH00020012) on Town Highway 2, crossing Otter Creek, Pittsford, Vermont","language":"ENGLISH","doi":"10.3133/ofr9710","usgsCitation":"Flynn, R.H., and Song, D., 1997, Level II scour analysis for Bridge 12 (PFRDTH00020012) on Town Highway 2, crossing Otter Creek, Pittsford, Vermont: U.S. Geological Survey Open-File Report 97-10, 52 p., https://doi.org/10.3133/ofr9710.","productDescription":"52 p.","costCenters":[],"links":[{"id":169567,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83a8","contributors":{"authors":[{"text":"Flynn, R. H.","contributorId":44946,"corporation":false,"usgs":true,"family":"Flynn","given":"R.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":240404,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, D.L.","contributorId":34985,"corporation":false,"usgs":true,"family":"Song","given":"D.L.","email":"","affiliations":[],"preferred":false,"id":240403,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":38442,"text":"pp1404M - 1997 - Simulation of ground-water flow in the Coastal Plain aquifer system of North Carolina","interactions":[{"subject":{"id":19080,"text":"ofr90372 - 1991 - Simulation of ground-water flow in the coastal plain aquifer system of North Carolina","indexId":"ofr90372","publicationYear":"1991","noYear":false,"title":"Simulation of ground-water flow in the coastal plain aquifer system of North Carolina"},"predicate":"SUPERSEDED_BY","object":{"id":38442,"text":"pp1404M - 1997 - Simulation of ground-water flow in the Coastal Plain aquifer system of North Carolina","indexId":"pp1404M","publicationYear":"1997","noYear":false,"chapter":"M","title":"Simulation of ground-water flow in the Coastal Plain aquifer system of North Carolina"},"id":1}],"lastModifiedDate":"2025-04-17T20:16:24.659657","indexId":"pp1404M","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":331,"text":"Professional Paper","code":"PP","onlineIssn":"2330-7102","printIssn":"1044-9612","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"1404","chapter":"M","title":"Simulation of ground-water flow in the Coastal Plain aquifer system of North Carolina","docAbstract":"A three-dimensional finite-difference digital model was used to simulate ground-water flow in the 25,000-square-mile aquifer system of the North Carolina Coastal Plain. The model was developed from a hydrogeologic framework that is based on an alternating sequence of 10 aquifers and 9 confining units, which make up a seaward-thickening wedge of sediments that form the Coastal Plain aquifer system in the State of North Carolina.\r\n\r\nThe model was calibrated by comparing observed and simulated water levels. The model calibration was achieved by adjusting model parameters, primarily leakance of confining units and transmissivity of aquifers, until differences between observed and simulated water levels were within acceptable limits, generally within 15 feet. The maximum transmissivity of an individual aquifer in the calibrated model is 200,000 feet squared per day in a part of the Castle Hayne aquifer, which consists predominantly of limestone. The maximum value for simulated vertical hydraulic conductivity in a confining unit was 2.5 feet per day, in a part of the confining unit overlying the upper Cape Fear aquifer. The minimum value was 4.1x10-6 feet per day, in part of the confining unit overlying the lower Cape Fear aquifer. Analysis indicated the model is highly sensitive to changes in transmissivity and leakance near pumping centers; away from pumping centers, the model is only slightly sensitive to changes in transmissivity but is moderately sensitive to changes in leakance.\r\n\r\nRecharge from precipitation to the surficial aquifer ranges from about 12 inches per year in areas having clay at the surface to about 20 inches per year in areas having sand at the surface. Most of this recharge moves laterally to streams, and only about 1 inch per year moves downward to the confined parts of the aquifer system. Under predevelopment conditions, the confined aquifers were generally recharged in updip interstream areas and discharged through streambeds and in downdip coastward areas. Hydrologic analysis of the flow system using the calibrated model indicated that, because of ground-water withdrawals, areas of ground-water recharge have expanded and encroached upon some major stream valleys and into coastal area. Simulations of pumping conditions indicate that by 1980 large parts of the former coastal discharge areas had become areas of potential or actual recharge.\r\n\r\nDeclines of ground-water level, which are the result of water taken from storage, are extensive in some areas and minimal in others. Hydraulic head declines of more than 135 feet have occurred in the northern Coastal Plain since 1940 primarily due to withdrawals in the Franklin area in Virginia. Declines of ground-water levels greater than 110 feet have occurred in aquifers in the central Coastal Plain due to combined effects of pumpage for public and industrial water supplies. Water-level declines exceeding 100 feet have occurred in the Beaufort County area because of withdrawals for a mining operation and water supplies for a chemical plant. Head declines have been less than 10 feet in the shallow surficial and Yorktown aquifers and in the updip parts of the major confined aquifers distant from areas of major withdrawals. In 1980, contribution from aquifer storage was 14 cubic feet per second, which is about 4.8 percent of pumpage and about 0.05 percent of ground-water recharge.\r\n\r\nA water-budget analysis using the model simulations indicates that much of the water removed from the ground-water system by pumping ultimately is made up by a reduction in water leaving the aquifer system, which discharges to streams as base flow. The reduction in stream base flow was 294 cubic feet per second in 1980 and represents about 1.1 percent of the ground-water recharge. The net reduction to streamflow is not large, however, because most pumped ground water is eventually discharged to streams. In places, such as at rock quarries in Onslow and Craven Counties, water is lost from st","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/pp1404M","usgsCitation":"Giese, G., Eimers, J.L., and Coble, R.W., 1997, Simulation of ground-water flow in the Coastal Plain aquifer system of North Carolina: U.S. Geological Survey Professional Paper 1404, 142 p., https://doi.org/10.3133/pp1404M.","productDescription":"142 p.","costCenters":[{"id":13634,"text":"South Atlantic Water Science Center","active":true,"usgs":true}],"links":[{"id":64917,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/pp/1404m/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":119766,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/pp/1404m/report-thumb.jpg"}],"country":"United States","state":"North Carolina","otherGeospatial":"North Carolina coastal plain","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -80.386962890625,\n 34.813803317113155\n ],\n [\n -79.749755859375,\n 34.82282272723702\n ],\n [\n -78.37646484375,\n 33.715201644740844\n ],\n [\n -78.123779296875,\n 33.770015152780125\n ],\n [\n -77.860107421875,\n 33.7243396617476\n ],\n [\n -77.77221679687499,\n 33.93424531117312\n ],\n [\n -77.6513671875,\n 34.17090836352573\n ],\n [\n -77.464599609375,\n 34.34343606848294\n ],\n [\n -77.135009765625,\n 34.51560953848204\n ],\n [\n -76.871337890625,\n 34.56990638085636\n ],\n [\n -76.695556640625,\n 34.57895241036948\n ],\n [\n -76.519775390625,\n 34.488447837809304\n ],\n [\n -76.35498046875,\n 34.642247047768535\n ],\n [\n -76.08032226562499,\n 34.831841149828655\n ],\n [\n -75.948486328125,\n 34.939985151560435\n ],\n [\n -75.73974609375,\n 35.06597313798418\n ],\n [\n -75.5419921875,\n 35.11990857099681\n ],\n [\n -75.333251953125,\n 35.22767235493586\n ],\n [\n -75.333251953125,\n 35.55010533588552\n ],\n [\n -75.322265625,\n 35.746512259918504\n ],\n [\n -75.443115234375,\n 35.951329861522666\n ],\n [\n -75.56396484375,\n 36.19995805932895\n ],\n [\n -75.7177734375,\n 36.43012234551576\n ],\n [\n -75.728759765625,\n 36.57142382346277\n ],\n [\n -77.2998046875,\n 36.55377524336089\n ],\n [\n -77.53051757812499,\n 36.34167804918315\n ],\n [\n -77.77221679687499,\n 36.13787471840729\n ],\n [\n -78.2666015625,\n 35.89795019335754\n ],\n [\n -79.288330078125,\n 35.46961797120201\n ],\n [\n -79.70581054687499,\n 35.380092992092145\n ],\n [\n -80.15625,\n 35.15584570226544\n ],\n [\n -80.496826171875,\n 34.994003757575776\n ],\n [\n -80.386962890625,\n 34.813803317113155\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f8e4b07f02db5f2985","contributors":{"authors":[{"text":"Giese, G.I.","contributorId":56283,"corporation":false,"usgs":true,"family":"Giese","given":"G.I.","email":"","affiliations":[],"preferred":false,"id":219830,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Eimers, J. L.","contributorId":95919,"corporation":false,"usgs":true,"family":"Eimers","given":"J.","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":219831,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Coble, R. W.","contributorId":49380,"corporation":false,"usgs":true,"family":"Coble","given":"R.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":219829,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":57201,"text":"wdrWI961 - 1997 - Water resources data, Wisconsin, water year 1996","interactions":[],"lastModifiedDate":"2012-02-02T00:11:49","indexId":"wdrWI961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"WI-96-1","title":"Water resources data, Wisconsin, water year 1996","language":"ENGLISH","doi":"10.3133/wdrWI961","usgsCitation":"Holmstrom, B.K., Olson, D., and Ellefson, B., 1997, Water resources data, Wisconsin, water year 1996: U.S. Geological Survey Water Data Report WI-96-1, 464 p., https://doi.org/10.3133/wdrWI961.","productDescription":"464 p.","numberOfPages":"464","costCenters":[],"links":[{"id":173988,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/wi-96-1/report-thumb.jpg"},{"id":88250,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/wi-96-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f5e4b07f02db5f0a5c","contributors":{"authors":[{"text":"Holmstrom, B. K.","contributorId":90728,"corporation":false,"usgs":true,"family":"Holmstrom","given":"B.","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":256332,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Olson, D.L.","contributorId":34943,"corporation":false,"usgs":true,"family":"Olson","given":"D.L.","email":"","affiliations":[],"preferred":false,"id":256330,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Ellefson, B.R.","contributorId":83927,"corporation":false,"usgs":true,"family":"Ellefson","given":"B.R.","email":"","affiliations":[],"preferred":false,"id":256331,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":27157,"text":"wri964272 - 1997 - Potential effects of large floods on the transport of atrazine into the alluvial aquifer adjacent to the lower Platte River, Nebraska","interactions":[],"lastModifiedDate":"2019-08-30T07:16:15","indexId":"wri964272","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4272","title":"Potential effects of large floods on the transport of atrazine into the alluvial aquifer adjacent to the lower Platte River, Nebraska","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri964272","usgsCitation":"Frankforter, J.D., and Emmons, P.J., 1997, Potential effects of large floods on the transport of atrazine into the alluvial aquifer adjacent to the lower Platte River, Nebraska: U.S. Geological Survey Water-Resources Investigations Report 96-4272, iv, 17 p. , https://doi.org/10.3133/wri964272.","productDescription":"iv, 17 p. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b15e4b07f02db6a5107","contributors":{"authors":[{"text":"Frankforter, Jill D. 0000-0003-0371-2313 jdfrankf@usgs.gov","orcid":"https://orcid.org/0000-0003-0371-2313","contributorId":1739,"corporation":false,"usgs":true,"family":"Frankforter","given":"Jill","email":"jdfrankf@usgs.gov","middleInitial":"D.","affiliations":[{"id":5050,"text":"WY-MT Water Science Center","active":true,"usgs":true}],"preferred":true,"id":197658,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Emmons, Patrick J.","contributorId":48958,"corporation":false,"usgs":true,"family":"Emmons","given":"Patrick","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":197659,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"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":50039,"text":"ofr97757 - 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5fae85","contributors":{"authors":[{"text":"Shindel, H.L.","contributorId":17652,"corporation":false,"usgs":true,"family":"Shindel","given":"H.L.","affiliations":[],"preferred":false,"id":251913,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mangus, J.P.","contributorId":28301,"corporation":false,"usgs":true,"family":"Mangus","given":"J.P.","email":"","affiliations":[],"preferred":false,"id":251914,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Trimble, L.E.","contributorId":101732,"corporation":false,"usgs":true,"family":"Trimble","given":"L.E.","email":"","affiliations":[],"preferred":false,"id":251915,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":55079,"text":"wdrWA961 - 1997 - Water resources data, Washington, water year 1996","interactions":[],"lastModifiedDate":"2022-08-26T20:45:31.193505","indexId":"wdrWA961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"WA-96-1","title":"Water resources data, Washington, water year 1996","docAbstract":"The Water Resources Division of the U.S. Geological Survey, in cooperation with State, local, and other Federal agencies, obtains a large amount of data pertaining to the water resources of Washington each water year. These data, accumulated during many water years, constitute a valuable data base for developing an improved understanding of the water resources of the State. To make these data readily available to interested parties outside the Geological Survey, the data are published annually in this report series entitled \"Water Resources Data Washington.\"
This report includes records on both surface and ground water in the State. Specifically, it contains: (1) Discharge records for 225 stream-gaging stations, 29 partial-record or miscellaneous streamflow stations, and 3 crest-stage partial-record streamflow station; (2) stage only records for 2 gaging stations; (3) stage and (or) content records for 34 lakes and reservoirs; (4) water-quality records for 68 stream, canal and drain sites; (5) water-level records for 4 observation wells; and (6) water quality record for 1 observation well. Records included for stream stages and for ground-water levels are only a small fraction of those obtained during the water year.
This series of annual reports for Washington began with the 1961 water year with a report that contained only data relating to the quantities of surface water. For the 1964 water year, a similar report was introduced that contained only data relating to water quality. Beginning with the 1975 water year, the report format was changed to present, in one volume, data on quantities of surface water, quality of surface and ground water, and ground-water levels.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrWA961","collaboration":"Prepared in cooperation with the State of Washington and with other agencies","usgsCitation":"Wiggins, W., Ruppert, G., Smith, R.R., Reed, L., Hubbard, L., and Courts, M., 1997, Water resources data, Washington, water year 1996: U.S. Geological Survey Water Data Report WA-96-1, xxxv, 494 p., https://doi.org/10.3133/wdrWA961.","productDescription":"xxxv, 494 p.","costCenters":[],"links":[{"id":405723,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/wa-96-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":175232,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/wa-96-1/report-thumb.jpg"}],"country":"United 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5faf1e","contributors":{"authors":[{"text":"Shindel, H.L.","contributorId":17652,"corporation":false,"usgs":true,"family":"Shindel","given":"H.L.","affiliations":[],"preferred":false,"id":251916,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mangus, J.P.","contributorId":28301,"corporation":false,"usgs":true,"family":"Mangus","given":"J.P.","email":"","affiliations":[],"preferred":false,"id":251917,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Trimble, L.E.","contributorId":101732,"corporation":false,"usgs":true,"family":"Trimble","given":"L.E.","email":"","affiliations":[],"preferred":false,"id":251918,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":54162,"text":"wdrCO972 - 1997 - Water Resources Data, Colorado, Water Year 1997--Volume 2. Colorado River Basin","interactions":[],"lastModifiedDate":"2012-02-02T00:12:07","indexId":"wdrCO972","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"CO-97-2","title":"Water Resources Data, Colorado, Water Year 1997--Volume 2. Colorado River Basin","docAbstract":"Water-resources data for Colorado for the 1997 water year consist of records of stage, discharge, and water quality of streams; stage, contents, and water quality of lakes and reservoirs; and water levels and water quality of wells and springs. This report (Volumes 1 and 2) contains discharge records for 327 gaging stations, stage and contents of 26 lakes and reservoirs, discharge measurements for 1 partial-record low-flow station and 1 miscellaneous site, peak-flow information for 30 crest-stage partial-record stations; water quality for 129 gaging stations and for 7 lakes and reservoirs, supplemental water quality for 186 gaged sites; water quality for 25 miscellaneous sites and 14 observation wells; water levels for 3 observation wells, and meteorological data for 34 sites. Eight pertinent stations operated by bordering States also are included in this report. The records were collected and computed by the Water Resources Division of the U.S. Geological Survey under the direction of W.F. Horak, District Chief. These data represent that part of the National Water Data System collected by the U.S. Geological Survey and cooperating State and Federal agencies.","language":"ENGLISH","doi":"10.3133/wdrCO972","usgsCitation":"Crowfoot, R., Paillet, A., Ritz, G., Smith, M., Jenkins, R., and O’Neill, G.B., 1997, Water Resources Data, Colorado, Water Year 1997--Volume 2. Colorado River Basin: U.S. Geological Survey Water Data Report CO-97-2, 565 p.; 5 figs., https://doi.org/10.3133/wdrCO972.","productDescription":"565 p.; 5 figs.","costCenters":[],"links":[{"id":5608,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.water.usgs.gov/wdrCO972","linkFileType":{"id":5,"text":"html"}},{"id":181071,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0be4b07f02db5fbdcb","contributors":{"authors":[{"text":"Crowfoot, R.M.","contributorId":6116,"corporation":false,"usgs":true,"family":"Crowfoot","given":"R.M.","affiliations":[],"preferred":false,"id":249376,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Paillet, A.V.","contributorId":89217,"corporation":false,"usgs":true,"family":"Paillet","given":"A.V.","email":"","affiliations":[],"preferred":false,"id":249380,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Ritz, G.F.","contributorId":69581,"corporation":false,"usgs":true,"family":"Ritz","given":"G.F.","email":"","affiliations":[],"preferred":false,"id":249378,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Smith, M.E.","contributorId":104525,"corporation":false,"usgs":true,"family":"Smith","given":"M.E.","email":"","affiliations":[],"preferred":false,"id":249381,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Jenkins, R.A.","contributorId":48192,"corporation":false,"usgs":true,"family":"Jenkins","given":"R.A.","email":"","affiliations":[],"preferred":false,"id":249377,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"O’Neill, G. B.","contributorId":72450,"corporation":false,"usgs":true,"family":"O’Neill","given":"G.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":249379,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":49878,"text":"ofr97103 - 1997 - Level II scour analysis for Bridge 125 (MIDBUS00070125) on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:16:57","indexId":"ofr97103","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":"97-103","title":"Level II scour analysis for Bridge 125 (MIDBUS00070125) on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMIDBUS00070125 on U.S. Route 7 crossing the Middlebury River, Middlebury, 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 46.8-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of row crops on the right \noverbank upstream and downstream, and trees on the left overbank.\nIn the study area, the Middlebury River has a straight channel with a slope of approximately \n0.005 ft/ft, an average channel top width of 77 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are sand and cobbles with a median grain size (D50) of \n59.4 mm (0.195 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on June 18, 1996, indicated that the reach was stable.\nThe U.S. Route 7 crossing of the Middlebury River is a 202-ft-long, two-lane bridge \nconsisting of one 91-foot, and two 55-foot steel-beam spans (Vermont Agency of \nTransportation, written communication, December 14, 1995). The bridge is supported by \nvertical, concrete abutment walls with spill-through embankments. The channel is skewed \napproximately 45 degrees to the opening while the opening-skew-to-roadway is 45 degrees. \nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on the spill-through embankments of each abutment and type-1 stone fill (less \nthan 12 inches diameter) on the right bank upstream. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.2 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.5 to \n11.0 ft. The worst-case abutment scour occurred at the 500-year discharge at the left \nabutment. Pier scour ranged from 8.3 to 15.9 ft. for each modeled discharge. The worst-case \npier scour occurred at the 500-year discharge. In this report, piers are numerically \ndesignated “1” and “2” for the left and right piers respectively. 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/ofr97103","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Flynn, R.H., 1997, Level II scour analysis for Bridge 125 (MIDBUS00070125) on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont: U.S. Geological Survey Open-File Report 97-103, iv, 49 p., https://doi.org/10.3133/ofr97103.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":170029,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97103.PNG"},{"id":279824,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0103/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Middlebury","otherGeospatial":"Middlebury 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":"4f4e4b1ae4b07f02db6a83c9","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240408,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"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":240407,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49971,"text":"ofr97646 - 1997 - Level II scour analysis for Bridge 2 (RYEGTH00020002) on Town Highway 2, crossing the Wells River, Ryegate, Vermont","interactions":[],"lastModifiedDate":"2013-12-18T11:50:48","indexId":"ofr97646","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":"97-646","title":"Level II scour analysis for Bridge 2 (RYEGTH00020002) on Town Highway 2, crossing the Wells River, Ryegate, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRYEGTH00020002 on Town Highway 2 crossing the Wells River, Ryegate, 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 75.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of cut grass, trees, and \nbrush on the flood plains while the immediate banks have dense woody vegetation.
\nIn the study area, the Wells River has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 110 ft and an average bank \nheight of 12 ft. The channel bed material ranges from sand to boulder with a median grain \nsize (D50) of 82.3 mm (0.270 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 24, 1995, indicated that the reach was laterally unstable with \nmoderate fluvial erosion and meandering downstream of the bridge.
\nThe Town Highway 2 crossing of the Wells River is a 79-ft-long, two-lane bridge \nconsisting of one 75-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 75.1 ft. The bridge is supported by vertical, concrete abutments, the left has a spill-through embankment, with wingwalls. The channel is not skewed to the opening and the \nopening-skew-to-roadway is zero degrees.
\nA scour hole 3 ft deeper than the mean thalweg depth was observed in the channel from \nupstream and through the bridge during the Level I assessment. The scour protection \ncounter-measures at the site included type-4 stone fill (less than 60 inches diameter) along \nthe base of the left abutment forming a spill-through embankment. There was also type-2 \nstone fill (less than 36 inches diameter) along the entire base length of the upstream right \nwingwall, the upstream right bank and downstream left bank. There was a stone wall along \nthe upstream left bank extending 130 ft from the bridge. In addition there was type-1 stone \nfill (less than 12 inches diameter) 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. Total scour at a highway crossing is comprised of \nthree components: 1) long-term streambed degradation; 2) contraction scour (due to \naccelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused \nby accelerated flow around piers and abutments). Total scour is the sum of the three \ncomponents. Equations are available to compute depths for contraction and local scour and \na summary of the results of these computations follows.
\nContraction scour for all modelled flows was zero. Abutment scour ranged from 7.1 to 11.4 \nft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97646","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 2 (RYEGTH00020002) on Town Highway 2, crossing the Wells River, Ryegate, Vermont: U.S. Geological Survey Open-File Report 97-646, iv, 50 p., https://doi.org/10.3133/ofr97646.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":175737,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97646.GIF"},{"id":279707,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0646/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Ryegate","otherGeospatial":"Wells River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.125 ], [ -72.25,44.25 ], [ -72.125,44.25 ], [ -72.125,44.125 ], [ -72.25,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81c7","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240562,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}