This report provides the results of a detailed Level II analysis of scour potential at structure \nHARDTH00420025 on town highway 42 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). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of north-central Vermont in the \ntown of Hardwick. The 119-mi2\n drainage area is in a predominantly rural basin. In the \nvicinity of the study site, the left banks are covered by pasture and (or) fields. The right \nbank of Lamoille River is adjacent to Vermont Route 15 near the north edge of the Lamoille \nRiver valley.
\nIn the study area, the Lamoille River has a sinuous channel with a slope of approximately \n0.0004 ft/ft, an average channel top width of 89.0 ft and an average channel depth of 8.0 ft. \nThe predominant channel bed material is sand and gravel (D50 is 22.4 mm or 0.0733 ft). In \ngeneral, the banks have sparse or no woody vegetative cover and the reach was noted to be \nlaterally unstable at the time of the Level I site visit on July 25, 1995. The Level II work \nwas completed on 07/27/95 and the site was revisited on August 16, 1995, just after the \nAugust 5-6, 1995 flood on the Lamoille River. Findings from this follow-up visit are \npresented in Appendix G.
\nThe town highway 42 crossing of the Lamoille Riveris a 62-ft-long, two-lane bridge \nconsisting of one 60-foot steel- beam span with a concrete deck, supported by vertical \nabutments with wingwalls on upstream and downstream sides (Vermont Agency of \nTransportation, written commun., August 24, 1994). The bridge is supported by vertical \nabutments with wingwalls on upstream and downstream sides. The channel is not skewed to \nthe opening and the opening-skew-to-roadway is 0 degrees.
\nA scour hole 3.0 ft deeper than the mean thalweg depth was observed 5 feet upstream from \nthe bridge face at mid-channel during the Level I assessment. 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, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.
\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 6.5 ft to \n15.6 ft and the worst-case abutment scour occurred at the 500-year discharge. Scour depths \nand depths to armoring are summarized on p. 14 in the section titled “Scour Results”. \nScour elevations, based on the calculated depths are presented in tables 1 and 2; a graph of \nthe scour elevations is presented in figure 8 Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution.
\nFor all scour presented in this report, “the scour depths adopted [by VTAOT] may differ \nfrom the equation values based on engineering judgement” (Richardson and others, 1993, p. \n21, 27). It is generally accepted that the Froehlich equation (abutment scour) gives \n“excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). \nMany factors, including historical performance during flood events, the geomorphic \nassessment, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96231","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1996, Level II scour analysis for Bridge 25 (HARDTH00420025) on Town Highway 42, crossing Lamoille River, Hardwick, Vermont: U.S. Geological Survey Open-File Report 96-231, iv, 31 p., https://doi.org/10.3133/ofr96231.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179107,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96231.GIF"},{"id":279394,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0231/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\": [ [ [ -72.5,44.5 ], [ -72.5,44.625 ], [ -72.375,44.625 ], [ -72.375,44.5 ], [ -72.5,44.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8043","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240261,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49806,"text":"ofr96308 - 1996 - Level II scour analysis for Bridge 54 (RANDTH00BR0054) on Brook Street, crossing Thayer Brook, Randolph, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T09:22:00","indexId":"ofr96308","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-308","title":"Level II scour analysis for Bridge 54 (RANDTH00BR0054) on Brook Street, crossing Thayer Brook, Randolph, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRANDTH00BR0054 on Brook Street crossing Thayer Brook, Randolph, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nRandolph. The 5.39-mi2\n drainage area is in a predominantly rural basin. In the vicinity of \nthe study site, the immediate banks are forested.
\nIn the study area, Thayer Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 60 ft and an average channel \ndepth of 3 ft. The predominant channel bed materials are gravel and cobble (D50 is 42.4 mm \nor 0.139 ft). The geomorphic assessment at the time of the Level I and Level II site visits on \nAugust 3, 1994 and December 5, 1994, indicated that the reach was vertically and laterally \nunstable. This assessment was due to the extreme channel misalignment with the bridge \nopening and the presence of a drop structure downstream of the bridge protecting against \nchannel degradation.
\nThe Brook Street crossing of Thayer Brook is a 34-ft-long, two-lane bridge consisting of \none 31-foot concrete span (Vermont Agency of Transportation, written communication, \nAugust 2, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. \nStreamflow attacks the upstream right wingwall and has undermined the upstream end of \nthe right abutment. Type-2 stone fill (less than 36 inches diameter) exists only on the \nupstream and downstream sides of the left road embankment. No other protection was \nnoted. The bank full channel skew at the bridge face is approximately 20 degrees; the \nopening-skew-to-roadway is also 20 degrees. Additional details describing conditions at the \nsite are included in the Level II Summary and Appendices D \nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). 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 1.3 to 2.7 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 5.3 to \n15.1 ft. and the worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96308","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 54 (RANDTH00BR0054) on Brook Street, crossing Thayer Brook, Randolph, Vermont: U.S. Geological Survey Open-File Report 96-308, iv, 27 p., https://doi.org/10.3133/ofr96308.","productDescription":"iv, 27 p.","numberOfPages":"32","costCenters":[],"links":[{"id":179405,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96308.GIF"},{"id":279375,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0308/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Randolph","otherGeospatial":"Thayer Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5a8d","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":240292,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49805,"text":"ofr96307 - 1996 - Level II scour analysis for Bridge 43 (BETHTH00070043) on Town Highway 07, crossing Gilead Brook, Bethel, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T09:28:08","indexId":"ofr96307","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-307","title":"Level II scour analysis for Bridge 43 (BETHTH00070043) on Town Highway 07, crossing Gilead Brook, Bethel, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBETHTH00070043 on town highway 7 crossing Gilead Brook, Bethel, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBethel. The 6.81-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have dense woody vegetation coverage except for the \ndownstream right bank near the bridge, which is grass covered.
\nIn the study area, Gilead Brook has an incised, slightly sinuous channel with a slope of \napproximately 0.0181 ft/ft, an average channel top width of 36 ft and an average channel \ndepth of 4.0 ft. The predominant channel bed material is cobble (D50 is 79.6 mm or 0.261\nft). The geomorphic assessment at the time of the Level I and Level II site visit on October \n19, 1994, indicated that the reach was stable.
\nThe town highway 7 crossing of Gilead Brook is a 31-ft-long, two-lane bridge consisting of \none 27-foot concrete slab type superstructure (Vermont Agency of Transportation, written \ncommun., August 24, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 30 degrees to the opening while the \nopening-skew-to-roadway is 15 degrees.
\nA scour hole 0.5 ft deeper than the mean thalweg depth was observed at the right side of the \ndownstream bridge face during the Level I assessment. The scour protection measures in \nplace at the site were type-1 stone fill (less than 12 inches diameter) along the right \nabutment and both downstream banks, type-2 stone fill (less than 36 inches diameter) on all \nof the road approach embankments, both upstream banks, and along the entire base length \nof the wingwalls. Additional details describing conditions at the site are included in the \nLevel 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 1.4 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was between the \n100- and 500-year discharges. Abutment scour ranged from 6.6 to 11.0 ft. with the worst-case scenario occurring at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96307","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Olson, S.A., 1996, Level II scour analysis for Bridge 43 (BETHTH00070043) on Town Highway 07, crossing Gilead Brook, Bethel, Vermont: U.S. Geological Survey Open-File Report 96-307, iv, 51 p., https://doi.org/10.3133/ofr96307.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":179404,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96307.GIF"},{"id":279376,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0307/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bethel","otherGeospatial":"Gilead Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6121","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240291,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240290,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49804,"text":"ofr96306 - 1996 - Level II scour analysis for Bridge 35 (BRNATH00680035) on Town Highway 68, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T09:51:51","indexId":"ofr96306","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-306","title":"Level II scour analysis for Bridge 35 (BRNATH00680035) on Town Highway 68, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00680035 on town highway 68 crossing Locust Creek, Barnard, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBarnard. The 24.1-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have woody vegetation coverage.
\nIn the study area, Locust Creek has an incised sinuous channel with a slope of \napproximately 0.0133 ft/ft, an average channel top width of 58 ft and an average channel \ndepth of 5 ft. The predominant channel bed material is cobble (D50 is 135 mm or 0.443 ft). \nThe geomorphic assessment at the time of the Level I and Level II site visits on September \n21 and 27, respectively, with a check on December 15, 1994, indicated that the reach was \nstable.
\nThe town highway 68 crossing of Locust Creek is a 30-ft-long, one-lane bridge consisting \nof one 28-foot concrete slab type superstructure (Vermont Agency of Transportation, \nwritten commun., August 23, 1994). The bridge is supported by vertical, concrete\nabutments with wingwalls. The channel is not skewed to the opening and the opening-skew-to-roadway is zero degrees.
\nA scour hole 0.5 ft deeper than the mean thalweg depth was observed along the right \nabutment and downstream right wingwall during the Level I assessment. The only scour \nprotection measure in place at the site was type-2 stone fill (less than 36 inches diameter) at \nthe left abutment and wingwalls except the downstream right wingwall. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 3.4 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was between the \n100- and 500-year discharges. Abutment scour ranged from 11.5 to 25.7 ft. with the worst-case scenario occurring at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled \"Scour Results\". Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives \"excessively \nconservative estimates of scour depths\" (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.\nand E.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96306","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 35 (BRNATH00680035) on Town Highway 68, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-306, iv, 30 p., https://doi.org/10.3133/ofr96306.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179403,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96306.GIF"},{"id":279377,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0306/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.75 ], [ -72.75,43.875 ], [ -72.625,43.875 ], [ -72.625,43.75 ], [ -72.75,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a64ab","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240288,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240289,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49803,"text":"ofr96305 - 1996 - Level II scour analysis for Bridge 35 (BRIDTH00050035) on Town Highway 05, crossing the North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T10:21:23","indexId":"ofr96305","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-305","title":"Level II scour analysis for Bridge 35 (BRIDTH00050035) on Town Highway 05, crossing the North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00050035 on town highway 5 crossing the North Branch Ottauquechee River, \nBridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files was compiled prior to conducting Level I and Level \nII analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont. The 6.70-mi2\ndrainage area is in a predominantly rural and forested basin. In the vicinity of the study site, \nsurface cover is predominately forest. Town Highway 5 runs parallel to the upstream left \nand downstream right banks.
\nIn the study area, the North Branch Ottauquechee River has an incised, sinuous channel \nwith a slope of approximately 0.015 ft/ft, an average channel top width of 33 ft and an \naverage channel depth of 3 ft. The predominant channel bed materials are gravel and cobble \n(D50 is 74.8 mm or 0.245 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on November 2, 1994, indicated that the reach was stable.
\nThe town highway 5 crossing of the North Branch Ottauquechee River is a 30-ft-long, one-lane bridge consisting of one 24-foot steel-beam span with a timber deck (Vermont Agency \nof Transportation, written communication, August 25, 1994). The bridge is supported by a \ntimber cribwork abutment on the right and stone wall abutment on the left. A scour hole 3 ft \ndeeper than the mean thalweg depth was observed along the left abutment during the Level \nI assessment. The channel is skewed approximately 30 degrees to the opening while the \nopening-skew-to-roadway is 25 degrees. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.7 to 0.8 ft. The worst-case \ncontraction scour occurred at the incipient-roadway-overtopping discharge and at the 100-\nyear discharge. Abutment scour ranged from 8.0 to 15.1 ft. with the worst-case abutment \nscour occurring at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96305","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ayotte, J., 1996, Level II scour analysis for Bridge 35 (BRIDTH00050035) on Town Highway 05, crossing the North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-305, iv, 30 p., https://doi.org/10.3133/ofr96305.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179402,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96305.GIF"},{"id":279378,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0305/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a648d","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":240287,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240286,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49802,"text":"ofr96304 - 1996 - Level II scour analysis for Bridge 30 (BRIDTH00330030) on Town Highway 33, crossing Dailey Hollow Branch, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T10:20:51","indexId":"ofr96304","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-304","title":"Level II scour analysis for Bridge 30 (BRIDTH00330030) on Town Highway 33, crossing Dailey Hollow Branch, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00330030 on town highway 33 crossing Dailey Hollow Branch, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 7.51-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the surface cover is forest.
\nIn the study area, Dailey Hollow Branch has an incised, sinuous channel with a slope of \napproximately 0.013 ft/ft, an average channel top width of 45 ft and an average channel \ndepth of 5 ft. The channel bed material ranges from sand to boulder with a median grain \nsize (D50) of 60.7 mm (0.199 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on November 1, 1994, indicated that the reach was stable.
\nThe town highway 33 crossing of Dailey Hollow Branch is a 31-ft-long, one-lane bridge \nconsisting of one 25-foot steel-beam span with a timber deck (Vermont Agency of \nTransportation, written communication, August 25, 1994). The bridge is supported by \nvertical, concrete abutments with wingwalls. The channel is skewed approximately 20 \ndegrees to the opening while the opening-skew-to-roadway is 0 degrees. Type-2 stone-fill \n(less than 36 inches diameter) protection was found at all four wingwalls. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). 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 0.5 to 3.1 ft. The worst-case \ncontraction scour occurred at the incipient-roadway-overtopping discharge, which is \nbetween the 100- and 500-year discharge. Abutment scour ranged from 6.9 to 14.6 ft. with \nthe worst-case scenario also occurring at the incipient-roadway-overtopping 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, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96304","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 30 (BRIDTH00330030) on Town Highway 33, crossing Dailey Hollow Branch, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-304, iv, 30 p., https://doi.org/10.3133/ofr96304.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179331,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96304.GIF"},{"id":279379,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0304/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Dailey Hollow Branch","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7edc","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":240284,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240285,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49801,"text":"ofr96303 - 1996 - Level II scour analysis for Bridge 49 (BETHTH00790049) on Town Highway 79, crossing Locust Creek, Bethel, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T10:27:41","indexId":"ofr96303","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-303","title":"Level II scour analysis for Bridge 49 (BETHTH00790049) on Town Highway 79, crossing Locust Creek, Bethel, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBETHTH00790049 on town highway 79 crossing Locust Creek, Bethel, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBethel. The 24.4-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks are forested.
\nIn the study area, Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.015 ft/ft, an average channel top width of 74 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is gravel and cobble (D50 is 124 mm or \n0.407 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nSeptember 21 & 26, 1994, respectively, with a check on\n 12/15/94, indicated that the reach was stable.
\nThe town Highway 79 crossing of Locust Creek is a 55-ft-long, one-lane bridge consisting \nof one 50-foot concrete span (Vermont Agency of Transportation, written commun., August \n24, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 50 degrees to the opening while the opening-skew-toroadway is 45 degrees. \nScour protection measures in place at the site were type-1 stone fill (less than 12 inches \ndiameter) at the upstream right and downstream left road embankment, type-2 stone fill \n(less than 36 inches diameter) at the upstream left bank, upstream wingwalls, and \ndownstream left wingwall. Additional details describing conditions at the site are included \nin the Level II Summary and Appendices D\nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \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 these computed results \nfollow.
\nContraction scour for all modelled flows ranged from 0.0 ft to 1.0 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 10.3 ft \nto 13.3 ft. with the worst-case abutment scour also occurring 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 depths, are \npresented in tables 1 and 2. A cross-section of the computed scour at the bridge is presented \nin figure 8. Scour depths were calculated assuming an infinite depth of erosive material and \na homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 22). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results. Therefore, scour depths adopted by VTAOT may \ndiffer from the computed values documented herein, based on the consideration of \nadditional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96303","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Olson, S.A., 1996, Level II scour analysis for Bridge 49 (BETHTH00790049) on Town Highway 79, crossing Locust Creek, Bethel, Vermont: U.S. Geological Survey Open-File Report 96-303, iv, 30 p., https://doi.org/10.3133/ofr96303.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178823,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96303.GIF"},{"id":279380,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0303/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bethel","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.75 ], [ -72.75,43.875 ], [ -72.625,43.875 ], [ -72.625,43.75 ], [ -72.75,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6062","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240283,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240282,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49800,"text":"ofr96245 - 1996 - Level II scour analysis for Bridge 29 (BRIDTH00360029) on Town Highway 36, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T10:32:58","indexId":"ofr96245","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-245","title":"Level II scour analysis for Bridge 29 (BRIDTH00360029) on Town Highway 36, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00360029 on town highway 36 crossing the North Branch Ottauquechee River, \nBridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files was compiled prior to conducting Level I and Level \nII analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nBridgewater. The 27.1-mi2\n drainage area is a predominantly rural basin. In the vicinity of \nthe study site, the left and right banks are covered by pasture and (or) fields with the \nimmediate stream banks covered by woody vegetation. The left bank of North Branch \nOttauquechee River is adjacent to Bridgewater town highway 001.
\nIn the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.008 ft/ft, an average channel top width of 73 ft and an average bank \nheight of 6 ft. The predominant channel bed materials are gravel and cobble with a median \ngrain size (D50) of 61.0 mm (0.200 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on October 26, 1994, indicated that the reach was stable.
\nThe town highway 36 crossing of the North Branch Ottauquechee Riveris a 46-ft-long, \none-lane bridge consisting of one 43-foot steel-beam span (Vermont Agency of \nTransportation, written communication, August 25, 1994). The bridge is supported by \nvertical, concrete abutments with wingwalls. Type-2 (less than 36 inches) stone fill protects \nthe upstream and downstream wingwalls. Sparse type-2 stone fill was also observed along \nthe right abutment. The channel approach to the bridge is not skewed, however, the \nmeasured opening skew-to-roadway is five degrees. 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, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 1.4 to 2.8 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 7.3 to 13.2 ft. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96245","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 29 (BRIDTH00360029) on Town Highway 36, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-245, iv, 30 p., https://doi.org/10.3133/ofr96245.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178512,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96245.GIF"},{"id":279381,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0245/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f5c","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":240280,"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":240281,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49774,"text":"ofr96159 - 1996 - Level II scour analysis for Bridge 22 (WODSTH00180022) on Town Highway 18, crossing north Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:30:09","indexId":"ofr96159","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-159","title":"Level II scour analysis for Bridge 22 (WODSTH00180022) on Town Highway 18, crossing north Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00180022 on town highway 18 crossing North Bridgewater Brook, Woodstock, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont. The 4.34-mi2\ndrainage area is in a predominantly rural and forested basin. In the vicinity of the study site, \nthe left bank is forested and the right bank is covered by shrub and brush and is adjacent to \nwoods. The right bank of North Bridgewater Brook is parallel to town highway 18 \nupstream of the bridge.\nIn the study area, North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.038 ft/ft, an average channel top width of 48 ft and an average channel \ndepth of 7 ft. The predominant channel bed materials are gravel and cobbles (D50 is 63.2 \nmm or 0.207 ft). Due to cut banks and other channel features the geomorphic assessment at \nthe time of the Level I and Level II site visit on August 16, 1994, indicated that the reach \nwas laterally unstable. In addition, the stream approach to the bridge has a high gradient. \nHowever, near the upstream face of the bridge the gradient shallows. Approximately 100 \nfeet downstream of the bridge the gradient steepens again.\nThe town highway 18 crossing of North Bridgewater Brook is a 40-ft-long, two-lane bridge \nconsisting of one 35-foot concrete span (Vermont Agency of Transportation, written \ncommun., August 2, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The left and right abutments are not protected by stone fill. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, New Hampshire","doi":"10.3133/ofr96159","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 22 (WODSTH00180022) on Town Highway 18, crossing north Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-159, iv, 28 p., https://doi.org/10.3133/ofr96159.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179329,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96159.PNG"},{"id":279422,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0159/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.625 ], [ -72.625,43.75 ], [ -72.5,43.75 ], [ -72.5,43.625 ], [ -72.625,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a810e","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240240,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49798,"text":"ofr96243 - 1996 - Level II scour analysis for Bridge 42 (BRIDTH00040042) on Town Highway 04, crossing Dailey Hollow Brook, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T10:51:40","indexId":"ofr96243","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-243","title":"Level II scour analysis for Bridge 42 (BRIDTH00040042) on Town Highway 04, crossing Dailey Hollow Brook, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00040042 on town highway 4 crossing Dailey Hollow Brook, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nBridgewater. The 2.20-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the overbanks are covered by shrubs and trees except for the \nupstream right overbank where there is a house. Dailey Hollow Brook enters Dailey Hollow \nBranch at the downstream face of the bridge.
\nIn the study area, Dailey Hollow Brook has an incised, sinuous channel with a slope of \napproximately 0.035 ft/ft. The channel top width and channel depth upstream of the bridge \nis 19 ft and 3 ft, respectively. Downstream of the bridge and the confluence the channel top \nwidth and channel depth is 39 ft and 2 ft respectively. The predominant channel bed \nmaterial is cobble and gravel (D50 is 64.7 mm or 0.212 ft). The geomorphic assessment at \nthe time of the Level I and Level II site visit on November 1, 1994, indicated that the reach \nwas stable.
\nThe town highway 4 crossing of Dailey Hollow Brook is a 25-ft-long, one-lane bridge \nconsisting of one 23-foot concrete span (Vermont Agency of Transportation, written \ncommunication, August 25, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. Type-2 stone fill (less than 36 inches) exists along all four wingwalls, the \ndownstream right road approach, and the channel banks in the immediate vicinity of the \nbridge. The channel is skewed approximately 20 degrees to the opening; the opening-skewto-roadway is also 20 degrees. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for modelled flows was 0.0 ft. Abutment scour ranged from 3.9 to 5.4 ft. \nwith the worst-case abutment scour occurring at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96243","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 42 (BRIDTH00040042) on Town Highway 04, crossing Dailey Hollow Brook, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-243, iv, 28 p., https://doi.org/10.3133/ofr96243.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179256,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96243.GIF"},{"id":279383,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0243/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Dailey Hollow Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6179","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":240277,"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":240278,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49773,"text":"ofr96158 - 1996 - Level II scour analysis for Bridge 22 (CRAFTH00180022) on Town Highway 18, crossing Black River, Craftsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:41:04","indexId":"ofr96158","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-158","title":"Level II scour analysis for Bridge 22 (CRAFTH00180022) on Town Highway 18, crossing Black River, Craftsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCRAFTH00180022 on town highway 18 crossing the Black River, Craftsbury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the New England Upland physiographic province of north-central Vermont in \nthe town of Craftsbury. The 41.6-mi2\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the banks and floodplains are pasture and have no \nwoody vegetation coverage.\nIn the study area, the Black River is not incised, has a meandering channel with a slope of \napproximately 0.0004 ft/ft, an average channel top width of 66 ft, and an average channel \ndepth of 3 ft. The predominant channel bed material is sand (D50 is 0.148 mm or 0.000487\nft). The geomorphic assessment at the time of the Level I and Level II site visit on June 13, \n1995, indicated that the reach was laterally unstable.\nThe town highway 18 crossing of the Black Riveris a 60-ft-long, one-lane bridge consisting \nof one 55-foot clear-span riveted through-girder type structure with a timber deck (Vermont \nAgency of Transportation, written commun., August 3, 1994). The bridge is supported by \nconcrete abutments with no wingwalls. The bridge skew is approximately 5 degrees and \nthere is no opening-skew-to-roadway. \nA scour hole 3 ft deeper than the mean thalweg depth was observed 35 ft downstream of the \nbridge during the Level I assessment. There is also approximately 2 ft of channel scour \nupstream of the bridge. There is type-one (less than 12 in diameter) protection on both \nabutments that may act, in part, as spill-through abutments; the material however is partially \nmade up of the remnants of older log-cribbing abutments, when the bridge length was \nsignificantly less than the current structure. Additional details describing conditions at the \nsite are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96158","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1996, Level II scour analysis for Bridge 22 (CRAFTH00180022) on Town Highway 18, crossing Black River, Craftsbury, Vermont: U.S. Geological Survey Open-File Report 96-158, iv, 31 p., https://doi.org/10.3133/ofr96158.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179328,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96158.PNG"},{"id":279423,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0158/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Craftsbury","otherGeospatial":"Black River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -77.5,44.625 ], [ -77.5,44.75 ], [ -72.375,44.75 ], [ -72.375,44.625 ], [ -77.5,44.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8153","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240239,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49769,"text":"ofr96154 - 1996 - Level II scour analysis for Bridge 20 (IRASTH00080020) on Town Highway 8, crossing the Black River, Irasburg, Vermont","interactions":[],"lastModifiedDate":"2014-01-09T11:51:56","indexId":"ofr96154","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-154","title":"Level II scour analysis for Bridge 20 (IRASTH00080020) on Town Highway 8, crossing the Black River, Irasburg, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nIRASTH00080020 on town highway 8 crossing the Black River, Irasburg, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the New England Upland physiographic province of north-central Vermont in \nthe town of Irasburg. The 110-mi2\n drainage area is in a predominantly rural basin. In the \nvicinity of the study site, the left bank surface cover is pasture and row crops and the right \nbank is covered by shrub and brush and is adjacent to woods.
\nIn the study area, the Black River has a sinuous channel with a slope of approximately \n0.002 ft/ft, an average channel top width of 90 ft and an average channel depth of 5 ft. The \npredominant channel bed material is gravel and cobbles (D50 is 49.7 mm or 0.163 ft). The \ngeomorphic assessment at the time of the Level I and Level II site visit on October 4, 1994, \nindicated that the reach was laterally unstable.
\nThe town highway 8 crossing of the Black River is a 88-ft-long, one-lane covered bridge \nconsisting of one 80-foot span (Vermont Agency of Transportation, written commun., \nAugust 2, 1994). The bridge is supported by vertical, concrete abutments with wingwalls on \nthe upstream and downstream sides of the right abutment. The right abutment has stone fill \nprotection. The channel is skewed approximately 25 degrees to the opening while the \nopening-skew-to-roadway is zero degrees. Additional details describing conditions at the \nsite are included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96154","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 20 (IRASTH00080020) on Town Highway 8, crossing the Black River, Irasburg, Vermont: U.S. Geological Survey Open-File Report 96-154, iv, 28 p., https://doi.org/10.3133/ofr96154.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":176852,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96154.PNG"},{"id":279427,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0154/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Irasburg","otherGeospatial":"Black River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,44.75 ], [ -72.375,44.875 ], [ -72.25,44.875 ], [ -72.25,44.75 ], [ -72.375,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8023","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":240235,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49772,"text":"ofr96157 - 1996 - Level II scour analysis for Bridge 26 (BRIDTH00340026) on Town Highway 034, crossing Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:48:50","indexId":"ofr96157","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-157","title":"Level II scour analysis for Bridge 26 (BRIDTH00340026) on Town Highway 034, crossing Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00340026 on town highway 34 crossing the Ottauquechee River, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level \nI study provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files were compiled prior to conducting Level I and \nLevel II analyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 38.0-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the banks have dense woody vegetation coverage except for \nthe upstream right bank, which is grass covered.\nIn the study area, the Ottauquechee River has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 62.5 ft and an average channel \ndepth of 4.5 ft. The predominant channel bed material is cobble (D50 is 97.3 mm or 0.319\nft). The geomorphic assessment at the time of the Level I and Level II site visit on \nNovember 8, 1994, indicated that the reach was stable.\nThe town highway 34 crossing of the Ottauquechee Riveris a 69-ft-long, two-lane bridge \nconsisting of one 63-foot clear-span steel-pony truss-type superstructure (Vermont Agency \nof Transportation, written commun., August 24, 1994). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The channel is skewed approximately 40 degrees to the \nopening while the opening-skew-to-roadway is 45 degrees. \nA scour hole 4.5 ft deeper than the mean thalweg depth was observed along the upstream \nleft wingwall during the Level I assessment. The only scour protection measure at the site \nwas type-1 stone fill (less than 12 inches diameter) at the upstream end of the upstream left \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D \nand E.\nScour depths were computed using the general guidelines described in Hydraulic \nEngineering Circular 18 (Richardson and others, 1993). These guidelines provide scour \nequations, which assume an infinite depth of erosive material and a homogeneous particle-size distribution. The scour analysis results are presented in tables 1 and 2 and a graph of \nthe scour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96157","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 26 (BRIDTH00340026) on Town Highway 034, crossing Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-157, iv, 31 p., https://doi.org/10.3133/ofr96157.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179327,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96157.PNG"},{"id":279424,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0157/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8154","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240238,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49796,"text":"ofr96241 - 1996 - Level II scour analysis for Bridge 45 (CHELTH00440045) on Town Highway 44, crossing first Branch White River, Chelsea, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T11:07:51","indexId":"ofr96241","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-241","title":"Level II scour analysis for Bridge 45 (CHELTH00440045) on Town Highway 44, crossing first Branch White River, Chelsea, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHELTH00440045 on town highway 44 crossing the First Branch White River, Chelsea, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nChelsea. The 32.5-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have low to moderate woody vegetation coverage except \nfor the upstream right bank, which is grass covered. The immediate vicinity of the site is \nsuburban and the overbank areas are occupied by houses, driveways, and lawn areas. The \nupstream right bank area is a dirt parking lot for a small auto repair garage.
\nIn the study area, the First Branch White River has an incised, sinuous channel with a slope \nof approximately 0.003 ft/ft, an average channel top width of 41 ft and an average channel \ndepth of 4 ft. The predominant channel bed material is gravel (D50 is 43.1 mm or 0.141 ft). \nThe geomorphic assessment at the time of the Level I and Level II site visit on November \n17, 1994, indicated that the reach was stable.
\nThe town highway 44 crossing of the First Branch White Riveris a 31-ft-long, two-lane\nbridge consisting of one 27-foot clear-span concrete-encased steel beam deck \nsuperstructure (Vermont Agency of Transportation, written commun., August 25, 1994). \nThe bridge is supported by vertical, concrete abutments with wingwalls. The channel is \nskewed approximately 10 degrees to the opening while the opening-skew-to-roadway is 5 \ndegrees.
\nBoth abutment footings were reported as exposed and the left abutment was reported to be \nundermined by 0.5 ft at the time of the Level I assessment. The only scour protection \nmeasure at the site was type-1 stone fill (less than 12 inches diameter) along the left \nabutment which was reported as failed. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.4 to 5.1 ft. with the worst-case \noccurring at the 500-year discharge. Abutment scour ranged from 9.9 to 20.3 ft. The worst-case abutment scour also occurred at the 500-year 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, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96241","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Hammond, R.E., 1996, Level II scour analysis for Bridge 45 (CHELTH00440045) on Town Highway 44, crossing first Branch White River, Chelsea, Vermont: U.S. Geological Survey Open-File Report 96-241, iv, 31 p., https://doi.org/10.3133/ofr96241.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179184,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96241.GIF"},{"id":279386,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0241/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chelsea","otherGeospatial":"First Branch White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,43.875 ], [ -72.5,44.0 ], [ -72.375,44.0 ], [ -72.375,43.875 ], [ -72.5,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a611f","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240273,"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":240274,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49795,"text":"ofr96240 - 1996 - Level II scour analysis for Bridge 51 (RANDTH00SC0051) on School Street, crossing Thayer Brook, Randolph, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T11:14:03","indexId":"ofr96240","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-240","title":"Level II scour analysis for Bridge 51 (RANDTH00SC0051) on School Street, crossing Thayer Brook, Randolph, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRANDTH00SC0051 on School Street crossing Thayer Brook, Randolph, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nRandolph. The 5.30-mi2\n drainage area is a predominantly rural basin. In the vicinity of the \nstudy site, the left and right banks are forested with residences on the left overbanks.
\nIn the study area, Thayer Brook has a sinuous channel with a slope of approximately 0.03 ft/\nft, an average channel top width of 36 ft and an average channel depth of 3 ft. The \npredominant channel bed materials are gravel and cobble (D50 is 58.2 mm or 0.191 ft). The \ngeomorphic assessment at the time of the Level I site visits on August 4, 1994 and \nDecember 8, 1994, indicated that the reach was stable.
\nThe School Street crossing of Thayer Brook is a 39-ft-long, two-lane bridge consisting of \none 35-foot concrete span (Vermont Agency of Transportation, written commun., August 2, \n1994). The bridge is supported by vertical, concrete abutments with wingwalls. Type-2 \nstone fill (less than 36 inches diameter) along the downstream left bank was the only \nexisting protection. The approach channel is skewed approximately 45 degrees to the bridge \nface; the opening-skew-to-roadway is also 45 degrees. Additional details describing \nconditions at the site are included in the Level II Summary, Appendix D, and Appendix E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 1.0 to 2.2 ft. with the worst-case \nscenario occurring at the 500-year discharge. Abutment scour ranged from 6.2 to 12.0 ft. \nThe worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96240","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 51 (RANDTH00SC0051) on School Street, crossing Thayer Brook, Randolph, Vermont: U.S. Geological Survey Open-File Report 96-240, iv, 28 p., https://doi.org/10.3133/ofr96240.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179183,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96240.GIF"},{"id":279388,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0240/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Randolph","otherGeospatial":"Thayer Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5b7a","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":240272,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49794,"text":"ofr96239 - 1996 - Level II scour analysis for Bridge 35 (BETHTH00190035) on Town Highway 19, crossing Gilead Brook, Bethel, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T11:20:02","indexId":"ofr96239","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-239","title":"Level II scour analysis for Bridge 35 (BETHTH00190035) on Town Highway 19, crossing Gilead Brook, Bethel, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBETHTH00190035 on town highway 19 crossing Gilead Brook, Bethel, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files was compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBethel. The 6.40-mi2\n drainage area is predominantly rural and forested. In the vicinity of \nthe study site, the immediate banks have woody vegetation coverage with pasture beyond.
\nIn the study area, Gilead Brook is an incised, sinuous channel with a slope of approximately \n0.015 ft/ft, an average channel top width of 31 ft and an average channel depth of 2.5 ft. The \npredominant channel bed material is gravel and cobble (D50 is 62.5 mm or 0.205 ft). The \ngeomorphic assessment at the time of the Level I and Level II site visit on October 20, \n1994, indicated that the reach was stable.
\nThe town highway 19 crossing of Gilead Brook is a 30-ft-long, one-lane bridge consisting \nof one 24-foot steel-beam span with timber deck (Vermont Agency of Transportation, \nwritten commun., August 24, 1994). The bridge is supported by vertical, concrete\nabutments with wingwalls. The channel is skewed approximately 5 degrees to the opening \nwhile the opening-skew-to-roadway is 10 degrees.
\nThe scour protection measures at the site included type-1 stone fill (less than 12 inches \ndiameter) at the downstream wingwalls, left abutment, and upstream right road \nembankment; type-2 stone fill (less than 36 inches diameter) is at the upstream right \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.1 to 2.1 ft. with the worst-case \nscenario occurring at the 500-year discharge. Abutment scour ranged from 3.9 to 9.5 ft. The \nworst-case abutment scour also occurred at the 500-year discharge. Additional information \non scour 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, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96239","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 35 (BETHTH00190035) on Town Highway 19, crossing Gilead Brook, Bethel, Vermont: U.S. Geological Survey Open-File Report 96-239, iv, 30 p., https://doi.org/10.3133/ofr96239.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179182,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96239.GIF"},{"id":279389,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0239/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bethel","otherGeospatial":"Gilead Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6473","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":240270,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240271,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49793,"text":"ofr96237 - 1996 - Level II scour analysis for Bridge 3 (BRIDTH000100003) on Town Highway 1, crossing Dailey Hollow Branch, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T11:34:45","indexId":"ofr96237","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-237","title":"Level II scour analysis for Bridge 3 (BRIDTH000100003) on Town Highway 1, crossing Dailey Hollow Branch, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00010003 on town highway 1 crossing Dailey Hollow Branch, Bridgewater, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nBridgewater. The 9.88-mi2\n drainage area is in a predominantly rural, forested basin. In the \nvicinity of the study site, the immediate channel banks have moderate tree cover and shrubs \nwith residential properties on the overbank.
\nIn the study area, Dailey Hollow Branch has an incised, sinuous channel with a slope of \napproximately 0.009 ft/ft, an average channel top width of 46 ft and an average channel \ndepth of 4 ft. The predominant channel bed materials are gravel and cobble with a median \ngrain size (D50) of 89.7 mm (0.294 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on October 27, 1994, indicated that the reach was vertically \ndegrading.
\nThe town highway 1 crossing of Dailey Hollow Branch is a 45-ft-long, two-lane bridge \nconsisting of one 42-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 24, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. Type-2 stone fill (less than 36 inches diameter) protects the downstream \nright and left wingwall. Type-3 stone fill (less than 48 inches diameter) exists on the \ndownstream right bank. The left abutment is undermined by up to one foot. Horizontal \nprobing under the abutment resulted in penetration up to 6 feet.
\nThe bridge is misaligned with the channel. Higher discharges may directly impact the left \nwingwall. The channel is skewed approximately 20 degrees to the bridge; the opening-skew-to-roadway is also 20 degrees. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D \nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.
\nContraction scour for all modelled flows ranged from 0.6 ft to 1.3 ft and the worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.7 ft to \n12.2 ft and the worst-case abutment scour occurred at the 500-year discharge. Scour depths \nand depths to armoring are summarized on p. 14 in the section titled “Scour Results”. \nScour elevations, based on the calculated depths are presented in tables 1 and 2; a graph of \nthe scour elevations is presented in figure 8 Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution.
\nFor all scour presented in this report, “the scour depths adopted [by VTAOT] may differ \nfrom the equation values based on engineering judgement” (Richardson and others, 1993, p. \n21, 27). It is generally accepted that the Froehlich equation (abutment scour) gives \n“excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). \nMany factors, including historical performance during flood events, the geomorphic \nassessment, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96237","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 3 (BRIDTH000100003) on Town Highway 1, crossing Dailey Hollow Branch, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-237, iv, 27 p., https://doi.org/10.3133/ofr96237.","productDescription":"iv, 27 p.","numberOfPages":"32","costCenters":[],"links":[{"id":179181,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96237.GIF"},{"id":279390,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0237/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Dailey Hollow Branch","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f05","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":240268,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240269,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49792,"text":"ofr96236 - 1996 - Level II scour analysis for Bridge 34 (RANDTH00660034) on Town Highway 66, crossing Second Branch White River, Randolph, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T11:46:46","indexId":"ofr96236","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-236","title":"Level II scour analysis for Bridge 34 (RANDTH00660034) on Town Highway 66, crossing Second Branch White River, Randolph, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRANDTH00660034 on town highway 66 crossing the Second Branch White River, \nRandolph, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files was compiled prior to conducting Level I and Level \nII analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic division of central Vermont in the town of \nRandolph. The 51.3-mi2\n drainage area is in a predominantly rural basin. In the vicinity of \nthe study site, the left and right banks are covered by fields with some brush on the \nupstream left and downstream right banks and with row crops on the downstream left \noverbank.
\nIn the study area, the Second Branch White River has a sinuous channel with a slope of \napproximately 0.002 ft/ft, an average channel top width of 60 ft and an average channel \ndepth of 7 ft. The predominant channel bed material is sand (D50 is 1.34 mm or 0.0044 ft). \nThe geomorphic assessment at the time of the Level I and Level II site visit on August 11, \n1994, indicated that the reach was laterally unstable. Channel scour is evident along the left \nhalf of the channel from about 30 feet upstream to about 20 feet downstream of the bridge. \nThere is a cut bank with block failures along the left bank upstream of the bridge further \nindicating instability of the stream reach.
\nThe town highway 66 crossing of the Second Branch White Riveris a 57-ft-long, one-lane\ncovered bridge consisting of one 45-foot span (Vermont Agency of Transportation, written \ncommunication, July 29, 1994). The bridge is supported by vertical, concrete abutments \nwith one wingwall on the upstream left side. The base of the left abutment was protected by \ntype-1 stone fill (less than 12 inches diameter). The channel is skewed approximately 40 \ndegrees to the opening while the opening-skew-to-roadway is 45 degrees. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.
\nContraction scour for all modelled flows ranged from 6.3 ft to 7.8 ft and the worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 7.9 ft to \n20.3 ft and the worst-case abutment scour occurred at the 500-year discharge. Scour depths \nand depths to armoring are summarized on p. 14 in the section titled “Scour Results”. \nScour elevations, based on the calculated depths are presented in tables 1 and 2; a graph of \nthe scour elevations is presented in figure 8 Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution.
\nFor all scour presented in this report, “the scour depths adopted [by VTAOT] may differ \nfrom the equation values based on engineering judgement” (Richardson and others, 1993, p. \n21, 27). It is generally accepted that the Froehlich equation (abutment scour) gives \n“excessively conservative estimates of scour depths” (Richardson and others, 1993, p. 48). \nMany factors, including historical performance during flood events, the geomorphic \nassessment, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96236","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ayotte, J., 1996, Level II scour analysis for Bridge 34 (RANDTH00660034) on Town Highway 66, crossing Second Branch White River, Randolph, Vermont: U.S. Geological Survey Open-File Report 96-236, iv, 30 p., https://doi.org/10.3133/ofr96236.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179180,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96236.GIF"},{"id":279391,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0236/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Randolph","otherGeospatial":"Second Branch White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.875 ], [ -72.625,44.0 ], [ -72.5,44.0 ], [ -72.5,43.875 ], [ -72.625,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a64ed","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":240267,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240266,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":3234,"text":"cir1119 - 1996 - Proceedings of the Workshop \"Ongoing Paleoclimatic Studies in the Northern Great Basin,\" Reno, Nevada, May 1993","interactions":[],"lastModifiedDate":"2012-02-02T00:05:21","indexId":"cir1119","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":307,"text":"Circular","code":"CIR","onlineIssn":"2330-5703","printIssn":"1067-084X","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"1119","title":"Proceedings of the Workshop \"Ongoing Paleoclimatic Studies in the Northern Great Basin,\" Reno, Nevada, May 1993","language":"ENGLISH","publisher":"U.S. G.P.O. ;\r\nFree on application to the U.S. Geological Survey, Information Services,","doi":"10.3133/cir1119","usgsCitation":"Benson, L.V., 1996, Proceedings of the Workshop \"Ongoing Paleoclimatic Studies in the Northern Great Basin,\" Reno, Nevada, May 1993: U.S. Geological Survey Circular 1119, viii, 112 p. :ill., maps ;28 cm., https://doi.org/10.3133/cir1119.","productDescription":"viii, 112 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":117788,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/circ/1996/1119/report-thumb.jpg"},{"id":30226,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/circ/1996/1119/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9ee4b07f02db6603c4","contributors":{"authors":[{"text":"Benson, Larry V. lbenson@usgs.gov","contributorId":1655,"corporation":false,"usgs":true,"family":"Benson","given":"Larry","email":"lbenson@usgs.gov","middleInitial":"V.","affiliations":[{"id":5044,"text":"National Research Program - Central Branch","active":true,"usgs":true}],"preferred":true,"id":146482,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":54949,"text":"wdrPA942 - 1996 - Water resources data, Pennsylvania, water year 1994. Volume 2. Susquehanna and Potomac River basins","interactions":[],"lastModifiedDate":"2025-03-14T19:19:27.633855","indexId":"wdrPA942","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"PA-94-2","title":"Water resources data, Pennsylvania, water year 1994. Volume 2. Susquehanna and Potomac River basins","docAbstract":"Water resources data for the 1994 water year for Pennsylvania consist of records of discharge and water quality of streams; contents and elevations of lakes and reservoirs; and water levels and water quality of ground-water wells. This report, Volume 2, includes records from the Susquehanna and Potomac River Basin.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wdrPA942","collaboration":"Prepared in cooperation with the Pennsylvania Department of Environmental Resources, the U.S. Army Corps of Engineers, Baltimore District, the Susquehanna River Basin Commission, and with other State, municipal, and Federal agencies","usgsCitation":"Durlin, R., and Schaffstall, W., 1996, Water resources data, Pennsylvania, water year 1994. Volume 2. 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Montana, North Dakota, South Dakota, Wyoming"},"predicate":"IS_PART_OF","object":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"id":1}],"isPartOf":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"lastModifiedDate":"2017-05-30T16:00:40","indexId":"ha730I","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":318,"text":"Hydrologic Atlas","code":"HA","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"730","chapter":"I","title":"Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","docAbstract":"The States of Montana, North Dakota, South Dakota, and Wyoming compose the 392,764-square-mile area of Segment 8, which is in the north-central part of the continental United States. The area varies topographically from the high rugged mountain ranges of the Rocky Mountains in western Montana and Wyoming to the gently undulating surface of the Central Lowland in eastern North Dakota and South Dakota (fig. 1). The Black Hills in southwestern South Dakota and northeastern Wyoming interrupt the uniformity of the intervening Great Plains. Segment 8 spans the Continental Divide, which is the drainage divide that separates streams that generally flow westward from those that generally flow eastward. The area of Segment 8 is drained by the following major rivers or river systems: the Green River drains southward to join the Colorado River, which ultimately discharges to the Gulf of California; the Clark Fork and the Kootenai Rivers drain generally westward by way of the Columbia River to discharge to the Pacific Ocean; the Missouri River system and the North Platte River drain eastward and southeastward to the Mississippi River, which discharges to the Gulf of Mexico; and the Red River of the North and the Souris River drain northward through Lake Winnipeg to ultimately discharge to Hudson Bay in Canada.
These rivers and their tributaries are an important source of water for public-supply, domestic and commercial, agricultural, and industrial uses. Much of the surface water has long been appropriated for agricultural use, primarily irrigation, and for compliance with downstream water pacts. Reservoirs store some of the surface water for flood control, irrigation, power generation, and recreational purposes. Surface water is not always available when and where it is needed, and ground water is the only other source of supply. Ground water is obtained primarily from wells completed in unconsolidated-deposit aquifers that consist mostly of sand and gravel, and from wells completed in semi-consolidated- and consolidated-rock aquifers, chiefly sandstone and limestone. Some wells withdraw water from volcanic rocks, igneous and metamorphic rocks, or fractured fine-grained sedimentary rocks, such as shale; however, wells completed in these types of rocks generally yield only small volumes of water.
Most wells in the four-State area of Segment 8 are on privately owned land (fig. 2). Agriculture, primarily irrigation, is one of the largest uses of ground water. The irrigation generally is on lowlands close to streams (fig. 3). Lowlands within a few miles of major streams usually are irrigated with surface water that is diverted by gravity flow from the main stream or a reservoir and transported through a canal system. Surface water also is pumped to irrigate land that gravity systems cannot supply. In addition, ground water is pumped from large-capacity wells to supplement surface water during times of drought or during seasons of the year when surface water is in short supply. Ground water is the only source of water for irrigation in much of the segment. The thickness and permeability of aquifers in the area of Segment 8 vary considerably, as do yields of wells completed in the aquifers. Ground-water levels and artesian pressures (hydraulic head) have declined significantly in some places as a result of excessive withdrawals by wells. State governments have taken steps to control the declines by enacting programs that either limit the number of additional wells that can be completed in a particular aquifer or prevent further ground-water development altogether.
The demand for water is directly related to the distribution of people. In 1990, Montana had a population of 799,065; North Dakota, 638,800; South Dakota, 696,004; and Wyoming, 453,588. The more densely populated areas are on lowlands near major streams. Many of the mountain, desert, and upland areas lack major population centers, particularly in Montana and Wyoming, where use of much of the land is controlled by the Federal Government and withdrawal of ground water is restricted.
Average annual precipitation (1951-80) in Segment 8 ranges from less than 8 inches in parts of Montana and Wyoming to more than 40 inches in some of the mountainous areas (fig. 4). Most storms move eastward through Segment 8 and are particularly common during the winter months. Moisture that evaporates from the Pacific Ocean is absorbed by eastward- moving air. As the moisture-laden air masses move eastward, they rise and cool as they encounter mountain ranges and lose some of their moisture to condensation. Consequently, the western sides of mountain ranges receive the most precipitation, much of it as snow during the winter months. In contrast, the eastern sides of some of the higher mountain ranges are in rain shadows and receive little precipitation. East of the Continental Divide, precipitation that falls during many summer storms results from northward-moving, moisture-laden air masses from the Gulf of Mexico. These air masses move northward when the polar front recedes; accordingly, a major part of the annual precipitation falls on the plains during the growing season. Average annual precipitation minus the total of average annual runoff plus evapotranspiration (the combination of evaporation and transpiration by plants) is the amount of water potentially available for recharge to the aquifers.
Average annual runoff (1951-80) in the area of Segment 8 varies greatly, and the distribution of runoff (fig. 5) generally parallels that of precipitation. In arid and semiarid areas of the segment, most precipitation replenishes soil moisture, evaporates, or is transpired by vegetation, and only a small part of the precipitation is left to maintain streamflow or recharge aquifers. In wetter areas of the segment, much of the precipitation runs off the land surface directly to perennial streams. Because a smaller percentage of precipitation in wet areas usually is lost to evapotranspiration than in dry areas, more water is, therefore, available to recharge aquifers where more precipitation falls. Precipitation that falls as snow generally does not become runoff until spring thaws begin. Runoff is affected in some areas by reservoirs that have been constructed on major streams to mitigate flooding and to store water for irrigation, electrical power generation, and recreation. Water stored in reservoirs during times when runoff is great is subsequently released during drier periods to maintain downstream flow.
","largerWorkTitle":"Ground Water Atlas of the United States","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ha730I","isbn":"0607859741","usgsCitation":"Whitehead, R., 1996, Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming: U.S. Geological Survey Hydrologic Atlas 730, 24 p., https://doi.org/10.3133/ha730I.","productDescription":"24 p.","startPage":"I1","endPage":"I24","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":11486,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/ha/ha730/ch_i/index.html","linkFileType":{"id":5,"text":"html"}},{"id":115245,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ha/730i/report.pdf","text":"Report","size":"54.91 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