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":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":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":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":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":49785,"text":"ofr96195 - 1996 - Level II scour analysis for Bridge 27 (BRIDTH00490027) on Town Highway 049, crossing Broad Brook, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T15:01:48","indexId":"ofr96195","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":"96-195","title":"Level II scour analysis for Bridge 27 (BRIDTH00490027) on Town Highway 049, crossing Broad Brook, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00490027 on town highway 49 crossing Broad Brook, Bridgewater, 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 \nBridgewater. The 13.9-mi2 drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the left and right banks are pasture with moderate tree cover on \nthe immediate banks. Upstream of bridge 27, a gravel road runs parallel to the left bank.\nIn the study area, the Broad Brook has an incised channel with a slope of approximately \n0.007 ft/ft, an average channel top width of 54 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are gravel and cobble with a D50 (median diameter) \nof \n77.9 mm or 0.256 ft. The geomorphic assessment at the time of the Level I and Level II site \nvisit on November 9, 1994, indicated that the reach was stable.\nThe town highway 49 crossing of the Broad Brook is a 32-ft-long, one-lane bridge \nconsisting of one 31-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 24, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The left abutment is noted as settled due to previous undermining. Type-2 (less \nthan 3 ft diameter) stone fill protects the upstream left and right wingwalls, the downstream \nright wingwall, the right abutment, the upstream right road embankment, and the \ndownstream left and right road embankments. Type-3 (less than 4 ft diameter) stone fill \nprotects the downstream left wingwall, but it’s condition was reported as slumping. The \nchannel is skewed approximately 10 degrees to the opening; the opening-skew-to-roadway \nis also 10 degrees. 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, 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","doi":"10.3133/ofr96195","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 27 (BRIDTH00490027) on Town Highway 049, crossing Broad Brook, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-195, iv, 30 p., https://doi.org/10.3133/ofr96195.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178610,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96195.png"},{"id":279410,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0195/report.pdf"}],"country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"Broad Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.758005,43.558839 ], [ -72.758005,43.694051 ], [ -72.577733,43.694051 ], [ -72.577733,43.558839 ], [ -72.758005,43.558839 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a7fcd","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":240256,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49786,"text":"ofr96196 - 1996 - Level II scour analysis for Bridge 31 (ALBATH00380031) on Town Highway 38, crossing the Black River, Albany, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T14:55:18","indexId":"ofr96196","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":"96-196","title":"Level II scour analysis for Bridge 31 (ALBATH00380031) on Town Highway 38, crossing the Black River, Albany, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nALBATH00380031 on town highway 38 crossing the Black River, Albany, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \ngleaned from VTAOT files, was compiled prior to conducting Level I and Level II analyses \nand can be found in Appendix D.\nThe site is in the New England Upland physiographic province of North-central Vermont in \nthe town of Albany. The 47.5-mi2 drainage area is in a rural, forested basin. In the vicinity \nof the study site, the immediate banks have mainly shrub and brush vegetation. The \noverbank areas are pasture, except for the upstream right bank which is forested.\nIn the study area, the Black River has a meandering channel with a slope of approximately \n0.0009 ft/ft, an average channel top width of 57 ft and an average channel depth of 3 ft. The \npredominant channel bed material is gravel (D50 is 35.4 mm or 0.116 ft). The geomorphic \nassessment at the time of the Level I and Level II site visit on October 5, 1994, indicated \nthat the reach was stable.\nThe town highway 38 crossing of the Black River is a 50-ft-long, one-lane bridge consisting \nof one 47-foot span concrete T-beam type superstructure (Vermont Agency of \nTransportation, written commun., August 3, 1994). The bridge is supported by vertical \nabutments with wingwalls. The left abutment is constructed of concrete while the right is \nmortared, granite stone blocks. The channel is skewed approximately 30 degrees to the \nopening while the opening-skew-to-roadway is 10 degrees. \nA scour hole, 1.5 ft deeper than the mean thalweg depth, was observed during the level I \nassessment along the left side of the channel under the bridge. The only scour protection \nmeasure at the site was type-3 stone fill (less than 48 inches diameter) along the left bank \nunder the bridge. Additional details describing conditions at the site are included in the \nLevel 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","doi":"10.3133/ofr96196","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 31 (ALBATH00380031) on Town Highway 38, crossing the Black River, Albany, Vermont: U.S. Geological Survey Open-File Report 96-196, iv, 30 p., https://doi.org/10.3133/ofr96196.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178611,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96196.png"},{"id":279409,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0196/report.pdf"}],"country":"United States","state":"Vermont","city":"Albany","otherGeospatial":"Black River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.423089,44.67299 ], [ -72.423089,44.794469 ], [ -72.253335,44.794469 ], [ -72.253335,44.67299 ], [ -72.423089,44.67299 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7dc6","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240257,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49788,"text":"ofr96198 - 1996 - Level II scour analysis for Bridge 40 (BETHTH00230040) on Town Highway 23, crossing Gilead Brook, Bethel, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T14:00:07","indexId":"ofr96198","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":"96-198","title":"Level II scour analysis for Bridge 40 (BETHTH00230040) on Town Highway 23, crossing Gilead Brook, Bethel, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBETHTH00230040 on town highway 23 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, gleaned from \nVTAOT files, was compiled prior to conducting the Level I and Level II analyses and can \nbe found in Appendix D.\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBethel. The 10.2-mi2 drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have moderately dense woody vegetation coverage.\nIn the study area, the Gilead Brook has an incised, sinuous channel downstream of the site \nand a meandering channel upstream, with narrow flood plains and a slope of approximately \n0.015 ft/ft, an average channel top width of 47.0 ft and an average channel depth of 2.75 ft. \nThe predominant channel bed materials are gravel and cobble (D50 is 94.8 mm or 0.311 ft). \nThe geomorphic assessment at the time of the Level I and Level II site visit on October 14, \n1994, indicated that the reach was laterally unstable.\nThe town highway 23 crossing of Gilead Brook is a 37-ft-long, one-lane bridge consisting \nof one 34-foot span steel-stringer type superstructure (Vermont Agency of Transportation, \nwritten commun., August 24, 1994). The bridge is supported by vertical, concrete \nabutments with concrete wingwalls. The channel is skewed 25 degrees to the opening and \nthe opening-skew-to-roadway is zero degrees. \nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the downstream \nright wingwall during the Level I assessment. The scour protection measures at the site \nwere type-2 stone fill (less than 36 inches diameter) on the upstream and downstream right \nroadway embankments, at the extreme upstream and downstream ends of the upstream and \ndownstream right wingwalls, and along the entire base length of the downstream left \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 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","doi":"10.3133/ofr96198","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., 1996, Level II scour analysis for Bridge 40 (BETHTH00230040) on Town Highway 23, crossing Gilead Brook, Bethel, Vermont: U.S. Geological Survey Open-File Report 96-198, iv, 31 p., https://doi.org/10.3133/ofr96198.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":179106,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96198.png"},{"id":279403,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0198/report.pdf"}],"country":"United States","state":"Vermont","city":"Bethel","otherGeospatial":"Gilead Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.765979,43.790521 ], [ -72.765979,43.910383 ], [ -72.574443,43.910383 ], [ -72.574443,43.790521 ], [ -72.765979,43.790521 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a61a4","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240260,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"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":49787,"text":"ofr96197 - 1996 - Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T14:15:30","indexId":"ofr96197","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":"96-197","title":"Level II scour analysis for Bridge 23 (WODSTH00180023) 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 \nWODSTH00180023 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 New England Upland physiographic division of east-central Vermont. The \n4.26-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the \nstudy site, the left and right banks are covered by moderate tree cover.\nIn the study area, North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 38 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are gravel and cobbles (D50 is 63.3 \nmm or 0.208 ft). The geomorphic assessment at the time of the Level I site visit on \nDecember 9, 1994 indicated that the reach was laterally unstable. Evidence of the instability \nincluded anabranching and extensive stone fill on channel bends.\nThe town highway 18 crossing of North Bridgewater Brook is a 25-ft-long, one-lane bridge \nconsisting of one 22-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 3, 1994). The bridge is supported by vertical, concrete abutments with no \nwingwalls. Type-2 stone fill (less than 36 inches) was noted at the ends of the right \nabutment and type-1 stone fill (less than 12 inches) was noted at the ends of the left \nabutment. A stone wall of type-2 and -3 stone fill (less than 36 inches and 48 inches, \nrespectively), carefully placed, protects the upstream right channel bank extending from the \nbridge to more than 50 feet upstream. Although significant protection has been placed, both \nabutments are experiencing undermining. The channel is skewed approximately 15 degrees \nto the opening while the opening-skew-to-roadway is 5 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). 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","doi":"10.3133/ofr96197","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 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-197, iv, 31 p., https://doi.org/10.3133/ofr96197.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":178612,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96197.png"},{"id":279404,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0197/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"North Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.637941,43.533341 ], [ -72.637941,43.661214 ], [ -72.46644,43.661214 ], [ -72.46644,43.533341 ], [ -72.637941,43.533341 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a80d7","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":240258,"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":240259,"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":49789,"text":"ofr96231 - 1996 - Level II scour analysis for Bridge 25 (HARDTH00420025) on Town Highway 42, crossing Lamoille River, Hardwick, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T12:59:53","indexId":"ofr96231","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":"96-231","title":"Level II scour analysis for Bridge 25 (HARDTH00420025) on Town Highway 42, crossing Lamoille River, Hardwick, Vermont","docAbstract":"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":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":49791,"text":"ofr96234 - 1996 - Level II scour analysis for Bridge 39 (RANDTH00730039) on Town Highway 73, crossing the Second Branch White River, Randolph, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T12:43:20","indexId":"ofr96234","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":"96-234","title":"Level II scour analysis for Bridge 39 (RANDTH00730039) on Town Highway 73, crossing the Second Branch White River, Randolph, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRANDTH00730039 on town highway 73 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 province of central Vermont in the town of \nRandolph. The 53.7-mi2\n drainage area is in a predominantly rural basin. In the vicinity of \nthe study site, the overbanks are covered by pasture except for the upstream right bank \nwhich is covered by brush.
\nIn the study area, the Second Branch White River has a meandering channel with a slope of \napproximately 0.001 ft/ft, an average channel top width of 44 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is sand with median grain size (D50) of \n0.884 mm (0.0029 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 12, 1994, indicated that the reach was laterally unstable. This is because \nof severe cut-banks both upstream and downstream where mass wasting and block failure \nof bank material is evident. Furthermore, minimal erosion protection is provided by bank \nvegetation since woody vegetation cover is sparse.
\nThe town highway 73 crossing of the Second Branch White Riveris a 42-ft-long, one-lane\nbridge consisting of one 40-foot span (Vermont Agency of Transportation, written \ncommunication, August 2, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The ends of the upstream left wingwall and the downstream right wingwall \nare protected by stone fill. However, this stone fill is slumping according to the Level I field \ninspection. The channel is skewed approximately 30 degrees to the opening while the \nopening-skew-to-roadway is 0 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).\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 1.9 ft to 4.6 ft and the worst-case \ncontraction scour occurred at the incipient overtopping discharge. Abutment scour ranged \nfrom 4.0 ft to 22.5 ft and the worst-case abutment scour occurred at the 500-year discharge. \nScour depths and depths to armoring are summarized on p. 14 in the section titled “Scour \nResults”. Scour elevations, based on the calculated depths are presented in tables 1 and 2; \na graph of the scour elevations is presented in figure 8 Scour depths were calculated \nassuming an infinite 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/ofr96234","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Song, D.L., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 39 (RANDTH00730039) on Town Highway 73, crossing the Second Branch White River, Randolph, Vermont: U.S. Geological Survey Open-File Report 96-234, iv, 30 p., https://doi.org/10.3133/ofr96234.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179179,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96234.GIF"},{"id":279392,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0234/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":"4f4e4b17e4b07f02db6a62b0","contributors":{"authors":[{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240265,"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":240264,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":28622,"text":"wri964088 - 1996 - Subsurface flow to Eagle Valley from Vicee, Ash, and Kings Canyons, Carson City, Nevada, estimated from Darcy's law and the chloride-balance method","interactions":[],"lastModifiedDate":"2012-02-02T00:08:47","indexId":"wri964088","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4088","title":"Subsurface flow to Eagle Valley from Vicee, Ash, and Kings Canyons, Carson City, Nevada, estimated from Darcy's law and the chloride-balance method","language":"ENGLISH","publisher":"U.S. Geological Survey ;\r\nBranch of Information Services [distributor],","doi":"10.3133/wri964088","usgsCitation":"Maurer, D.K., Berger, D.L., and Prudic, D.E., 1996, Subsurface flow to Eagle Valley from Vicee, Ash, and Kings Canyons, Carson City, Nevada, estimated from Darcy's law and the chloride-balance method: U.S. Geological Survey Water-Resources Investigations Report 96-4088, v, 74 p. :ill., col. maps ;28 cm., https://doi.org/10.3133/wri964088.","productDescription":"v, 74 p. :ill., col. maps ;28 cm.","costCenters":[],"links":[{"id":159119,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4088/report-thumb.jpg"},{"id":57453,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4088/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b05e4b07f02db699a94","contributors":{"authors":[{"text":"Maurer, Douglas K. dkmaurer@usgs.gov","contributorId":2308,"corporation":false,"usgs":true,"family":"Maurer","given":"Douglas","email":"dkmaurer@usgs.gov","middleInitial":"K.","affiliations":[],"preferred":true,"id":200131,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Berger, David L. dlberger@usgs.gov","contributorId":1861,"corporation":false,"usgs":true,"family":"Berger","given":"David","email":"dlberger@usgs.gov","middleInitial":"L.","affiliations":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"preferred":false,"id":200130,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Prudic, David E. deprudic@usgs.gov","contributorId":3430,"corporation":false,"usgs":true,"family":"Prudic","given":"David","email":"deprudic@usgs.gov","middleInitial":"E.","affiliations":[{"id":465,"text":"Nevada Water Science Center","active":true,"usgs":true}],"preferred":true,"id":200132,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":44373,"text":"ofr96502 - 1996 - Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona","interactions":[{"subject":{"id":44373,"text":"ofr96502 - 1996 - Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona","indexId":"ofr96502","publicationYear":"1996","noYear":false,"title":"Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona"},"predicate":"SUPERSEDED_BY","object":{"id":66162,"text":"i2608 - 1998 - Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona","indexId":"i2608","publicationYear":"1998","noYear":false,"title":"Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona"},"id":1}],"supersededBy":{"id":66162,"text":"i2608 - 1998 - Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona","indexId":"i2608","publicationYear":"1998","noYear":false,"title":"Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona"},"lastModifiedDate":"2020-10-06T21:35:29.140245","indexId":"ofr96502","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":"96-502","title":"Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr96502","usgsCitation":"Hereford, R., Burke, K.J., and Thompson, K.S., 1996, Map showing Quaternary geology and geomorphology of the Nankoweap Rapids area, Marble Canyon, Arizona (Superceded by I-2608): U.S. Geological Survey Open-File Report 96-502, 30 p., https://doi.org/10.3133/ofr96502.","productDescription":"30 p.","costCenters":[],"links":[{"id":168838,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0502/report-thumb.jpg"},{"id":379144,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0502/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"scale":"2000","country":"United States","state":"Arizona","otherGeospatial":"Marble Canyon","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -111.86666666666666,36.284166666666664 ], [ -111.86666666666666,36.30138888888889 ], [ -111.85027777777778,36.30138888888889 ], [ -111.85027777777778,36.284166666666664 ], [ -111.86666666666666,36.284166666666664 ] ] ] } } ] }","edition":"Superceded by I-2608","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a61e4b07f02db63591a","contributors":{"authors":[{"text":"Hereford, Richard 0000-0002-0892-7367 rhereford@usgs.gov","orcid":"https://orcid.org/0000-0002-0892-7367","contributorId":3620,"corporation":false,"usgs":true,"family":"Hereford","given":"Richard","email":"rhereford@usgs.gov","affiliations":[{"id":312,"text":"Geology, Minerals, Energy, and Geophysics Science Center","active":true,"usgs":true}],"preferred":true,"id":229656,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burke, Kelly J.","contributorId":83583,"corporation":false,"usgs":true,"family":"Burke","given":"Kelly","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":229657,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Thompson, Kathryn S.","contributorId":94722,"corporation":false,"usgs":true,"family":"Thompson","given":"Kathryn","email":"","middleInitial":"S.","affiliations":[],"preferred":false,"id":229658,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":28588,"text":"wri924164 - 1996 - Geohydrology of tertiary rocks in the Green River structural basin in Wyoming, Utah, and Colorado","interactions":[],"lastModifiedDate":"2012-02-02T00:08:47","indexId":"wri924164","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"92-4164","title":"Geohydrology of tertiary rocks in the Green River structural basin in Wyoming, Utah, and Colorado","language":"ENGLISH","publisher":"U.S. Dept. of the Interior, U.S. Geological Survey ;\r\nBranch of Information Services [distributor],","doi":"10.3133/wri924164","usgsCitation":"Martin, L.J., 1996, Geohydrology of tertiary rocks in the Green River structural basin in Wyoming, Utah, and Colorado: U.S. Geological Survey Water-Resources Investigations Report 92-4164, v, 43 p. :ill., maps (some col.) ;28 cm., https://doi.org/10.3133/wri924164.","productDescription":"v, 43 p. :ill., maps (some col.) ;28 cm.","costCenters":[],"links":[{"id":126550,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1992/4164/report-thumb.jpg"},{"id":57416,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1992/4164/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1be4b07f02db6a8a28","contributors":{"authors":[{"text":"Martin, Lawrence J.","contributorId":103327,"corporation":false,"usgs":true,"family":"Martin","given":"Lawrence","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":200074,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":44374,"text":"ofr96651 - 1996 - Evaluation of shorelines along Lake Mohave, Lake Mead National Recreation Area, Nevada and Arizona","interactions":[],"lastModifiedDate":"2012-02-10T00:10:10","indexId":"ofr96651","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":"96-651","title":"Evaluation of shorelines along Lake Mohave, Lake Mead National Recreation Area, Nevada and Arizona","docAbstract":"The hdpw (head-in-a-pumping-well) program described in this report is a post-processor that calculates the head in a pumping well based on thesimulated head at a finite-difference model cell that contains the well. The calculations are based on the Thiem equation. The hdpw code works with the U.S. Geological Survey modular finite-difference ground-water flow model, which is commonly called MODFLOW. The hdpw code is a complete program that has incorporated many of MODFLOW subroutines to read data. Code was added to the well package to calculate the head and drawdown in a fully-penetrating well of finite radius.","language":"ENGLISH","doi":"10.3133/ofr96651","usgsCitation":"Workman, J.B., 1996, Evaluation of shorelines along Lake Mohave, Lake Mead National Recreation Area, Nevada and Arizona: U.S. Geological Survey Open-File Report 96-651, 1 map : col. ; 113 x 46 cm., folded in envelope 22 x 24 cm. + 1 text (4 leaves ; 28 cm.), https://doi.org/10.3133/ofr96651.","productDescription":"1 map : col. ; 113 x 46 cm., folded in envelope 22 x 24 cm. + 1 text (4 leaves ; 28 cm.)","costCenters":[],"links":[{"id":168839,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0651/report-thumb.jpg"},{"id":81662,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1996/0651/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":81663,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0651/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"scale":"100000","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -114.86666666666666,35 ], [ -114.86666666666666,36 ], [ -114.36749999999999,36 ], [ -114.36749999999999,35 ], [ -114.86666666666666,35 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5fab96","contributors":{"authors":[{"text":"Workman, Jeremiah B. 0000-0001-7816-6420 jworkman@usgs.gov","orcid":"https://orcid.org/0000-0001-7816-6420","contributorId":714,"corporation":false,"usgs":true,"family":"Workman","given":"Jeremiah","email":"jworkman@usgs.gov","middleInitial":"B.","affiliations":[{"id":318,"text":"Geosciences and Environmental Change Science Center","active":true,"usgs":true}],"preferred":true,"id":229659,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}