{"pageNumber":"3689","pageRowStart":"92200","pageSize":"25","recordCount":185258,"records":[{"id":54536,"text":"wdrFL973A - 1997 - Water resources data, Florida, water year 1997; Volume 3A. Southwest Florida surface water","interactions":[],"lastModifiedDate":"2023-02-03T20:05:20.439841","indexId":"wdrFL973A","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"FL-97-3A","title":"Water resources data, Florida, water year 1997; Volume 3A. Southwest Florida surface water","docAbstract":"

The Water Resources Division of the U.S. Geological Survey, in cooperation with State agencies, obtains a large amount of data pertaining to the water resources of Florida each water year. These data, accumulated during many water years, constitute a valuable data base for developing an improved understanding of the water resources of the State. To make these data readily available to interested parties outside the Geological Survey, the data are published annually in this report series entitled \"Water Resources Data - Florida.\"

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrFL973A","collaboration":"Prepared in cooperation with the State of Florida and with other agencies","usgsCitation":"Coffin, J., and Fletcher, W., 1997, Water resources data, Florida, water year 1997; Volume 3A. Southwest Florida surface water: U.S. Geological Survey Water Data Report FL-97-3A, xviii, 422 p., https://doi.org/10.3133/wdrFL973A.","productDescription":"xviii, 422 p.","costCenters":[],"links":[{"id":412695,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1997/fl-97-3-a/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":184322,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1997/fl-97-3-a/report-thumb.jpg"}],"country":"United 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fbb56","contributors":{"authors":[{"text":"Coffin, J.E.","contributorId":75913,"corporation":false,"usgs":true,"family":"Coffin","given":"J.E.","email":"","affiliations":[],"preferred":false,"id":250619,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Fletcher, W.L.","contributorId":97977,"corporation":false,"usgs":true,"family":"Fletcher","given":"W.L.","email":"","affiliations":[],"preferred":false,"id":250620,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49916,"text":"ofr97344 - 1997 - Level II scour analysis for Bridge 10 (WFIETH00170010) on Town Highway 17, crossing Taft Brook, Westfield, Vermont","interactions":[],"lastModifiedDate":"2014-01-05T12:56:37","indexId":"ofr97344","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-344","title":"Level II scour analysis for Bridge 10 (WFIETH00170010) on Town Highway 17, crossing Taft Brook, Westfield, Vermont","docAbstract":"

This report provides the results of a detailed Level II analysis of scour potential at structure \nWFIETH00170010 on Town Highway 17 crossing Taft Brook, Westfield, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.

\n
\n

The site is in the Green Mountain section of the New England physiographic province in \nnorthern Vermont. The 2.39-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the immediate channel banks have thick woody \nvegetation while the overbanks are grass or pasture.

\n
\n

In the study area, Taft Brook has an incised, sinuous channel with a slope of approximately \n0.04 ft/ft, an average channel top width of 38 ft and an average bank height of 6 ft. The \npredominant channel bed material is cobble with a median grain size (D50) of 85.3 mm \n(0.280 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nJune 26, 1995, indicated that the reach was stable.

\n
\n

The Town Highway 17 crossing of Taft Brook is a 26-ft-long, two-lane bridge consisting of \none 24-foot concrete span (Vermont Agency of Transportation, written communication, \nMarch 7, 1995). The opening length of the structure parallel to the bridge face is 23.1 ft.The \nbridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed \napproximately 15 degrees to the opening while the opening-skew-to-roadway is 25 degrees. \nThere is 0.1 ft (vertical) undermining of both abutments and 0.8 feet of undermining at the \ndownstream right wingwall. Scour countermeasures at the site include sparsely placed type-\n2 stone fill (less than 36 inches diameter) at the ends of each wingwall. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.

\n
\n

There is 0.1 ft (vertical) undermining of both abutments and 0.8 feet of undermining at the \ndownstream right wingwall. Scour countermeasures at the site include sparsely placed type-\n2 stone fill (less than 36 inches diameter) at the ends of each wingwall. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.

\n
\n

Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.

\n
\n

Contraction scour for all modelled flows ranged from 0.1 to 0.4 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour at the left abutment \nranged from 6.1 to 7.7 ft. Abutment scour at the right abutment ranged from 4.3 to 5.4 \nft.The worst-case abutment scour occurred at the 500-year discharge for both abutments. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.

\n
\n

It is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97344","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1997, Level II scour analysis for Bridge 10 (WFIETH00170010) on Town Highway 17, crossing Taft Brook, Westfield, Vermont: U.S. Geological Survey Open-File Report 97-344, iv, 48 p., https://doi.org/10.3133/ofr97344.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170177,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279769,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0344/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Westfield","otherGeospatial":"Taft Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.75 ], [ -72.5,44.875 ], [ -72.375,44.875 ], [ -72.375,44.75 ], [ -72.5,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8465","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":240471,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49878,"text":"ofr97103 - 1997 - Level II scour analysis for Bridge 125 (MIDBUS00070125) on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont","interactions":[],"lastModifiedDate":"2014-01-07T11:16:57","indexId":"ofr97103","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-103","title":"Level II scour analysis for Bridge 125 (MIDBUS00070125) on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMIDBUS00070125 on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nwest-central Vermont. The 46.8-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of row crops on the right \noverbank upstream and downstream, and trees on the left overbank.\nIn the study area, the Middlebury River has a straight channel with a slope of approximately \n0.005 ft/ft, an average channel top width of 77 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are sand and cobbles with a median grain size (D50) of \n59.4 mm (0.195 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on June 18, 1996, indicated that the reach was stable.\nThe U.S. Route 7 crossing of the Middlebury River is a 202-ft-long, two-lane bridge \nconsisting of one 91-foot, and two 55-foot steel-beam spans (Vermont Agency of \nTransportation, written communication, December 14, 1995). The bridge is supported by \nvertical, concrete abutment walls with spill-through embankments. The channel is skewed \napproximately 45 degrees to the opening while the opening-skew-to-roadway is 45 degrees. \nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on the spill-through embankments of each abutment and type-1 stone fill (less \nthan 12 inches diameter) on the right bank upstream. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.2 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.5 to \n11.0 ft. The worst-case abutment scour occurred at the 500-year discharge at the left \nabutment. Pier scour ranged from 8.3 to 15.9 ft. for each modeled discharge. The worst-case \npier scour occurred at the 500-year discharge. In this report, piers are numerically \ndesignated “1” and “2” for the left and right piers respectively. Additional information on \nscour depths and depths to armoring are included in the section titled “Scour Results”. \nScoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour \ndepths were calculated assuming an infinite depth of erosive material and a homogeneous \nparticle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97103","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Flynn, R.H., 1997, Level II scour analysis for Bridge 125 (MIDBUS00070125) on U.S. Route 7 crossing the Middlebury River, Middlebury, Vermont: U.S. Geological Survey Open-File Report 97-103, iv, 49 p., https://doi.org/10.3133/ofr97103.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":170029,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97103.PNG"},{"id":279824,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0103/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Middlebury","otherGeospatial":"Middlebury River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83c9","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240408,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240407,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49986,"text":"ofr97671 - 1997 - Level II scour analysis for Bridge 34 (CORITH0050034) on Town Highway 50, crossing the South Branch Waits River, Corinth, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:49:46","indexId":"ofr97671","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-671","title":"Level II scour analysis for Bridge 34 (CORITH0050034) on Town Highway 50, crossing the South Branch Waits River, Corinth, Vermont","docAbstract":"

This report provides the results of a detailed Level II analysis of scour potential at structure \nCORITH00500034 on Town Highway 50 crossing the South Branch Waits River, Corinth, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.

\n
\n

The site is in the New England Upland section of the New England physiographic province \nin central Vermont. The 35.9-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture upstream and downstream \nof the bridge while the immediate banks have dense woody vegetation.

\n
\n

In the study area, the South Branch Waits River has an incised, meandering channel with a \nslope of approximately 0.005 ft/ft, an average channel top width of 63 ft and an average \nbank height of 6 ft. The channel bed material ranges from sand to cobble with a median \ngrain size (D50) of 23.7 mm (0.078 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 5, 1995, indicated that the reach was stable.

\n
\n

The Town Highway 50 crossing of the South Branch Waits River is a 56-ft-long, one-lane \nbridge consisting of one 54-foot steel thru-truss span (Vermont Agency of Transportation, \nwritten communication, March 24, 1995). The opening length of the structure parallel to the \nbridge face is 51.5 ft.The bridge is supported by vertical, concrete abutments with no \nwingwalls. Stone fill and bank material in front of the abutments create spill-through \nembankments. The channel is skewed approximately 30 degrees to the opening while the \nopening-skew-to-roadway is 15 degrees.

\n
\n

A scour hole 2.5 ft deeper than the mean thalweg depth was observed along the left bank \nthrough the bridge during the Level I assessment. The only scour protection measure at the \nsite was type-2 stone fill (less than 36 inches diameter) along the left and right banks \nextending from upstream to downstream through the bridge. The stone fill under the bridge \ncreates spill-through embankments. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.

\n
\n

Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge was determined and analyzed as other potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.

\n
\n

Contraction scour for all modelled flows ranged from 0.0 to 3.0 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 2.4 to 6.3 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.

\n
\n

It is generally accepted that the Froehlich and HIRE equations (abutment scour) give \n“excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). \nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97671","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 34 (CORITH0050034) on Town Highway 50, crossing the South Branch Waits River, Corinth, Vermont: U.S. Geological Survey Open-File Report 97-671, iv, 53 p., https://doi.org/10.3133/ofr97671.","productDescription":"iv, 53 p.","numberOfPages":"58","costCenters":[],"links":[{"id":176153,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97671.GIF"},{"id":279692,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0671/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Corinth","otherGeospatial":"South Branch Waits River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.0 ], [ -72.25,44.125 ], [ -72.125,44.125 ], [ -72.125,44.0 ], [ -72.25,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6523","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240587,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":54558,"text":"wdrGA961 - 1997 - Water resources data, Georgia, water year 1996","interactions":[],"lastModifiedDate":"2025-08-26T17:19:08.560996","indexId":"wdrGA961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"GA-96-1","title":"Water resources data, Georgia, water year 1996","docAbstract":"

Water-resources data for the 1996 water year for Georgia consists of records of stage, discharge, and quality of streams; stage and contents of lakes and reservoirs; ground-water levels; and precipitation quality. This report contains discharge records of 131 gaging stations; stage for 25 gaging stations; stage and contents for 18 lakes and reservoirs; water quality for 180 continuing-record stations; and peak stage and discharge only for 104 crest-stage partial-record stations; water levels of 24 observation wells, and water quality for 1 precipitation-quality site. These data represent that part of the National Water Data System collected by the U.S. Geological Survey and cooperating State and Federal agencies in Georgia.

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrGA961","collaboration":"Prepared in cooperation with the State of Georgia and with other agencies","usgsCitation":"Stokes, W., and McFarlane, R., 1997, Water resources data, Georgia, water year 1996: U.S. Geological Survey Water Data Report GA-96-1, xl, 668 p., https://doi.org/10.3133/wdrGA961.","productDescription":"xl, 668 p.","costCenters":[{"id":13634,"text":"South Atlantic Water Science Center","active":true,"usgs":true}],"links":[{"id":494917,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/ga-96-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":185172,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/ga-96-1/report-thumb.jpg"}],"country":"United 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Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4201","title":"Ground-water resources of alluvial valleys in northeastern Puerto Rico—Rio Espiritu Santo to Rio Demajagua area","docAbstract":"

No abstract available.

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri964201","usgsCitation":"Perez-Blair, F., 1997, Ground-water resources of alluvial valleys in northeastern Puerto Rico—Rio Espiritu Santo to Rio Demajagua area: U.S. Geological Survey Water-Resources Investigations Report 96-4201, Report: v, 25 p.; 2 Plates: 32.25 × 26.75 inches and 32.08 × 26.69 inches, https://doi.org/10.3133/wri964201.","productDescription":"Report: v, 25 p.; 2 Plates: 32.25 × 26.75 inches and 32.08 × 26.69 inches","costCenters":[],"links":[{"id":394267,"rank":5,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_48538.htm"},{"id":159372,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4201/report-thumb.jpg"},{"id":95748,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4201/plate-2.pdf","size":"3843","linkFileType":{"id":1,"text":"pdf"}},{"id":95747,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4201/plate-1.pdf","size":"5285","linkFileType":{"id":1,"text":"pdf"}},{"id":95746,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4201/report.pdf","size":"3291","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Puerto Rico","otherGeospatial":"Rio Espiritu Santo to Rio Demajagua area","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -65.8667,\n 18.25\n ],\n [\n -65.6,\n 18.25\n ],\n [\n -65.6,\n 18.4167\n ],\n [\n -65.8667,\n 18.4167\n ],\n [\n -65.8667,\n 18.25\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9ae4b07f02db65d4ca","contributors":{"authors":[{"text":"Perez-Blair, Francisco","contributorId":102521,"corporation":false,"usgs":true,"family":"Perez-Blair","given":"Francisco","email":"","affiliations":[],"preferred":false,"id":200995,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":35820,"text":"b2151 - 1997 - The Late Triassic bivalve Monotis in accreted terranes of Alaska","interactions":[],"lastModifiedDate":"2012-02-02T00:09:44","indexId":"b2151","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":306,"text":"Bulletin","code":"B","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"2151","title":"The Late Triassic bivalve Monotis in accreted terranes of Alaska","docAbstract":"Late Triassic bivalves of the genus Monotis occur in at least 16 of the lithotectonic terranes and subterranes that together comprise nearly all of Alaska, and they also occur in the Upper Yukon region of Alaska where Triassic strata are regarded as representing non-accretionary North America. On the basis of collections made thus far, 14 kinds of Monotis that differ at the species or subspecies level can be recognized from alaska. These are grouped into the subgenera Monotis (Monotis), M. (Pacimonotis), M. (Entomonotis), and M. (Eomonotis). In places, Monotis shells of one kind or another occur in rock-forming abundance.\r\n\r\nOn the basis of superpositional data from Alaska, as well as from elsewhere in North America and Far Eastern Russia, at least four distince biostratigraphic levels can be discriminated utilizing Monotis species. Different species of M. (Eomonotis) characterize two middle Norian levels, both probably within the supper middle Norian Columbianus Ammonite Zone. Two additional levels are recognized in the lower upper Norian Cordilleranus Ammonite Zone utilizing species of M. (Monotis) or M. (Entomonotis), both of which subgenera are restricted to the late Norian.\r\n\r\nAn attached-floating mode of life is commonly attributed to Monotis; thus, these bivalves would have been pseudoplanktonic surface dwellers that were sensitive to surface-water temperature and paleolatitude. Distinctly different kinds of Monotis occur at different paleolatitudes along the Pacific and Arctic margins of the North American craton inboard of the accreted terranes. Comparison between thse craton-bound Monotis faunas and those of the Alaskan terranes in southern Alaska south of the Denali fault were paleoequatorial in latitude during Late Triassic time. Among these terranes, the Alexander terrane was possibly in the southern hemisphere at that time. Terranes of northern Alaska, on the other hand, represent middle, possibly high-middle, northern paleolatitudes.","language":"ENGLISH","publisher":"U.S. G.P.O.,","doi":"10.3133/b2151","usgsCitation":"Silberling, N.J., Grant-Mackie, J.A., and Nichols, K.M., 1997, The Late Triassic bivalve Monotis in accreted terranes of Alaska: U.S. Geological Survey Bulletin 2151, iii, 21 p., 23 p. of plates ill., map ;28 cm., https://doi.org/10.3133/b2151.","productDescription":"iii, 21 p., 23 p. of plates ill., map ;28 cm.","costCenters":[],"links":[{"id":166732,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":3409,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/bul/b2151/b2151.html","linkFileType":{"id":5,"text":"html"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a16e4b07f02db603dd7","contributors":{"authors":[{"text":"Silberling, Norman J.","contributorId":102438,"corporation":false,"usgs":true,"family":"Silberling","given":"Norman","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":215280,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Grant-Mackie, J. A.","contributorId":49845,"corporation":false,"usgs":true,"family":"Grant-Mackie","given":"J.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":215279,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Nichols, K. M.","contributorId":14832,"corporation":false,"usgs":true,"family":"Nichols","given":"K.","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":215278,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":25096,"text":"fs06894 - 1997 - Cartographic data on CD-ROM","interactions":[],"lastModifiedDate":"2012-03-16T17:16:06","indexId":"fs06894","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":313,"text":"Fact Sheet","code":"FS","onlineIssn":"2327-6932","printIssn":"2327-6916","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"068-94","title":"Cartographic data on CD-ROM","language":"ENGLISH","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/fs06894","usgsCitation":"Water Resources Division, U.S. Geological Survey, 1997, Cartographic data on CD-ROM: U.S. Geological Survey Fact Sheet 068-94, , https://doi.org/10.3133/fs06894.","productDescription":" ","costCenters":[],"links":[{"id":156120,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f3e4b07f02db5efd0c","contributors":{"authors":[{"text":"Water Resources Division, U.S. Geological Survey","contributorId":128075,"corporation":true,"usgs":false,"organization":"Water Resources Division, U.S. Geological Survey","id":529159,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":54953,"text":"wdrPA961 - 1997 - Water resources data, Pennsylvania, water year 1996. Volume 1. Delaware River Basin","interactions":[],"lastModifiedDate":"2025-03-14T19:18:42.908954","indexId":"wdrPA961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"PA-96-1","title":"Water resources data, Pennsylvania, water year 1996. Volume 1. Delaware River Basin","docAbstract":"

Water resources data for the 1996 water year for Pennsylvania consists of records of discharge and water quality of streams; contents and elevations of lakes and reservoirs; and water levels and water quality of ground-water wells. This report, Volume 1, contains (1) discharge records for 74 continuous-record streamflow-gaging stations, 7 partial-record stations, and 15 special study and miscellaneous streamflow sites; (2) elevation and contents records for 13 lakes and reservoirs; (3) water-quality records for 20 streamflow-gaging stations and 51 ungaged stream sites; and (4) water-level records for 15 network observation wells. Site locations are shown in figures 6-9. Additional water data collected at various sites not involved in the systematic data-collection program are also presented. These data, together with the data in Volumes 2 and 3, represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State, local, and Federal agencies in Pennsylvania.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wdrPA961","collaboration":"Prepared in cooperation with the Pennsylvania Department of Environmental Protection, the Philadelphia District of the U.S. Army Corps of Engineers, the Chester County Water Resources Authority, and with other State, municipal, and Federal agencies","usgsCitation":"Durlin, R., and Schaffstall, W., 1997, Water resources data, Pennsylvania, water year 1996. Volume 1. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5facfb","contributors":{"authors":[{"text":"Durlin, R.R.","contributorId":67116,"corporation":false,"usgs":true,"family":"Durlin","given":"R.R.","affiliations":[],"preferred":false,"id":252124,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Schaffstall, W.P.","contributorId":20010,"corporation":false,"usgs":true,"family":"Schaffstall","given":"W.P.","affiliations":[],"preferred":false,"id":252123,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":54951,"text":"wdrPA951 - 1997 - Water resources data, Pennsylvania, water year 1995. Volume 1: Delaware River basin","interactions":[],"lastModifiedDate":"2024-07-29T21:18:10.099395","indexId":"wdrPA951","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"PA-95-1","title":"Water resources data, Pennsylvania, water year 1995. Volume 1: Delaware River basin","docAbstract":"

Water resources data for the 1995 water year for Pennsylvania consists of records of discharge and water quality of streams; contents and elevations of lakes and reservoirs; and water levels and water quality of ground-water wells. This report, Volume 1, contains (1) discharge records for 76 continuous-record streamflow-gaging stations and 9 partial-record stations; (2) elevation and contents records for 13 lakes and reservoirs; (3) water-quality records for 20 streamflow-gaging stations and 51 ungaged stream sites; and (4) water-level records for 16 network observation wells. Site locations are shown in figures throughout the report. Additional water data collected at various sites not involved in the systematic data-collection program are also presented. These data, together with the data in Volumes 2 and 3, represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State, local, and Federal agencies in Pennsylvania.

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrPA951","collaboration":"Prepared in cooperation with the Pennsylvania Department of Environmental Protection, the Philadelphia Water Department and with other State, municipal, and Federal agencies","usgsCitation":"Durlin, R., and Schaffstall, W., 1997, Water resources data, Pennsylvania, water year 1995. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5facf1","contributors":{"authors":[{"text":"Durlin, R.R.","contributorId":67116,"corporation":false,"usgs":true,"family":"Durlin","given":"R.R.","affiliations":[],"preferred":false,"id":252120,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Schaffstall, W.P.","contributorId":20010,"corporation":false,"usgs":true,"family":"Schaffstall","given":"W.P.","affiliations":[],"preferred":false,"id":252119,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":54955,"text":"wdrPA963 - 1997 - Water resources data, Pennsylvania, water year 1996. Volume 3. Ohio River and St. Lawrence River basins","interactions":[],"lastModifiedDate":"2025-03-14T19:18:02.28613","indexId":"wdrPA963","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"PA-96-3","title":"Water resources data, Pennsylvania, water year 1996. Volume 3. Ohio River and St. Lawrence River basins","docAbstract":"

Water resources data for the 1996 water year for Pennsylvania consists of records of discharge and water quality of streams; contents and elevations of lakes and reservoirs; and water levels of ground-water wells. This report, Volume 3, includes records from the Ohio and St. Lawrence River Basins. Specifically, it contains: (1) discharge records for 66 continuous record streamflow-gaging stations and 10 partial-record and miscellaneous streamflow stations; (2) elevation and contents records for 3 lakes and reservoirs; (3) water-quality records for 2 streamflow gaging stations and 18 partial-record stations; and (4) water-level records for 15 network observation wells. Additional water data were collected at various sites not involved in the systematic data-collection program and are published as miscellanious measurements and analyses. These data, together with the data in Volume 1 and 2, represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State, Municipal, Local, and Federal agencies in Pennsylvania.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wdrPA963","collaboration":"Prepared in cooperation with the Pennsylvania Department of Environmental Protection, the Pittsburgh District of the U.S. Army Corps of Engineers, and with other State, municipal, and Federal agencies","usgsCitation":"Coll, M., and Siwicki, R., 1997, Water resources data, Pennsylvania, water year 1996. Volume 3. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5faa73","contributors":{"authors":[{"text":"Flohr, D.F.","contributorId":52259,"corporation":false,"usgs":true,"family":"Flohr","given":"D.F.","email":"","affiliations":[],"preferred":false,"id":252274,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hamilton, J.T.","contributorId":99215,"corporation":false,"usgs":true,"family":"Hamilton","given":"J.T.","email":"","affiliations":[],"preferred":false,"id":252275,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lewis, J.G.","contributorId":32570,"corporation":false,"usgs":true,"family":"Lewis","given":"J.G.","email":"","affiliations":[],"preferred":false,"id":252272,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Thomas, L.B.","contributorId":49857,"corporation":false,"usgs":true,"family":"Thomas","given":"L.B.","email":"","affiliations":[],"preferred":false,"id":252273,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":54529,"text":"wdrFL962B - 1997 - Water resources data, Florida, water year 1996. Volume 2B: South Florida - ground water","interactions":[],"lastModifiedDate":"2024-06-17T17:41:44.612063","indexId":"wdrFL962B","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"FL-96-2B","title":"Water resources data, Florida, water year 1996. Volume 2B: South Florida - ground water","docAbstract":"

Water resources data for 1996 water year in Florida consists of continuous or daily discharge for 319 streams, periodic discharge for 41 streams, continuous or daily stage for 97 streams, periodic stage for 8 streams, peak discharge for 35 streams, and peak stage for 12 streams; continuous or daily elevations for 30 lakes, periodic elevations for 56 lakes; continuous ground-water levels for 417 wells, periodic groundwater levels for 1,370 wells; quality of water data for 113 surface-water sites and 279 wells.

The data for South Florida included continuous or daily discharge for 73 streams, continuous or daily stage for 76 streams, peak stage discharge for no streams, continuous elevation for 1 lake; continuous groundwater levels for 222 wells, periodic ground-water levels for 772 wells and no miscellaneous water-level measurements; quality-of-water for 29 surface-water sites and 207 wells.

The data represent the National Water Data System records collected by the U.S. Geological Survey and cooperation with local, state, and federal agencies in Florida.

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrFL962B","collaboration":"Prepared in cooperation with the State of Florida and with other agencies","usgsCitation":"Prinos, S., Richards, T., and Krulikas, R., 1997, Water resources data, Florida, water year 1996. Volume 2B: South Florida - ground water: U.S. Geological Survey Water Data Report FL-96-2B, viii, 610 p., https://doi.org/10.3133/wdrFL962B.","productDescription":"viii, 610 p.","costCenters":[],"links":[{"id":430287,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/fl-96-2-b/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":184752,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/fl-96-2-b/report-thumb.jpg"}],"country":"United States","state":"Florida","otherGeospatial":"south Florida","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -82.10494290360967,\n 26.784629336817986\n ],\n [\n -82.10494290360967,\n 24.38985917948297\n ],\n [\n -79.77408266602345,\n 24.38985917948297\n ],\n [\n -79.77408266602345,\n 26.784629336817986\n ],\n [\n -82.10494290360967,\n 26.784629336817986\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fbb68","contributors":{"authors":[{"text":"Prinos, S.","contributorId":61089,"corporation":false,"usgs":true,"family":"Prinos","given":"S.","affiliations":[],"preferred":false,"id":250604,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Richards, T.","contributorId":22851,"corporation":false,"usgs":true,"family":"Richards","given":"T.","email":"","affiliations":[],"preferred":false,"id":250603,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Krulikas, R.","contributorId":63473,"corporation":false,"usgs":true,"family":"Krulikas","given":"R.","email":"","affiliations":[],"preferred":false,"id":250605,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":54954,"text":"wdrPA962 - 1997 - Water resources data, Pennsylvania, water year 1996. Volume 2: Susquehanna and Potomac River basins","interactions":[],"lastModifiedDate":"2024-07-29T21:17:14.00929","indexId":"wdrPA962","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"PA-96-2","title":"Water resources data, Pennsylvania, water year 1996. Volume 2: Susquehanna and Potomac River basins","docAbstract":"

Water resources data for the 1996 water year for Pennsylvania consist of records of discharge and water quality of streams; contents and elevations of lakes and reservoirs; and water levels and water quality of ground-water wells. This report, Volume 2, contains (1) discharge records for 81 continuous-record streamflow-gaging stations, 16 partial-record stations, and 20 special study and miscellaneous streamflow sites; (2) elevation and contents records for 12 lakes and reservoirs; (3) water-quality records for 7 gaging stations and 46 ungaged stream sites; and (4) water-level records for 30 ground-water network observation wells. Site locations are shown in figures throughout the report. Additional water data collected at various sites not involved in the systematic data-collection program are also presented. These data, together with the data in Volumes 1 and 3, represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State, local, and Federal agencies in Pennsylvania.

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrPA962","collaboration":"Prepared in cooperation with the Pennsylvania Department of Environmental Protection, the Baltimore District of the U.S. Army Corps of Engineers, and with other State, municipal, and Federal agencies","usgsCitation":"Durlin, R., and Schaffstall, W., 1997, Water resources data, Pennsylvania, water year 1996. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5facc9","contributors":{"authors":[{"text":"Durlin, R.R.","contributorId":67116,"corporation":false,"usgs":true,"family":"Durlin","given":"R.R.","affiliations":[],"preferred":false,"id":252126,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Schaffstall, W.P.","contributorId":20010,"corporation":false,"usgs":true,"family":"Schaffstall","given":"W.P.","affiliations":[],"preferred":false,"id":252125,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49944,"text":"ofr97396 - 1997 - Level II scour analysis for Bridge 30 (MNTGTH00410030) on Town Highway 41, crossing the Trout River, Montgomery, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T13:31:29","indexId":"ofr97396","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-396","title":"Level II scour analysis for Bridge 30 (MNTGTH00410030) on Town Highway 41, crossing the Trout River, Montgomery, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMNTGTH00410030 on Town Highway 41 crossing the Trout River, Montgomery, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nnorthern Vermont. The 46.1-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover on the left bank is pasture upstream \nand downstream of the bridge with dense woody vegetation along the immediate banks. \nThe upstream and downstream right bank surface cover is brush. \nIn the study area, the Trout River has an incised, meandering channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 130 ft and an average bank \nheight of 6 ft. The channel bed material ranges from sand to cobble with a median grain size \n(D50) of 68.3 mm (0.224 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 27, 1995, indicated that the reach was laterally unstable. At this \nsite there is visible lateral channel movement upstream and downstream of the bridge with \nmeanders and cut banks.\nThe Town Highway 41 crossing of the Trout River is a 90-ft-long, one-lane bridge \nconsisting of one 87-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The opening length of the structure parallel to the bridge \nface is 86.7 ft.The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 10 degrees to the opening while the opening-skew-toroadway is 0 degrees.\nA scour hole 4.5 ft deeper than the mean thalweg depth, was observed 35 ft downstream of \nthe bridge during the Level I assessment. The scour counter-measures at the site included \ntype-1 stone fill (less than 12 inches diameter) at the upstream left wingwall, at the left \nabutment, along the upstream right bank, and at the upstream end of the downstream left \nwingwall. There was also type-2 stone fill (less than 36 inches diameter) along the \ndownstream right bank. Additional details describing conditions at the site are included in \nthe Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 2.5 to 8.9 \nft. The worst-case abutment scour occurred at the 500-year discharge. The computed scour \ndepths are well above the pile depths set in bedrock. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97396","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Medalie, L., 1997, Level II scour analysis for Bridge 30 (MNTGTH00410030) on Town Highway 41, crossing the Trout River, Montgomery, Vermont: U.S. Geological Survey Open-File Report 97-396, iv, 51 p., https://doi.org/10.3133/ofr97396.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":169877,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97396.PNG"},{"id":279739,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0396/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Montgomery","otherGeospatial":"Trout River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.875 ], [ -72.75,45.0 ], [ -72.625,45.0 ], [ -72.625,44.875 ], [ -72.75,44.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7ef0","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240515,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240514,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50028,"text":"ofr97807 - 1997 - Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:34:18","indexId":"ofr97807","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-807","title":"Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00050071 on Town Highway 5 crossing Kedron Brook, Woodstock, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 16.1-mi2\n drainage area is in a predominantly rural and forested \nbasin. However, the bridge site is within the Village of Woodstock. In the vicinity of the \nstudy site, the surface cover is best described as suburban downstream of the bridge and \nforest and brush upstream of the bridge.\nIn the study area, Kedron Brook has an incised, sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 33 ft and an average bank height \nof 11 ft. The predominant channel bed material is cobble with a median grain size (D50) of \n112 mm (0.368 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on September 14, 1994, indicated that the reach was vertically degraded. Evidence of \nthe degradation was observed at the outlet of the bridge where the stream bed is 4 ft below \nthe downstream invert of the structure (see figure 6).\nThe Town Highway 5 crossing of Kedron Brook is a 30-ft-long, two-lane bridge/box \nculvert consisting of one 25-foot concrete span (Vermont Agency of Transportation, written \ncommunication, August 3, 1994). The opening length of the structure parallel to the bridge \nface is 23.5 ft.The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel bed under the bridge is covered entirely by a concrete slab. The channel is skewed \napproximately 45 degrees to the opening and the opening-skew-to-roadway is also 45 \ndegrees.\nScour countermeasures at the site include concrete retaining walls on both the left and right \ndownstream banks extending approximately 130 ft downstream; a drywall constructed of \nstone on the upstream right bank extending to the next bridge upstream; type-2 stone fill \n(less than 36 inches diameter) along the upstream left bank, at the upstream end of the \nupstream right wingwall, and along the base of the retaining wall on the downstream left \nbank; and type-3 stone-fill (less than 48 inches diameter) along the base of the retaining \nwall on the downstream right bank. In addition, the channel under the bridge is concrete. \nFurther details describing conditions at the site are included in the Level II Summary and \nAppendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 2.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. The contraction scour depths do not take the concrete channel \nbed under the bridge into account. Abutment scour ranged from 8.7 to 18.2 ft. The worstcase abutment scour occurred at the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scouredstreambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particlesize distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97807","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Olson, S., and Ayotte, J., 1997, Level II scour analysis for Bridge 71 (WODSTH00050071) on Town Highway 5, crossing Kedron Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 97-807, 51 p., https://doi.org/10.3133/ofr97807.","productDescription":"51 p.","onlineOnly":"N","costCenters":[],"links":[{"id":161676,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279656,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0807/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.50 ], [ -72.625,43.75 ], [ -72.5,43.75 ], [ -72.5,43.50 ], [ -72.625,43.50 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a56df","contributors":{"authors":[{"text":"Olson, S.A.","contributorId":58681,"corporation":false,"usgs":true,"family":"Olson","given":"S.A.","email":"","affiliations":[],"preferred":false,"id":240663,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ayotte, J. D.","contributorId":96667,"corporation":false,"usgs":true,"family":"Ayotte","given":"J. D.","affiliations":[],"preferred":false,"id":240664,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49988,"text":"ofr97673 - 1997 - Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:33:40","indexId":"ofr97673","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-673","title":"Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont","docAbstract":"

This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00220031 on Town Highway 22 crossing Brush Brook, Huntington, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, obtained from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.

\n
\n

The site is in the Green Mountain section of the New England physiographic province in \nwest-central Vermont. The 5.01-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of trees and brush.

\n
\n

In the study area, Brush Brook has an incised, straight channel with a slope of \napproximately 0.06 ft/ft, an average channel top width of 44 ft and an average bank height \nof 4 ft. The channel bed material ranges from boulder to gravel with a median grain size \n(D50) of 107.0 mm (0.352 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 25, 1996, indicated that the reach was stable.

\n
\n

The Town Highway 22 crossing of Brush Brook is a 34-ft-long, one-lane bridge consisting \nof one 30-foot steel I-beam span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The opening length of the structure parallel to the \nbridge face is 31.2 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 15 degrees to the opening while the \ncomputed opening-skew-to-roadway is 10 degrees. The VTAOT computed opening-skewto-roadway is 2 degrees.

\n
\n

A scour hole 1.0 ft deeper than the mean thalweg depth was observed at the downstream \nend of the left abutment during the Level I assessment. The only scour protection measure \nat the site was type-2 stone fill (less than 36 inches diameter) along the upstream right bank. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.

\n
\n

Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.

\n
\n

Contraction scour for all modelled flows was computed to be zero ft. Abutment scour \nranged from 7.0 to 10.5 ft. The worst-case abutment scour occurred at the 500-year \ndischarge for the left abutment and at the incipient-overtopping discharge for the right \nabutment. Additional information on scour depths and depths to armoring are included in \nthe section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution.

\n
\n

It is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97673","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Degnan, J.R., 1997, Level II scour analysis for Bridge 31 (HUNTTH00220031) on Town Highway 22, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-673, iv, 50 p., https://doi.org/10.3133/ofr97673.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176249,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97673.GIF"},{"id":279690,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0673/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,44.25 ], [ -73.0,44.375 ], [ -72.875,44.375 ], [ -72.875,44.25 ], [ -73.0,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7d50","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240591,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James R. 0000-0002-5665-9010 jrdegnan@usgs.gov","orcid":"https://orcid.org/0000-0002-5665-9010","contributorId":498,"corporation":false,"usgs":true,"family":"Degnan","given":"James","email":"jrdegnan@usgs.gov","middleInitial":"R.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true},{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240590,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49892,"text":"ofr97187 - 1997 - Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont","interactions":[],"lastModifiedDate":"2012-02-02T00:10:24","indexId":"ofr97187","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-187","title":"Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont","language":"ENGLISH","doi":"10.3133/ofr97187","usgsCitation":"Olson, S., and Ivanoff, M., 1997, Level II scour analysis for Bridge 87 (CABOUS00020087) on U.S. Route 2, crossing Mollys Brook, Cabot, Vermont: U.S. Geological Survey Open-File Report 97-187, 49 p., https://doi.org/10.3133/ofr97187.","productDescription":"49 p.","costCenters":[],"links":[{"id":170380,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55ed","contributors":{"authors":[{"text":"Olson, S.A.","contributorId":58681,"corporation":false,"usgs":true,"family":"Olson","given":"S.A.","email":"","affiliations":[],"preferred":false,"id":240432,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, M.A.","contributorId":45758,"corporation":false,"usgs":true,"family":"Ivanoff","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":240431,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49943,"text":"ofr97395 - 1997 - Level II scour analysis for Bridge 26 (JAMATH00010026) on Town Highway 1, crossing Ball Mountain Brook, Jamaica, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T13:37:45","indexId":"ofr97395","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-395","title":"Level II scour analysis for Bridge 26 (JAMATH00010026) on Town Highway 1, crossing Ball Mountain Brook, Jamaica, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nJAMATH00010026 on Town Highway 1 crossing Ball Mountain Brook, Jamaica, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \nsouthern Vermont. The 29.3-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest.\nIn the study area, Ball Mountain Brook has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 74 ft and an average bank height \nof 6 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 82.6 mm (0.271 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 12, 1996, indicated that the reach was stable.\nThe Town Highway 1 crossing of Ball Mountain Brook is a 80-ft-long, two-lane bridge \nconsisting of one 78-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 29, 1995). The opening length of the structure parallel to the bridge \nface is 75.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls.\nA scour hole 2 ft deeper than the mean thalweg depth was observed along the right \nabutment during the Level I assessment. The scour protection measures at the site were \ntype-4 stone fill (less than 60 inches diameter) along the left bank upstream and extending \nunderneath the bridge and along the bank downstream and also along the right bank \nupstream tapering to type-3 stone fill (less than 48 inches diameter) at the upstream end of \nthe upstream right wingwall. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for the modelled flows ranged from 1.0 to 2.7 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge. Abutment scour ranged \nfrom 8.4 to 17.6 ft. The worst-case abutment scour for the right abutment occurred at the \nincipient-overtopping discharge. For the left abutment, the worst-case abutment scour \noccurred at the 500-year discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97395","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Medalie, L., 1997, Level II scour analysis for Bridge 26 (JAMATH00010026) on Town Highway 1, crossing Ball Mountain Brook, Jamaica, Vermont: U.S. Geological Survey Open-File Report 97-395, iv, 52 p., https://doi.org/10.3133/ofr97395.","productDescription":"iv, 52 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169795,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97395.PNG"},{"id":279740,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0395/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Jamaica","otherGeospatial":"Mountain Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8014","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240513,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240512,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50026,"text":"ofr97804 - 1997 - Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:47:51","indexId":"ofr97804","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-804","title":"Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNEWBTH00500065 on Town Highway 50 crossing Peach Brook, Newbury, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 15.3-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest upstream of the bridge and \nshrub and brushland downstream of the bridge.\nIn the study area, Peach Brook has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 40 ft and an average bank height \nof 8 ft. The channel bed material ranges from cobble to boulder with a median grain size \n(D50) of 83.1 mm (0.273 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 29, 1995, indicated that the reach was stable.\nThe Town Highway 50 crossing of the Peach Brook is a 29-ft-long, two-lane bridge \nconsisting of one 25-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 27, 1995). The opening length of the structure parallel to the bridge \nface is 24.9 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 50 degrees to the opening while the computed openingskew-to-roadway is 20 degrees.\nA channel scour hole 0.75 ft deeper than the mean thalweg depth was observed under the \nbridge during the Level I assessment. Also observed was channel scour 0.75 ft deeper than \nthe mean thalweg at the upstream face of the bridge and channel scour 0.25 ft deeper than \nthe mean thalweg along the right bank downstream. The scour protection measures at the \nsite included type-1 stone fill (less than 12 inches diameter) along the upstream and \ndownstream right wingwalls and type-2 stone fill (less than 36 inches diameter) along the \nupstream right bank and along the downstream left wingwall and bank. In addition, there \nare four 3 ft square concrete blocks at the corner where the upstream right wingwall joins \nthe right abutment. The upstream left wingwall and upstream half of the left abutment were \nconstructed on top of a bedrock outcrop. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.3 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. The right abutment scour ranged from 6.1 to 7.2 ft. The worstcase right abutment scour occurred at the incipient roadway-overtopping discharge. The left \nabutment scour ranged from 7.1 to 10.3 ft. The worst-case left abutment scour occurred at \nthe 500-year discharge. Additional information on scour depths and depths to armoring are \nincluded in the section titled “Scour Results”. Scoured-streambed elevations, based on the \ncalculated scour depths, are presented in tables 1 and 2. A cross-section of the scour \ncomputed at the bridge is presented in figure 8. Scour depths were calculated assuming an \ninfinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented he","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97804","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Burns, R., and Severance, T., 1997, Level II scour analysis for Bridge 65 (NEWBTH00500065) on Town Highway 50, crossing Peach Brook, Newbury, Vermont: U.S. Geological Survey Open-File Report 97-804, 51 p., https://doi.org/10.3133/ofr97804.","productDescription":"51 p.","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":161674,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97804.JPG"},{"id":279658,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0804/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.125,44.000 ], [ -72.125,44.125 ], [ -72.000,44.125 ], [ -72.000,44.000 ], [ -72.125,44.000 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5842","contributors":{"authors":[{"text":"Burns, R.L.","contributorId":62651,"corporation":false,"usgs":true,"family":"Burns","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":240659,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Timothy","contributorId":104927,"corporation":false,"usgs":true,"family":"Severance","given":"Timothy","email":"","affiliations":[],"preferred":false,"id":240660,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49921,"text":"ofr97364 - 1997 - Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2014-01-04T14:52:38","indexId":"ofr97364","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-364","title":"Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont","docAbstract":"

This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESVT01030012 on State Route 103 crossing the Williams River, Chester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.

\n
\n

The site is in the New England Upland section of the New England physiographic province \nin eastern Vermont. The 23.9-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture on the downstream right \nand upstream left overbank areas and short grass on the downstream left and upstream right \noverbank areas. The surface cover along the upstream and downstream immediate banks \nconsists of trees and brush.

\n
\n

In the study area, the the Williams River has an incised, sinuous channel with a slope of \napproximately 0.0054 ft/ft, an average channel top width of 75 ft and an average bank \nheight of 4 ft. The predominant channel bed material is gravel with a median grain size \n(D50) of 52.4 mm (0.172 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 18, 1996, indicated that the reach was laterally unstable.

\n
\n

The State Route 103 crossing of the Williams River is a 99-ft-long, two-lane bridge \nconsisting of three concrete T-beam spans (Vermont Agency of Transportation, written \ncommunication, March 29, 1995). The bridge is supported by two piers and vertical, \nconcrete abutments with wingwalls and spill-through slopes. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 0 degrees. \nDownstream of the bridge are the remains of a dam which is acting as a drop structure.

\n
\n

A scour hole, approximately 3 ft deeper than the mean thalweg depth, was observed along \nthe upstream left bank extending from 78 ft upstream of the upstream bridge face to 25 ft \ndownstream of the downstream bridge face during the Level I assessment. Lateral migration \nof the channel has resulted in flow being directed at an angle to the piers, which has resulted \nin increased local scour at the bridge. The scour protection measures at the site included \ntype-2 stone fill (less than 36 inches diameter) under the bridge along the entire base length \nof the left and right spill-through slopes and extending up to the abutments. Type-2 stone \nfill (less than 36 inches diameter) scour protection was also found along the upstream left \nbank from the bridge to 46 ft upstream and along the downstream right bank from the \nbridge to 70 ft downstream. Rock walls were found along the left bank from 88 ft to 200 ft \ndownstream and along the right bank from 124 ft to 224 ft downstream. There are two wood \npile drop structures located at 47 ft and 61 ft downstream of the bridge. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.

\n
\n

Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.

\n
\n

Contraction scour for all modelled flows \nranged from 0.0 to 0.2 ft. The worst-case \ncontraction scour occurred at \nthe 500-year discharge. Abutment scour ranged from 4.0 to\n12.4 ft along the right spill-through abutment and from 8.4 to 10.7 ft along the left spill-\nthrough abutment. The worst-case abutment scour \noccurred at the 500-year discharge. Pier \nscour ranged from 7.1 to 8.9 ft along Pier 1 (\nnortherly pier) and from 13.5 to 17.1 ft along \nPier 2 (southerly pier). The worst case pier \nscour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured \n-streambed elevations, based on \nthe calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed \nat the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous \nparticle-size \ndistribution.

\n
\n

It is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.

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