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":"4f4e4a09e4b07f02db5facd2","contributors":{"authors":[{"text":"Coll, M.B.","contributorId":19629,"corporation":false,"usgs":true,"family":"Coll","given":"M.B.","affiliations":[],"preferred":false,"id":252127,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Siwicki, R.W.","contributorId":100060,"corporation":false,"usgs":true,"family":"Siwicki","given":"R.W.","email":"","affiliations":[],"preferred":false,"id":252128,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"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":44841,"text":"wri974049 - 1997 - Thickness of the Mississippi River Valley alluvial aquifer in eastern Arkansas","interactions":[],"lastModifiedDate":"2012-02-02T00:10:58","indexId":"wri974049","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"97-4049","title":"Thickness of the Mississippi River Valley alluvial aquifer in eastern Arkansas","language":"ENGLISH","doi":"10.3133/wri974049","usgsCitation":"Pugh, A., Westerfield, P.W., and Poynter, D.T., 1997, Thickness of the Mississippi River Valley alluvial aquifer in eastern Arkansas: U.S. Geological Survey Water-Resources Investigations Report 97-4049, 1 map ; 81 x 66 cm. on sheet 92 x 71 cm., folded in envelope 31 x 23 cm., https://doi.org/10.3133/wri974049.","productDescription":"1 map ; 81 x 66 cm. on sheet 92 x 71 cm., folded in envelope 31 x 23 cm.","costCenters":[],"links":[{"id":169292,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":82194,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1997/4049/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a54e4b07f02db62c537","contributors":{"authors":[{"text":"Pugh, Aaron L. apugh@usgs.gov","contributorId":2480,"corporation":false,"usgs":true,"family":"Pugh","given":"Aaron L.","email":"apugh@usgs.gov","affiliations":[{"id":129,"text":"Arkansas Water Science Center","active":true,"usgs":true}],"preferred":true,"id":230530,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Westerfield, Paul W.","contributorId":30599,"corporation":false,"usgs":true,"family":"Westerfield","given":"Paul","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":230532,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Poynter, David T.","contributorId":8895,"corporation":false,"usgs":true,"family":"Poynter","given":"David","email":"","middleInitial":"T.","affiliations":[],"preferred":false,"id":230531,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":49985,"text":"ofr97670 - 1997 - Level II scour analysis for Bridge 34 (ROCHTH00210034) on Town Highway 21, crossing the White River, Rochester, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T14:29:11","indexId":"ofr97670","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-670","title":"Level II scour analysis for Bridge 34 (ROCHTH00210034) on Town Highway 21, crossing the White River, Rochester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure ROCHTH00210034 on Town Highway 21 crossing the White River, Rochester, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, obtained from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
The site is in the Green Mountain section of the New England physiographic province in central Vermont. The 74.8-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is suburban on the upstream and downstream left overbanks, though brush prevails along the immediate banks. On the upstream and downstream right overbanks, the surface cover is pasture with brush and trees along the immediate banks.
In the study area, the White River has an incised, straight channel with a slope of approximately 0.002 ft/ft, an average channel top width of 102 ft and an average bank height of 5 ft. The channel bed material ranges from sand to cobble with a median grain size (D50) of 74.4 mm (0.244 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 23, 1996, indicated that the reach was stable.
The Town Highway 21 crossing of the White River is a 72-ft-long, two-lane bridge consisting of 70-foot steel stringer span (Vermont Agency of Transportation, written communication, March 22, 1995). The opening length of the structure parallel to the bridge face is 67.0 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 15 degrees to the opening while the opening-skew-to-roadway is zero degrees.
Channel scour, 1.5 ft deeper than the mean thalweg depth was observed along the left abutment and wingwalls during the Level I assessment. Scour countermeasures at the site includes type-1 stone fill (less than 12 inches diameter) along the upstream left bank and the upstream and downstream left road embankments, type-2 (less than 36 inches diameter) along the upstream end of the upstream left wingwall and downstream left bank, and type-3 (less than 48 inches diameter) along the downstream end of the downstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). In addition, the incipient roadway-overtopping discharge is analyzed since it has the potential of being the worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
Contraction scour for all modelled discharges was zero. Left abutment scour ranged from 6.8 to 21.2 ft. Right abutment scour ranged from 13.9 to 18.4 ft. The worst-case abutment scour occurred at the 500-year discharge at the left and right abutments. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97670","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Degnan, J., 1997, Level II scour analysis for Bridge 34 (ROCHTH00210034) on Town Highway 21, crossing the White River, Rochester, Vermont: U.S. Geological Survey Open-File Report 97-670, iv, 51 p., https://doi.org/10.3133/ofr97670.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176152,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97670.GIF"},{"id":279693,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0670/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Rochester","otherGeospatial":"White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a64f2","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240585,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James","contributorId":20398,"corporation":false,"usgs":true,"family":"Degnan","given":"James","affiliations":[],"preferred":false,"id":240586,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49983,"text":"ofr97663 - 1997 - Level II scour analysis for Bridge 34 (HUNTTH00210034) on Town Highway 21, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:29:25","indexId":"ofr97663","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-663","title":"Level II scour analysis for Bridge 34 (HUNTTH00210034) on Town Highway 21, crossing Brush Brook, Huntington, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00210034 on Town Highway 21 crossing Brush Brook, Huntington, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 6.23-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is forest.
\nIn the study area, Brush Brook has an incised, straight channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 43 ft and an average bank height \nof 4 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 90.0 mm (0.295 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 26, 1996, indicated that the reach was stable.\n
\n
The Town Highway 21 crossing of Brush Brook is a 28-ft-long, one-lane bridge consisting \nof one 26-foot steel-beam span with a timber deck (Vermont Agency of Transportation, \nwritten communication November 30, 1995). The opening length of the structure parallel to \nthe bridge face is 25.4 ft. The bridge is supported by vertical, concrete abutments with a \nwingwall on the upstream right. The channel is skewed approximately 5 degrees to the \nopening and the computed opening-skew-to-roadway is 5 degrees.
\nA tributary enters Brush Brook on the right bank immediately downstream of the bridge. \nAt the confluence, the left bank of Brush Brook is eroded and there is a small void under the \ndownstream end of the left abutment footing which is completely exposed. The right \nabutment footing is also exposed. The scour countermeasures at the site include type-2 \nstone fill (less than 36 inches diameter) along the upstream banks and in front of the right \nabutment and type-3 stone fill (less than 48 inches diameter) along the entire base length of \nthe upstream right wingwall and along the downstream right bank. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 0.7 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 6.9 to 10.9 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97663","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 34 (HUNTTH00210034) on Town Highway 21, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-663, iv, 53 p., https://doi.org/10.3133/ofr97663.","productDescription":"iv, 53 p.","numberOfPages":"58","costCenters":[],"links":[{"id":176150,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279695,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0663/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a653a","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240582,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240581,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":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":49921,"text":"ofr97364 - 1997 - Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2014-01-04T14:52:38","indexId":"ofr97364","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-364","title":"Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESVT01030012 on State Route 103 crossing the Williams River, Chester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin eastern Vermont. The 23.9-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture on the downstream right \nand upstream left overbank areas and short grass on the downstream left and upstream right \noverbank areas. The surface cover along the upstream and downstream immediate banks \nconsists of trees and brush.
\nIn the study area, the the Williams River has an incised, sinuous channel with a slope of \napproximately 0.0054 ft/ft, an average channel top width of 75 ft and an average bank \nheight of 4 ft. The predominant channel bed material is gravel with a median grain size \n(D50) of 52.4 mm (0.172 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 18, 1996, indicated that the reach was laterally unstable.
\nThe State Route 103 crossing of the Williams River is a 99-ft-long, two-lane bridge \nconsisting of three concrete T-beam spans (Vermont Agency of Transportation, written \ncommunication, March 29, 1995). The bridge is supported by two piers and vertical, \nconcrete abutments with wingwalls and spill-through slopes. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 0 degrees. \nDownstream of the bridge are the remains of a dam which is acting as a drop structure.
\nA scour hole, approximately 3 ft deeper than the mean thalweg depth, was observed along \nthe upstream left bank extending from 78 ft upstream of the upstream bridge face to 25 ft \ndownstream of the downstream bridge face during the Level I assessment. Lateral migration \nof the channel has resulted in flow being directed at an angle to the piers, which has resulted \nin increased local scour at the bridge. The scour protection measures at the site included \ntype-2 stone fill (less than 36 inches diameter) under the bridge along the entire base length \nof the left and right spill-through slopes and extending up to the abutments. Type-2 stone \nfill (less than 36 inches diameter) scour protection was also found along the upstream left \nbank from the bridge to 46 ft upstream and along the downstream right bank from the \nbridge to 70 ft downstream. Rock walls were found along the left bank from 88 ft to 200 ft \ndownstream and along the right bank from 124 ft to 224 ft downstream. There are two wood \npile drop structures located at 47 ft and 61 ft downstream of the bridge. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows \nranged from 0.0 to 0.2 ft. The worst-case \ncontraction scour occurred at \nthe 500-year discharge. Abutment scour ranged from 4.0 to\n12.4 ft along the right spill-through abutment and from 8.4 to 10.7 ft along the left spill-\nthrough abutment. The worst-case abutment scour \noccurred at the 500-year discharge. Pier \nscour ranged from 7.1 to 8.9 ft along Pier 1 (\nnortherly pier) and from 13.5 to 17.1 ft along \nPier 2 (southerly pier). The worst case pier \nscour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured \n-streambed elevations, based on \nthe calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed \nat the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous \nparticle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97364","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Burns, R.L., 1997, Level II scour analysis for Bridge 12 (CHESVT01030012) on State Highway 103, crossing the Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-364, iv, 56 p., https://doi.org/10.3133/ofr97364.","productDescription":"iv, 56 p.","numberOfPages":"61","costCenters":[],"links":[{"id":170104,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97364.GIF"},{"id":279763,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0364/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.25 ], [ -72.625,43.375 ], [ -72.5,43.375 ], [ -72.5,43.25 ], [ -72.625,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83ee","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240476,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240477,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":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":49982,"text":"ofr97662 - 1997 - Level II scour analysis for Bridge 21 (MORETH00010021) on Town Highway 1, crossing Cox Brook, Moretown, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:39:53","indexId":"ofr97662","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-662","title":"Level II scour analysis for Bridge 21 (MORETH00010021) on Town Highway 1, crossing Cox Brook, Moretown, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nMORETH00010021 on Town Highway 1 crossing Cox Brook, Moretown, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nnorth-central Vermont. The 2.85-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is predominantly forested.
\nIn the study area, Cox Brook has an incised, sinuous channel with a slope of approximately \n0.02 ft/ft, an average channel top width of 23 ft and an average bank height of 4 ft. The \nchannel bed material ranges from gravel to cobble with a median grain size (D50) of 47.5 \nmm (0.156 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non July 18, 1996, indicated that the reach was stable.
\nThe Town Highway 1 crossing of Cox Brook is a 29-ft-long, two-lane bridge consisting of \none 27-foot steel-beam span (Vermont Agency of Transportation, written communication, \nOctober 13, 1995). The opening length of the structure parallel to the bridge face is 24.8 ft. \nThe bridge is supported by vertical, concrete abutments with wingwalls. The channel is \nskewed approximately 60 degrees to the opening while the measured opening-skew-to-roadway is 40 degrees.
\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the left \nabutment downstream during the Level I assessment. The only scour protection measure at \nthe site was type-2 stone fill (less than 36 inches diameter) along the left bank upstream. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100-year and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.2 to 0.5 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 2.8 to 4.0 ft. The worst-case \nabutment scour occurred at the left abutment at the 100-year discharge and at the right \nabutment at the 500-year discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97662","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Medalie, L., 1997, Level II scour analysis for Bridge 21 (MORETH00010021) on Town Highway 1, crossing Cox Brook, Moretown, Vermont: U.S. Geological Survey Open-File Report 97-662, iv, 51 p., https://doi.org/10.3133/ofr97662.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176149,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97662.GIF"},{"id":279696,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0662/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Moretown","otherGeospatial":"Cox Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.125 ], [ -72.75,44.25 ], [ -72.625,44.25 ], [ -72.625,44.125 ], [ -72.75,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81ec","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240580,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240579,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":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":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":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":5549,"text":"fs12796 - 1997 - Looking for an old aerial photograph","interactions":[],"lastModifiedDate":"2012-02-29T17:02:31","indexId":"fs12796","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":"127-96","title":"Looking for an old aerial photograph","docAbstract":"Attempts to photograph the surface of the Earth date from the 1800's, when photographers attached cameras to balloons, kites, and even pigeons. Today, aerial photographs and satellite images are commonplace.\n\nThe rate of acquiring aerial photographs and satellite images has increased rapidly in recent years. Views of the Earth obtained from aircraft or satellites have become valuable tools to Government resource planners and managers, land-use experts, environmentalists, engineers, scientists, and a wide variety of other users.\n\nMany people want historical aerial photographs for business or personal reasons. They may want to locate the boundaries of an old farm or a piece of family property. Or they may want a photograph as a record of changes in their neighborhood, or as a gift.\n\nThe U.S. Geological Survey (USGS) maintains the Earth Science Information Centers (ESIC?s) to sell aerial photographs, remotely sensed images from satellites, a wide array of digital geographic and cartographic data, as well as the Bureau?s wellknown maps. Declassified photographs from early spy satellites were recently added to the ESIC offerings of historical images. Using the Aerial Photography Summary Record System database, ESIC researchers can help customers find imagery in the collections of other Federal agencies and, in some cases, those of private companies that specialize in esoteric products.","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/fs12796","usgsCitation":"Water Resources Division, U.S. Geological Survey, 1997, Looking for an old aerial photograph: U.S. Geological Survey Fact Sheet 127-96, 2 p., https://doi.org/10.3133/fs12796.","productDescription":"2 p.","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":182,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/fs/1996/0127/","linkFileType":{"id":5,"text":"html"}},{"id":122879,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/fs/1996/0127/report-thumb.jpg"},{"id":32096,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/fs/1996/0127/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a6fe4b07f02db640aa6","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":528649,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":29301,"text":"wri964048 - 1997 - Sediment deposition in Lake Clarke, Lake Aldred, and Conowingo Reservoir, Pennsylvania and Maryland, 1910-93","interactions":[],"lastModifiedDate":"2022-10-17T18:25:47.979267","indexId":"wri964048","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4048","title":"Sediment deposition in Lake Clarke, Lake Aldred, and Conowingo Reservoir, Pennsylvania and Maryland, 1910-93","docAbstract":"The Susquehanna River carries a significant amount of the sediment and the nutrient load transported to the Chesapeake Bay. Three large hydroelectric dams are located near the mouth of the Susquehanna River. The three dams and associated reservoirs are Safe Harbor (Lake Clarke) and Holtwood (Lake Aldred) in southern Pennsylvania and Conowingo (Conowingo Reservoir) in northern Maryland. Two of these reservoirs, Lakes Clarke and Aldred, have reached a state of equilibrium with sediment transport in the river. The third, Conowingo Reservoir, continues to accumulate sediment as well as particulate organic nitrogen and particulate phosphorus. Bottom-elevation surveys of Conowingo Reservoir made in 1959, 1990, and 1993 indicate that the reservoir will reach equilibrium with sediment transport of the river during the next 10 to 20 years. Data collected from 1985-89 indicate that the Susquehanna River transports about 1,780 million pounds of sediment, 147 million pounds of nitrogen, and 5.1 million pounds of phosphorus to the Chesapeake Bay during a year of normal streamflow. Once equilibrium is reached in the Conowingo Reservoir, these loads may increase to levels currently transported by the river to the reservoirs, about 6,600 million pounds of sediment, 153 million pounds of nitrogen, and 9.1 million pounds of phosphorus per year. 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S.","contributorId":89173,"corporation":false,"usgs":true,"family":"Anthony","given":"S.","email":"","middleInitial":"S.","affiliations":[],"preferred":false,"id":249997,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Taogoshi, R.I.","contributorId":22835,"corporation":false,"usgs":true,"family":"Taogoshi","given":"R.I.","email":"","affiliations":[],"preferred":false,"id":249993,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Kunishige, V.E.","contributorId":44980,"corporation":false,"usgs":true,"family":"Kunishige","given":"V.E.","email":"","affiliations":[],"preferred":false,"id":249994,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Shibata, W.S.","contributorId":52651,"corporation":false,"usgs":true,"family":"Shibata","given":"W.S.","email":"","affiliations":[],"preferred":false,"id":249995,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}} ,{"id":56228,"text":"wdrOK962 - 1997 - Water resources data, Oklahoma, water year 1996, Volume 2, Red River Basin","interactions":[],"lastModifiedDate":"2012-02-02T00:11:48","indexId":"wdrOK962","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":"OK-96-2","title":"Water resources data, Oklahoma, water year 1996, Volume 2, Red River Basin","language":"ENGLISH","doi":"10.3133/wdrOK962","usgsCitation":"Blazs, R., Walters, D., Coffey, T., White, D., Boyle, D., and Kerestes, J., 1997, Water resources data, Oklahoma, water year 1996, Volume 2, Red River Basin: U.S. Geological Survey Water Data Report OK-96-2, 234 p., https://doi.org/10.3133/wdrOK962.","productDescription":"234 p.","costCenters":[],"links":[{"id":174441,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f5e4b07f02db5f0de8","contributors":{"authors":[{"text":"Blazs, R.L.","contributorId":27067,"corporation":false,"usgs":true,"family":"Blazs","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":255018,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Walters, D.M.","contributorId":41507,"corporation":false,"usgs":true,"family":"Walters","given":"D.M.","email":"","affiliations":[],"preferred":false,"id":255020,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Coffey, T.E.","contributorId":51368,"corporation":false,"usgs":true,"family":"Coffey","given":"T.E.","email":"","affiliations":[],"preferred":false,"id":255021,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"White, D.K.","contributorId":30279,"corporation":false,"usgs":true,"family":"White","given":"D.K.","email":"","affiliations":[],"preferred":false,"id":255019,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Boyle, D.L.","contributorId":55505,"corporation":false,"usgs":true,"family":"Boyle","given":"D.L.","email":"","affiliations":[],"preferred":false,"id":255022,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Kerestes, J.F.","contributorId":19219,"corporation":false,"usgs":true,"family":"Kerestes","given":"J.F.","affiliations":[],"preferred":false,"id":255017,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":56227,"text":"wdrOK961 - 1997 - Water resources data, Oklahoma, water year 1996, Volume 1, Arkansas River Basin","interactions":[],"lastModifiedDate":"2012-02-02T00:11:48","indexId":"wdrOK961","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":"OK-96-1","title":"Water resources data, Oklahoma, water year 1996, Volume 1, Arkansas River Basin","language":"ENGLISH","doi":"10.3133/wdrOK961","usgsCitation":"Blazs, R., Walters, D., Coffey, T., White, D., Boyle, D., and Kerestes, J., 1997, Water resources data, Oklahoma, water year 1996, Volume 1, Arkansas River Basin: U.S. Geological Survey Water Data Report OK-96-1, 373 p., https://doi.org/10.3133/wdrOK961.","productDescription":"373 p.","costCenters":[],"links":[{"id":174440,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f5e4b07f02db5f0dd9","contributors":{"authors":[{"text":"Blazs, R.L.","contributorId":27067,"corporation":false,"usgs":true,"family":"Blazs","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":255012,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Walters, D.M.","contributorId":41507,"corporation":false,"usgs":true,"family":"Walters","given":"D.M.","email":"","affiliations":[],"preferred":false,"id":255014,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Coffey, T.E.","contributorId":51368,"corporation":false,"usgs":true,"family":"Coffey","given":"T.E.","email":"","affiliations":[],"preferred":false,"id":255015,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"White, D.K.","contributorId":30279,"corporation":false,"usgs":true,"family":"White","given":"D.K.","email":"","affiliations":[],"preferred":false,"id":255013,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Boyle, D.L.","contributorId":55505,"corporation":false,"usgs":true,"family":"Boyle","given":"D.L.","email":"","affiliations":[],"preferred":false,"id":255016,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Kerestes, J.F.","contributorId":19219,"corporation":false,"usgs":true,"family":"Kerestes","given":"J.F.","affiliations":[],"preferred":false,"id":255011,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":22289,"text":"ofr97351 - 1997 - Water-Resources Investigations in Wisconsin","interactions":[],"lastModifiedDate":"2015-10-15T14:04:24","indexId":"ofr97351","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":"97-351","title":"Water-Resources Investigations in Wisconsin","docAbstract":"The statewide average precipitation of 33.37 inches for the 1996 water year was 105 percent of the normal annual precipitation of 31.79 inches for water years 1961-90. Average precipitation values ranged from 77 percent of normal at Trempealeau Dam 6 weather station in west central Wisconsin to 151 percent of normal at Oconto 4 W weather station in northeast Wisconsin (State Climatologist Office, Geological and Natural History Survey, written commun., 1997).
\nRunoff was variable for rivers throughout the State ranging from 64 percent in southwest Wisconsin to 212 percent in east central Wisconsin. Runoff was lowest (64 percent of the average annual runoff from 1935-96) for the Platte River near Rockville and highest (212 percent of the average annual runoff from 1949-69, 1988-96) for the South Branch Rock River at Waupun. Departures of runoff in the 1996 water year as a percent of long-term average runoff in the State are shown in Figure 4. EXPLANATION
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr97351","issn":"0094-9140","usgsCitation":"Maertz, D., 1997, Water-Resources Investigations in Wisconsin: U.S. Geological Survey Open-File Report 97-351, xi, 91 p., https://doi.org/10.3133/ofr97351.","productDescription":"xi, 91 p.","numberOfPages":"110","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":677,"text":"Wisconsin Water Science Center","active":true,"usgs":true}],"links":[{"id":51712,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0351/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":155968,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1997/0351/report-thumb.jpg"}],"country":"United 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