This report provides the results of a detailed Level II analysis of scour potential at structure \nTOPSTH00570038 on Town Highway 57 crossing the Waits River, Topsham, 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 37.3-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is predominantly pasture while the \nleft bank upstream is suburban.
\nIn the study area, the Waits River has a sinuous locally anabranched channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 76 ft and an average bank height \nof 6 ft. The channel bed material ranges from sand to cobble with a median grain size (D50) \nof 57.2 mm (0.188 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 28, 1995, indicated that the reach was considered laterally unstable due \nto cut-banks upstream, mid-channel bars and lateral migration of the channel towards the \nleft abutment.
\nThe Town Highway 34 crossing of the Waits River is a 34-ft-long, one-lane bridge \nconsisting of one 31-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 28, 1995). The opening length of the structure parallel to the bridge \nface is 30.4 ft. The bridge is supported by a vertical, stone abutment with concrete facing \nand wingwalls on the right and by a vertical, concrete abutment with wingwalls on the left. \nThe channel is skewed approximately 0 degrees to the opening and the opening-skew-to-roadway is also zero degrees.
\nA scour hole 2.0 ft deeper than the mean thalweg depth was observed towards the left bank \nunderneath the bridge. The only scour protection measure at the site was type-2 stone fill \n(less than 36 inches diameter) along the left bank upstream, in the upstream left wing wall \narea, along the left abutment, at the downstream end of the right abutment, and in the \ndownstream left wing wall area. There is type-3 stone fill (less than 48 inches diameter) in \nthe downstream right wing wall area. 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 all modelled flows ranged from 1.6 to 5.2 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 9.8 to \n18.5 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97649","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Boehmler, E.M., 1997, Level II scour analysis for Bridge 38 (TOPSTH00570038) on Town Highway 57, crossing Waits River, Topsham, Vermont: U.S. Geological Survey Open-File Report 97-649, iv, 51 p., https://doi.org/10.3133/ofr97649.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":175840,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97649.GIF"},{"id":279704,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0649/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Topsham","otherGeospatial":"Waits River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,44.0 ], [ -72.375,44.125 ], [ -72.25,44.125 ], [ -72.25,44.0 ], [ -72.375,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a646c","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240566,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240567,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49989,"text":"ofr97674 - 1997 - Level II scour analysis for Bridge 23 (WALDTH00060023) on Town Highway 6, crossing Stannard Brook, Walden, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:06:20","indexId":"ofr97674","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":"97-674","title":"Level II scour analysis for Bridge 23 (WALDTH00060023) on Town Highway 6, crossing Stannard Brook, Walden, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWALDTH00060023 on Town Highway 6 crossing Stannard Brook, Walden, 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 5.61-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the upstream surface cover is shrub and brushland \nwith some trees. The downstream surface cover is forest.
\nIn the study area, Stannard Brook has an incised, straight channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 54 ft and an average bank height \nof 9 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 64.0 mm (0.210 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 8, 1995, indicated that the reach was stable.
\nThe Town Highway 6 crossing of Stannard Brook is a 59-ft-long (bottom width), two-lane \npipe arch culvert consisting of one 22-foot corrugated plate pipe arch span (Vermont \nAgency of Transportation, written communication, March 28, 1995). The opening length of \nthe structure parallel to the bridge face is 21.9 ft.The pipe arch is supported by vertical, \nconcrete kneewalls. The channel is skewed approximately 10 degrees to the opening while \nthe opening-skew-to-roadway is zero degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the upstream \nend of the right kneewall during the Level I assessment. There was also a scour hole 0.5 ft \ndeeper than the mean thalweg depth observed along the downstream end of the left \nkneewall. The scour counter measures at the site included type-3 stone fill (less than 48 \ninches diameter) at the upstream and downstream end of the left and right kneewall. There \nwas also 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.
\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 \nkneewalls). 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 2.3 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was \ngreater than the 100-year discharge. Left kneewall scour ranged from 11.7 to 16.8 ft. The \nworst-case left kneewall scour occurred at the 500-year discharge. Right kneewall scour \nranged from 13.7 to 16.7 ft. The worst-case right kneewall scour occurred at the incipient \nroadway-overtopping 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. \nDuring the Level I survey ledge was discovered at the upstream end of the right abutment. \nThe ledge in the channel may limit scour depths.
\nIt is generally accepted that the Froehlich equation (abutment/ kneewall scour) gives \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/ofr97674","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Hammond, R.E., 1997, Level II scour analysis for Bridge 23 (WALDTH00060023) on Town Highway 6, crossing Stannard Brook, Walden, Vermont: U.S. Geological Survey Open-File Report 97-674, 50 p., https://doi.org/10.3133/ofr97674.","productDescription":"50 p.","costCenters":[],"links":[{"id":176250,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97674.GIF"},{"id":279689,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0674/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Walden","otherGeospatial":"Stannard Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,44.5 ], [ -72.375,44.625 ], [ -72.125,44.625 ], [ -72.125,44.5 ], [ -72.375,44.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a80c8","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240592,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240593,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49993,"text":"ofr97753 - 1997 - Level II scour analysis for Bridge 45 (BRNETH00070045) on Town Highway 7, crossing the Stevens River, Barnet, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:29:28","indexId":"ofr97753","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":"97-753","title":"Level II scour analysis for Bridge 45 (BRNETH00070045) on Town Highway 7, crossing the Stevens River, Barnet, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNETH00070045 on Town Highway 7 crossing the Stevens River, Barnet, 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 41.5-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 and pasture \ndownstream of the bridge while the immediate banks have dense woody vegetation.
\nIn the study area, the Stevens River has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 100 ft and an average bank height \nof 17 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 105 mm (0.344 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on August 22, 1995, indicated that the reach was stable.
\nThe Town Highway 7 crossing of the Stevens River is a 37-ft-long, two-lane bridge \nconsisting of one 34-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 16, 1995). The opening length of the structure parallel to the bridge \nface is 33 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-to-roadway is 20 degrees.
\nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) along the entire left and right abutments, upstream and downstream wingwalls, \nand upstream and downstream banks. 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) \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 0.8 to 5.4 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was \ngreater than the 100-year discharge. Left abutment scour ranged from 21.8 to 28.6 ft. The \nworst-case left abutment scour occurred at the 500-year discharge. Right abutment scour \nranged from 14.6 to 17.4 ft. The worst-case right abutment scour occurred at the incipient \nroadway-overtopping 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/ofr97753","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Hammond, R.E., 1997, Level II scour analysis for Bridge 45 (BRNETH00070045) on Town Highway 7, crossing the Stevens River, Barnet, Vermont: U.S. Geological Survey Open-File Report 97-753, iv, 51 p., https://doi.org/10.3133/ofr97753.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176840,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97753.GIF"},{"id":279685,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0753/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Barnet","otherGeospatial":"Stevens River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.25 ], [ -72.25,44.375 ], [ -72.0,44.375 ], [ -72.0,44.25 ], [ -72.25,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60fa","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240599,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240600,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49998,"text":"ofr97759 - 1997 - Level II scour analysis for Bridge 3 (EASTTH00010003) on Town Highway 1, crossing the East Branch Passumpsic River, East Haven, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T12:40:17","indexId":"ofr97759","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":"97-759","title":"Level II scour analysis for Bridge 3 (EASTTH00010003) on Town Highway 1, crossing the East Branch Passumpsic River, East Haven, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nEASTTH00010003 on Town Highway 1 crossing the East Branch Passumpsic River, East \nHaven, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.
\nThe site is in the White Mountain section of the New England physiographic province in \nnortheastern Vermont. The 50.4-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 upstream is forest. \nOn the remaining three banks the surface cover is pasture while the immediate banks have \ndense woody vegetation.
\nIn the study area, the East Branch Passumpsic River has an incised, sinuous channel with a \nslope of approximately 0.003 ft/ft, an average channel top width of 62 ft and an average \nbank height of 5 ft. The channel bed material ranges from gravel to boulder with a median \ngrain size (D50) of 61.5 mm (0.187 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on August 14, 1995, indicated that the reach was stable.
\nThe Town Highway 1 crossing of the East Branch Passumpsic River is a 89-ft-long, two-lane bridge consisting of one 87-foot steel-beam span (Vermont Agency of Transportation, \nwritten communication, March 17, 1995). The opening length of the structure parallel to the \nbridge face is 84.7 ft. The bridge is supported by vertical, concrete abutments with sloped \nstone fill in front that creates a spill through embankment. The channel is skewed \napproximately zero degrees to the opening and the opening-skew-to-roadway is also zero \ndegrees.
\nChannel scour 0.5 ft deeper than the mean thalweg depth was observed to the left of the \ncenter of the channel under the bridge during the Level I assessment. The scour \ncountermeasures at the site are type-2 stone fill (less than 36 inches diameter) along the \ndownstream left bank and type-4 stone fill (less than 60 inches diameter) in front of the \nabutments creating spill through slopes. 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. Total scour at a highway crossing is comprised of \nthree components: 1) long-term streambed degradation; 2) contraction scour (due to \naccelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused \nby accelerated flow around piers and abutments). Total scour is the sum of the three \ncomponents. Equations are available to compute depths for contraction and local scour and \na summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0 to 1.8 ft. The worst-case contraction \nscour occurred at the 500-year discharge. Abutment scour ranged from 6.4 to 11.7 ft. The \nworst-case abutment scour occurred at the 500-year discharge. Additional information on \nscour depths and depths to armoring are included in the section titled “Scour Results”. \nScoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour \ndepths were calculated assuming an infinite depth of erosive material and a homogeneous \nparticle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 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/ofr97759","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Boehmler, E.M., 1997, Level II scour analysis for Bridge 3 (EASTTH00010003) on Town Highway 1, crossing the East Branch Passumpsic River, East Haven, Vermont: U.S. Geological Survey Open-File Report 97-759, iv, 48 p., https://doi.org/10.3133/ofr97759.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":176339,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97759.GIF"},{"id":279680,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0759/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"East Haven","otherGeospatial":"Passumpsic 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":"4f4e4b19e4b07f02db6a7eca","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240608,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240609,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50000,"text":"ofr97765 - 1997 - Level II scour analysis for Bridge 4 (RYEGTH00050004) on Town Highway 5, crossing the Wells River, Ryegate, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T16:18:31","indexId":"ofr97765","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":"97-765","title":"Level II scour analysis for Bridge 4 (RYEGTH00050004) on Town Highway 5, crossing the Wells River, Ryegate, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nRYEGTH00050004 on Town Highway 5 crossing the Wells River, Ryegate, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin eastern Vermont. The 84.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover includes shrubs and brush on the \nupstream left bank and downstream right bank of the bridge. The upstream right bank and \ndownstream left bank of the bridge is forested.\nIn the study area, the Wells River has an incised, sinuous channel with a slope of \napproximately 0.008 ft/ft, an average channel top width of 107 ft and an average bank \nheight of 11 ft. The channel bed material ranges from gravel to boulder with a median grain \nsize (D50) of 67.4 mm (0.221 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 21, 1995, indicated that the reach was laterally unstable with \nmass wasting along the upstream right bank.\nThe Town Highway 5 crossing of the Wells River is a 108-ft-long, two-lane bridge \nconsisting of a 100-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 93.4 ft. The bridge is supported by vertical, stone block abutments with wingwalls. \nThe channel is skewed approximately 50 degrees to the opening while the opening-skew-toroadway is 45 degrees. \nThe scour protection counter-measures at the site included type-1 stone fill (less than 12 \ninches diameter) along the downstream left road embankment. Also, type-2 stone fill (less \nthan 36 inches diameter) along the upstream right wingwall, extending 30 feet upstream \nalong the right bank, along the downstream end of the downstream right wingwall, along \nthe downstream right road embankment, and along the downstream left bank below the old \nrailroad bed. Additional details describing conditions at the site are included in the Level II \nSummary 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. Total scour at a highway crossing is comprised of \nthree components: 1) long-term streambed degradation; 2) contraction scour (due to \naccelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused \nby accelerated flow around piers and abutments). Total scour is the sum of the three \ncomponents. Equations are available to compute depths for contraction and local scour and \na summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 1.8 to 2.6 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.2 to \n22.6 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97765","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Hammond, R.E., 1997, Level II scour analysis for Bridge 4 (RYEGTH00050004) on Town Highway 5, crossing the Wells River, Ryegate, Vermont: U.S. Geological Survey Open-File Report 97-765, iv, 48 p., https://doi.org/10.3133/ofr97765.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":176341,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97765.PNG"},{"id":279678,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0765/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Ryegate","otherGeospatial":"Wells River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.125 ], [ -72.25,44.25 ], [ -72.125,44.25 ], [ -72.125,44.125 ], [ -72.25,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6209","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240612,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240613,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50001,"text":"ofr97766 - 1997 - Level II scour analysis for Bridge 46 (BRNETH00610046) on Town Highway 61, crossing East Peacham Brook, Barnet, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T16:11:32","indexId":"ofr97766","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":"97-766","title":"Level II scour analysis for Bridge 46 (BRNETH00610046) on Town Highway 61, crossing East Peacham Brook, Barnet, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNETH00610046 on Town Highway 61 crossing East Peacham Brook, Barnet, 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 15.8-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, East Peacham Brook has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 59 ft and an average bank height \nof 5 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 121 mm (0.397 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on August 23, 1995, indicated that the reach was laterally unstable with cut \nbanks both upstream and downstream of the bridge.\nThe Town Highway 61 crossing of East Peacham Brook is a 28-ft-long, one-lane bridge \nconsisting of one 26-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 24, 1995). The opening length of the structure parallel to the bridge \nface is 24.5 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 5 degrees to the opening while the opening-skew-toroadway is zero degrees. \nA scour hole 0.7 ft deeper than the mean thalweg depth was observed along the upstream \nleft wingwall extending along the left abutment during the Level I assessment. The only \nscour protection measure at the site was type-2 stone fill (less than 36 inches diameter) at \nthe upstream end of the upstream left wingwall extending along the upstream left bank and \nalong the entire base of the downstream left wingwall. Additional details describing \nconditions at the site are 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 to 1.2 ft. The worst-case contraction \nscour occurred at the 500-year discharge. Abutment scour ranged from 10.4 to 13.9 ft. The \nworst-case abutment scour occurred at the 500-year discharge. Additional information on \nscour depths and depths to armoring are included in the section titled “Scour Results”. \nScoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour \ndepths were calculated assuming an infinite depth of erosive material and a homogeneous \nparticle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 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/ofr97766","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 46 (BRNETH00610046) on Town Highway 61, crossing East Peacham Brook, Barnet, Vermont: U.S. Geological Survey Open-File Report 97-766, iv, 51 p., https://doi.org/10.3133/ofr97766.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176342,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97766.PNG"},{"id":279677,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0766/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnet","otherGeospatial":"East Peacham Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.25 ], [ -72.25,44.375 ], [ -72.0,44.375 ], [ -72.0,44.25 ], [ -72.25,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60f8","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240614,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50021,"text":"ofr97797 - 1997 - Level II scour analysis for Bridge 39 (TOPSTH00510039) on Town Highway 51, crossing Tabor Branch Waits River, Topsham, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:28:05","indexId":"ofr97797","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-797","title":"Level II scour analysis for Bridge 39 (TOPSTH00510039) on Town Highway 51, crossing Tabor Branch Waits River, Topsham, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nTOPSTH00510039 on Town Highway 51 crossing the Tabor Branch Waits River, \nTopsham, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 17.4-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is predominantly pasture. However, \nbeyond one bridge length on the right bank upstream the surface cover abruptly changes to \nforest.\nIn the study area, the Tabor Branch Waits River has a sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 53 ft and an average bank height \nof 6 ft. The predominant channel bed material is cobbles with a median grain size (D50) of \n86.4 mm (0.283 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisit on August 30, 1995, indicated that the reach was stable.\nThe Town Highway 51 crossing of the Tabor Branch Waits River is a 34-ft-long, one-lane \nbridge consisting of one 32-foot concrete slab span (Vermont Agency of Transportation, \nwritten communication, March 28, 1995). The opening length of the structure parallel to the \nbridge face is 31.0 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 5 degrees to the opening while the \nopening-skew-to-roadway is 10 degrees.\nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) along the left and right bank upstream, along the base of the upstream left \nwingwall, upstream right wingwall, left abutment, right abutment, downstream left \nwingwall, downstream right wingwall, and along the left and right bank downstream. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.4 ft. The worst-case \ncontraction scour occurred at the maximum free surface flow discharge, which was less \nthan the 100-year discharge. Abutment scour ranged from 4.8 to 8.0 ft. The worst-case \nabutment scour occurred at 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A crosssection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97797","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Striker, L.K., and Severance, T., 1997, Level II scour analysis for Bridge 39 (TOPSTH00510039) on Town Highway 51, crossing Tabor Branch Waits River, Topsham, Vermont: U.S. Geological Survey Open-File Report 97-797, iv, 51 p., https://doi.org/10.3133/ofr97797.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":161568,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97797.PNG"},{"id":279642,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0797/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Topsham","otherGeospatial":"Tabor Branch Waits River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.0 ], [ -72.25,44.125 ], [ -72.125,44.125 ], [ -72.125,44.0 ], [ -72.25,44.0 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a620f","contributors":{"authors":[{"text":"Striker, Lora K.","contributorId":41481,"corporation":false,"usgs":true,"family":"Striker","given":"Lora","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":240649,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Tim","contributorId":53851,"corporation":false,"usgs":true,"family":"Severance","given":"Tim","affiliations":[],"preferred":false,"id":240650,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":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":50027,"text":"ofr97805 - 1997 - Level II scour analysis for Bridge 16 (GROTTH00170016) on Town Highway 17, crossing the Wells River, Groton, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T15:08:07","indexId":"ofr97805","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":"97-805","title":"Level II scour analysis for Bridge 16 (GROTTH00170016) on Town Highway 17, crossing the Wells River, Groton, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nGROTTH00170016 on Town Highway 17 crossing the Wells River, Groton, 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 43.4-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is predominantly shrub and \nbrushland, while the left bank downstream is forested. \nIn the study area, the Wells River has an incised, straight channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 57 ft and an average bank height \nof 4 ft. The channel bed material ranges from sand to boulder with a median grain size (D50) \nof 77.8 mm (0.255 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 29, 1995, indicated that the reach was stable.\nThe Town Highway 17 crossing of the Wells River is a 43-ft-long, one-lane bridge \nconsisting of one 41-foot steel-beam span with a concrete deck (Vermont Agency of \nTransportation, written communication, March 24, 1995). The opening length of the \nstructure parallel to the bridge face is 39.4 ft. The bridge is supported by vertical, concrete \nabutments. The channel is skewed approximately 0 degrees and the opening-skew-toroadway is also zero degrees. \nA scour hole 1.7 ft deeper than the mean thalweg depth was observed from 30 ft upstream \nto 70 ft downstream in mid-channel during the Level I assessment. Scour protection \nmeasures at the site included: type-3 stone fill (less than 48 inches diameter) along the left \nand right bank upstream, and along the left and right bank downstream. The protection \nalong the banks begins in the road embankment areas where the wingwalls would be \nlocated. Additional details describing conditions at the site are included in the Level II \nSummary 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 was 0 ft. Abutment scour ranged from 7.6 to 8.4 ft \nat the left abutment and from 9.9 to 14.8 ft at the right abutment. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A crosssection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97805","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Striker, L., and Ivanoff, M., 1997, Level II scour analysis for Bridge 16 (GROTTH00170016) on Town Highway 17, crossing the Wells River, Groton, Vermont: U.S. Geological Survey Open-File Report 97-805, 51 p., https://doi.org/10.3133/ofr97805.","productDescription":"51 p.","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":161675,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97805.JPG"},{"id":279657,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0805/report.pdf"}],"projection":"24000","country":"United States","state":"Vermont","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.250,44.125 ], [ -72.250,44.250 ], [ -72.125,44.250 ], [ -72.125,44.125 ], [ -72.250,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8373","contributors":{"authors":[{"text":"Striker, L.K.","contributorId":55872,"corporation":false,"usgs":true,"family":"Striker","given":"L.K.","email":"","affiliations":[],"preferred":false,"id":240662,"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":240661,"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":67963,"text":"ha730L - 1997 - Ground Water Atlas of the United States: Segment 11, Delaware, Maryland, New Jersey, North Carolina, Pennsylvania, Virginia, West Virginia","interactions":[{"subject":{"id":67963,"text":"ha730L - 1997 - Ground Water Atlas of the United States: Segment 11, Delaware, Maryland, New Jersey, North Carolina, Pennsylvania, Virginia, West Virginia","indexId":"ha730L","publicationYear":"1997","noYear":false,"chapter":"L","title":"Ground Water Atlas of the United States: Segment 11, Delaware, Maryland, New Jersey, North Carolina, Pennsylvania, Virginia, West Virginia"},"predicate":"IS_PART_OF","object":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"id":1}],"isPartOf":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"lastModifiedDate":"2017-05-30T14:45:55","indexId":"ha730L","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":318,"text":"Hydrologic Atlas","code":"HA","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"730","chapter":"L","title":"Ground Water Atlas of the United States: Segment 11, Delaware, Maryland, New Jersey, North Carolina, Pennsylvania, Virginia, West Virginia","docAbstract":"Segment 11 consists of the States of Delaware, Maryland, New Jersey, North Carolina, West Virginia, and the Commonwealths of Pennsylvania and Virginia. All but West Virginia border on the Atlantic Ocean or tidewater. Pennsylvania also borders on Lake Erie. Small parts of northwestern and north-central Pennsylvania drain to Lake Erie and Lake Ontario; the rest of the segment drains either to the Atlantic Ocean or the Gulf of Mexico. Major rivers include the Hudson, the Delaware, the Susquehanna, the Potomac, the Rappahannock, the James, the Chowan, the Neuse, the Tar, the Cape Fear, and the Yadkin-Peedee, all of which drain into the Atlantic Ocean, and the Ohio and its tributaries, which drain to the Gulf of Mexico.
Although rivers are important sources of water supply for many cities, such as Trenton, N.J.; Philadelphia and Pittsburgh, Pa.; Baltimore, Md.; Washington, D.C.; Richmond, Va.; and Raleigh, N.C., one-fourth of the population, particularly the people who live on the Coastal Plain, depends on ground water for supply. Such cities as Camden, N.J.; Dover, Del.; Salisbury and Annapolis, Md.; Parkersburg and Weirton, W.Va.; Norfolk, Va.; and New Bern and Kinston, N.C., use ground water as a source of public supply.
All the water in Segment 11 originates as precipitation. Average annual precipitation ranges from less than 36 inches in parts of Pennsylvania, Maryland, Virginia, and West Virginia to more than 80 inches in parts of southwestern North Carolina (fig. 1). In general, precipitation is greatest in mountainous areas (because water tends to condense from moisture-laden air masses as the air passes over the higher altitudes) and near the coast, where water vapor that has been evaporated from the ocean is picked up by onshore winds and falls as precipitation when it reaches the shoreline.
Some of the precipitation returns to the atmosphere by evapotranspiration (evaporation plus transpiration by plants), but much of it either flows overland into streams as direct runoff or enters streams as base flow (discharge from one or more aquifers). The distribution of average annual runoff (fig. 2) is similar to the distribution of precipitation; that is, runoff is generally greatest where precipitation is greatest. Runoff rates range from more than 50 inches per year in parts of western North Carolina to less than 12 inches in parts of North Carolina, Virginia, and West Virginia.
Parts of the seven following physiographic provinces are in Segment 11: the Coastal Plain, the Piedmont, the Blue Ridge, the New England, the Valley and Ridge, the Appalachian Plateaus, and the Central Lowland. The provinces generally trend northeastward (fig. 3). The northeastern terminus of the Blue Ridge Province is in south-central Pennsylvania, and the southwestern part of the New England Province, the Reading Prong, ends in east-central Pennsylvania. The topography, lithology, and water-bearing characteristics of the rocks that underlie the Blue Ridge Province and the Reading Prong are similar. Accordingly, for purposes of this study, the hydrology of the Reading Prong is discussed with that of the Blue Ridge Province.
The Coastal Plain Province is a lowland that borders the Atlantic Ocean. The Coastal Plain is as much as 140 miles wide in North Carolina but narrows northeastward to New Jersey where it terminates in Segment 11 at the south shore of Raritan Bay. Although it is generally a flat, seaward-sloping lowland, this province has areas of moderately steep local relief, and its surface locally reaches altitudes of 350 feet in the southwestern part of the North Carolina Coastal Plain.
The Coastal Plain mostly is underlain by semiconsolidated to unconsolidated sediments that consist of silt, clay, and sand, with some gravel and lignite. Some consolidated beds of limestone and sandstone are present. The Coastal Plain sediments range in age from Jurassic to Holocene and dip gently toward the ocean.
The boundary between the Coastal Plain and the Piedmont Provinces is called the Fall Line (fig. 3) because falls and rapids commonly form where streams cross the contact between the consolidated rocks of the Piedmont (fig. 4) and the soft, semiconsolidated to unconsolidated sediments of the Coastal Plain. The increase in stream gradient at the Fall Line provided favorable locations for mills and other installations that harnessed water power during the early years of the Industrial Revolution, and on most major rivers, the Fall Line coincides with the head of navigation.
The Piedmont Province is an area of varied topography that ranges from lowlands to peaks and ridges of moderate altitude and relief. The metamorphic and igneous rocks of this province range in age from Precambrian to Paleozoic and have been sheared, fractured, and folded. Included in this province, however, are sedimentary basins that formed along rifts in the Earth's crust and contain shale, sandstone, and conglomerate of early Mesozoic age, interbedded locally with basaltic lava flows and minor coal beds. The sedimentary rocks and basalt flows are intruded in places by diabase dikes and sills.
The mountain belt of the Blue Ridge Province forms the northwestern margin of the Piedmont in most of Segment 11. This belt consists mostly of igneous and high-rank metamorphic rocks but also includes low-rank metamorphic rocks of late Precambrian age and small areas of sedimentary rocks of Early Cambrian age along its western margin. In this report, the Reading Prong of the New England Province, which is an upland that extends from east of the Susquehanna River in Pennsylvania northeastward into New Jersey (fig. 3), is treated as part of the Blue Ridge Province. Part of the Reading Prong in Pennsylvania and New Jersey and a small part of the Piedmont Province in northeastern New Jersey have been glaciated. Glacial deposits completely or partly fill some of the valleys, and the eroding action of the glacial ice removed some of the rock from the ridges. Thus, the glaciated parts of the province have a smoother topography and less relief than other parts.
The Valley and Ridge Province is characterized by layered sedimentary rock that has been complexly folded and locally thrust faulted. As the result of repeated cycles of uplift and erosion, resistant layers of well-cemented sandstone and conglomerate form elongate mountain ridges and less resistant, easily eroded layers of limestone, dolomite, and shale form valleys. The rocks of the province range in age from Cambrian to Pennsylvanian. Parts of this province from central Pennsylvania into New Jersey have been glaciated, and glacial deposits fill or partially fill some of the valleys.
The Appalachian Plateaus Province is underlain by rocks that are continuous with those of the Valley and Ridge Province, but in the Appalachian Plateaus the layered rocks are nearly flat-lying or gently tilted and warped, rather than being intensively folded and faulted. The boundary between the two provinces is a prominent southeast-facing scarp called the Allegheny Front in most of the northern part of Segment 11 (fig_ 5) and the Cumberland Escarpment in the southern part. The scarp faces the Valley and Ridge Province, and throughout most of the segment, the eastern edge of the Appalachian Plateaus Province is higher than the ridges in the Valley and Ridge. Like parts of the Reading Prong and the Valley and Ridge Province, the northern part of the Appalachian Plateaus Province in Pennsylvania has been glaciated. In the glaciated section, the surface is mantled by glacial drift, and the valleys are partly filled with glacial deposits.
The northwestern corner of Segment 11 contains a small part of the Central Lowland Province. This flat lowland is underlain by gently dipping sedimentary rocks, some of which are the same geologic formations as those of the Appalachian Plateaus Province. The two provinces are separated by a northwest- facing scarp. Because of the small area of the Central Lowland Province within the segment and the similarity of aquifer properties with those of the glaciated part of the Appalachian Plateaus Province, the two provinces are discussed together in this report.
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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ab0e4b07f02db66de46","contributors":{"authors":[{"text":"Trapp, Henry Jr.","contributorId":6034,"corporation":false,"usgs":true,"family":"Trapp","given":"Henry","suffix":"Jr.","email":"","affiliations":[],"preferred":false,"id":277407,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Horn, Marilee A. mhorn@usgs.gov","contributorId":2792,"corporation":false,"usgs":true,"family":"Horn","given":"Marilee","email":"mhorn@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":277406,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"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
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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ce4b07f02db5fcb1e","contributors":{"authors":[{"text":"Maertz, D. E. (compiler)","contributorId":85221,"corporation":false,"usgs":true,"family":"Maertz","given":"D. E.","suffix":"(compiler)","affiliations":[],"preferred":false,"id":187934,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":28694,"text":"wri964221 - 1996 - Assessment of saltwater intrusion in southern coastal Broward County, Florida","interactions":[],"lastModifiedDate":"2021-10-14T12:03:11.117943","indexId":"wri964221","displayToPublicDate":"2021-10-13T10:55:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4221","displayTitle":"Assessment of Saltwater Intrusion in Southern Coastal Broward County, Florida","title":"Assessment of saltwater intrusion in southern coastal Broward County, Florida","docAbstract":"Of the counties in southeastern Florida, Broward County has experienced some of the most severe effects of saltwater intrusion into the surficial Biscayne aquifer because, before 1950, most public water-supply well fields in the county were constructed near the principal early population centers located less than 5 miles from the Atlantic Ocean. The construction of major regional drainage canals in the early 20th century caused a lowering of the water table and a gradual inland movement of the saltwater front toward the well fields. The U.S. Geological Survey began field investigations of saltwater intrusion in the Biscayne aquifer of southeastern Broward County in 1939. As part of the present study, the positions of the saltwater front in 1945, 1969, and 1993 were estimated using chloride concentrations of water samples collected between 1939 and 1994 from various monitoring and exploratory wells. The data indicate that, between 1945 and 1993, the saltwater front has moved as much as 0.5 mile inland in parts of the study area. The position and movement of the saltwater front were simulated numerically to help determine which of the various hydrologic factors and water-management features characterizing the coastal subsurface environment and its alteration by man are of significance in increasing or decreasing the degree of saltwater intrusion. Two representational methods were applied by the selection and use of appropriate model codes. The SHARP code simulates the position of the saltwater front as a sharp interface, which implies that no transition zone (a zone in which a gradational change between freshwater and saltwater occurs) separates freshwater and saltwater. The Subsurface Waste Injection Program (SWIP) code simulates a two-fluid, variable-density system using a convective-diffusion approach that includes a representation of the transition zone that occurs between the freshwater and saltwater bodies. The models were applied to: (1) approximately replicate predevelopment and current positions of the interface in the study area; and (2) study the relative importance of various factors affecting the interface position. The model analyses assumed a conceptual model of uniform easterly flow in the aquifer toward points of offshore discharge to tidewater. Measurements of water-table altitude and the depth to the interface in the study area exhibit an interrelation that differes substantially from the classical Ghyben-Herzberg relation. However, both model codes simulated water-table altitudes and interface positions that were generally consistent with the Ghyben-Herzberg relation but differed substantially from observed data. The simulate interface positions were inland of the known positions, and simulate water-table altitudes were higher than measured ones. The SHARP and SWIP simulations were in general agreement with each other when a low value of longitudinal dispersivity was specified in the SWIP simulation and also for higher values of longitudinal dispersivity when modified dispersion algorithms were used in SWIP that greatly reduced the simulated degree of vertical dispersion. Sensitivity analyses performed using the SHARP code indicated simulation results to be relatively insensitive to a substantial change in the specified slope of the base of the aquifer and moderately sensitive to a 150-percent change in net atmospheric recharge to the aquifer (rainfall minus evapotranspiration). Representing well-field pumping by the City of hallandale had only a minor, localized influence on the simulated regional interface position. Using various cross-sectional grid designs in applications of the SWIP code, near convergence of all lines of equal concentrations in the transition zone was achieved within a simulation time of 10 years. The simulated equilibrium interface location was sensitive to substantial spatial variations in the specified hydraulic conductivity values, but was relatively insensitive to seasonal varying","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri964221","usgsCitation":"Merritt, M.L., 1996, Assessment of saltwater intrusion in southern coastal Broward County, Florida: U.S. Geological Survey Water-Resources Investigations Report 96-4221, v, 133 p., https://doi.org/10.3133/wri964221.","productDescription":"v, 133 p.","costCenters":[{"id":27821,"text":"Caribbean-Florida Water Science Center","active":true,"usgs":true}],"links":[{"id":119036,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4221/report-thumb.jpg"},{"id":57536,"rank":299,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4221/report.pdf","text":"Report","size":"9.16 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Water Science Center
U.S. Geological Survey
3321 College Avenue
Davie, FL 33314
Systematic ground-water development began in Utah shortly after settlement by Mormon pioneers in 1847. By 1939, about 230,000 acrefeet per year of ground water was being withdrawn from wells for irrigation, public supply, industrial use, and rural-domestic and stock supply. Withdrawals increased from about 600,000 to 700,000 acre-feet per year during 1963-67 to about 800,000 to 900,000 acre-feet per year during 1989-93, with a peak of 940,000 acre-feet in 1990.
Most ground-water withdrawals from wells have been from unconsolidated basin-fill deposits in 13 areas along or near the eastern edge of the Basin and Range Province, which extends from the northern edge of Utah to its southwestern part. The proportions of withdrawals for various uses have changed; in 1964, 72 percent of withdrawals was for irrigation and II percent for public supply, whereas in 1993,64 percent was for irrigation and 21 percent for public supply.
Long-term withdrawals from wells have caused declines in water levels in parts of western Utah from the 1940's and 1950's to 1994; the withdrawals apparently have caused local increases in dissolved-solids concentrations in ground water. Water levels have declined as much as 67 feet owing to withdrawals for public supply and industrial use in northwestern Utah, and as much as 88 feet owing to withdrawals for irrigation in southwestern Utah. Declines of this magnitude, however, are confined to local areas of large withdrawals. Withdrawals for irrigation apparently have caused increases in dissolved-solids concentrations in ground water in at least six irrigated areas of western Utah. Minor land subsidence related to compaction of basin-fill deposits caused by water-level declines has been observed locally in southwestern Utah.
","language":"English","publisher":"Utah Department of Natural Resources, Division of Water Resources and Division of Water Rights","publisherLocation":"Salt Lake City, UT","collaboration":"Prepared in cooperation with the Utah Department of Natural Resources, Division of Water Resources and Division of Water Rights","usgsCitation":"Gates, J., and Allen, D.V., 1996, Ground-water development in Utah and effects on ground-water levels and chemical quality: Cooperative Investigations Report 37, iv, 20 p.","productDescription":"iv, 20 p.","numberOfPages":"26","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":333646,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Utah","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5883303ae4b0d00231637812","contributors":{"authors":[{"text":"Gates, Joseph S.","contributorId":21647,"corporation":false,"usgs":true,"family":"Gates","given":"Joseph S.","affiliations":[],"preferred":false,"id":659499,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Allen, David V.","contributorId":75989,"corporation":false,"usgs":true,"family":"Allen","given":"David","email":"","middleInitial":"V.","affiliations":[],"preferred":false,"id":659500,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70179470,"text":"70179470 - 1996 - Numerical simulation of solute transport in southwestern Salt Lake Valley, Utah","interactions":[],"lastModifiedDate":"2017-05-24T10:51:21","indexId":"70179470","displayToPublicDate":"2016-12-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":4,"text":"Other Government Series"},"seriesTitle":{"id":294,"text":"Technical Publication","active":false,"publicationSubtype":{"id":4}},"seriesNumber":"110-D","title":"Numerical simulation of solute transport in southwestern Salt Lake Valley, Utah","docAbstract":"Contaminated ground water characterized by high concentrations of dissolved solids and dissolved sulfate, and in areas, by low pH and elevated concentrations of metals, is present near public-supply wells in the southwestern Salt Lake Valley. To provide State officials and water users with information concerning the potential movement of contaminated ground water to points of withdrawal in the area, an analysis of solute transport using computer models was done by the U.S. Geological Survey in cooperation with the Utah Department of Natural Resources, Division of Water Rights, and local municipalities and water users.
A three-dimensional solute-transport model was developed and couples with an existing ground-water flow model of Salt Lake Valley to simulate the movement of dissolved sulfate in ground water in southwestern Salt Lake Valley. Development and calibration of the transport model focused mainly on sulfate movement down-gradient from the Bingham Creek Reservoirs and the South Jordan evaporation ponds east of the mouth of Bingham Canyon. Estimates of transport parameters were adjusted during a calibration simulation representing conditions during 1965-93. After calibration, the transport model was used to simulate future sulfate movement for 1994-2043.
Because of uncertainty in estimated transport-parameter values, three projection transport simulations incorporating a range of probable parameter values were done to evaluate future sulfate movement and changes in sulfate concentrations at selected public-supply wells. These projection simulations produced a possible range of computed transport rates and patterns. In general, the projection simulations indicated movement of the sulfate plume east of the Bingham Creek reservoir toward public-supply wells northeast of the reservoirs and then eastward toward the Jordan River. Ground water with high concentrations of sulfate east of the South Jordan evaporation ponds is simulated as moving west to east under the Jordan River towards public-supply wells during the final 25 years of the simulation period. An increase in sulfate concentration from 200 mg/l in 2006 to 4,100 mg/l in 2022 was the largest simulated increase at public-supply wells northeast of the reservoirs. An increase in sulfate concentration from 150 mg/l in 2024 to 340 mg/l in 2043 was the largest simulated increase at public-supply wells in the south-central Salt Lake Valley just east of the Jordan River.
","language":"English","publisher":"Utah Department of Natural Resources, Division of Water Rights","publisherLocation":"Salt Lake City, UT","collaboration":"Prepared by the United States Geological Survey in cooperation with the Utah Department of Natural Resources Division of Water Rights","usgsCitation":"Lambert, P., 1996, Numerical simulation of solute transport in southwestern Salt Lake Valley, Utah: Technical Publication 110-D, vi, 44 p.","productDescription":"vi, 44 p.","numberOfPages":"53","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":332778,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":341630,"rank":3,"type":{"id":11,"text":"Document"},"url":"https://waterrights.utah.gov/docImport/0588/05885651.pdf"},{"id":332776,"rank":1,"type":{"id":15,"text":"Index 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Lake\",\"state\":\"UT\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"586cc6bbe4b0f5ce109fa9a3","contributors":{"authors":[{"text":"Lambert, P. M.","contributorId":74380,"corporation":false,"usgs":true,"family":"Lambert","given":"P. M.","affiliations":[],"preferred":false,"id":657384,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":70179114,"text":"70179114 - 1996 - Hydrology and simulation of ground-water flow in Juab Valley, Juab County, Utah.","interactions":[],"lastModifiedDate":"2016-12-30T10:12:24","indexId":"70179114","displayToPublicDate":"2016-11-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":4,"text":"Other Government Series"},"seriesTitle":{"id":294,"text":"Technical Publication","active":false,"publicationSubtype":{"id":4}},"seriesNumber":"114","title":"Hydrology and simulation of ground-water flow in Juab Valley, Juab County, Utah.","docAbstract":"Plans to import water to Juab Valley, Utah, primarily for irrigation, are part of the Central Utah Project. A better understanding of the hydrology of the valley is needed to help manage the water resources and to develop conjunctive-use plans.
The saturated unconsolidated basin-fill deposits form the ground-water system in Juab Valley. Recharge is by seepage from streams, unconsumed irrigation water, and distribution systems; infiltration of precipitation; and subsurface inflow from consolidated rocks that surround the valley. Discharge is by wells, springs, seeps, evapotranspiration, and subsurface outflow to consolidated rocks. Ground-water pumpage is used to supplement surface water for irrigation in most of the valley and has altered the direction of groundwater flow from that of pre-ground-water development time in areas near and in Nephi and Levan.
Greater-than-average precipitation during 1980-87 corresponds with a rise in water levels measured in most wells in the valley and the highest water level measured in some wells. Less-than average precipitation during 1988-91 corresponds with a decline in water levels measured during 1988-93 in most wells. Geochemical analyses indicate that the sources of dissolved ions in water sampled from the southern part of the valley are the Arapien Shale, evaporite deposits that occur in the unconsolidated basin-fill deposits, and possibly residual sea water that has undergone evaporation in unconsolidated basin-fill deposits in selected areas. Water discharging from a spring at Burriston Ponds is a mixture of about 70 percent ground water from a hypothesized flow path that extends downgradient from where Salt Creek enters Juab Valley and 30 percent from a hypothesized flow path from the base of the southern Wasatch Range.
The ground-water system of Juab Valley was simulated by using the U.S. Geological Survey modular, three-dimensional, finite-difference, ground-water flow model. The numerical model was calibrated to simulate the steady-state conditions of 1949, multi-year transient-state conditions during 1949-92, and seasonal transient-state conditions during 1992-94. Calibration parameters were adjusted until model-computed water levels reasonably matched measured water levels. Parameters important to the calibration process include horizontal hydraulic conductivity, transmissivity, and the spatial distribution and amount of recharge from subsurface inflow and seepage from ephemeral streams to the east side of Juab Valley.
Electrical-resistivity logs and water-quality data were used to delineate the fresh water/saline-water interface in a 22,000-square-mile area of the central Michigan Basin, where Mississippian and younger geologic units form a regional system of aquifers and confining units.
Pleistocene glacial deposits in the central Lower Peninsula of Michigan contain freshwater, except in a 1,600-square-mile area within the Saginaw Lowlands, where these deposits typically contain saline water. Pennsylvanian and Mississippian sandstones are freshwater bearing where they subcrop below permeable Pleistocene glacial deposits. Down regional dip from subcrop areas, salinity of ground water progressively increases in Early Pennsylvanian and Mississippian sandstones, and these units contain brine in the central part of the basin. Freshwater is present in Late Pennsylvanian sandstones in the northern and southern parts of the aquifer system. Typically, saline water is present in Pennsylvanian sandstones in the eastern and western parts of the aquifer system.
Relief on the freshwater/saline-water interface is about 500 feet. Altitudes of the interface are low (300 to 400 feet above sea level) along a north-south-trending corridor through the approximate center of the area mapped. In isolated areas in the northern and western parts of the aquifer system, the altitude of the base of freshwater is less than 400 feet, but altitude is typically more than 400 feet. In the southern and northern parts of the aquifer system where Pennsylvanian rocks are thin or absent, altitudes of the base of freshwater range from 700 to 800 feet and from 500 to 700 feet above sea level, respectively.
Geologic controls on distribution of freshwater in the regional aquifer system are (1) direct hydraulic connection of sandstone aquifers and freshwater-bearing, permeable glacial deposits, (2) impedance of upward discharge of saline water from sandstones by lodgement tills, (3) impedance of recharge of freshwater to bedrock (or discharge of saline water from bedrock) by Jurassic red beds, and (4) vertical barriers to ground-water flow within and between sandstone units.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Lansing, MI","doi":"10.3133/wri944242","usgsCitation":"Westjohn, D.B., and Weaver, T.L., 1996, Configuration of freshwater/saline-water interface and geologic controls on distribution of freshwater in a regional aquifer system, central lower peninsula of Michigan: U.S. Geological Survey Water-Resources Investigations Report 94-4242, iv, 44 p., https://doi.org/10.3133/wri944242.","productDescription":"iv, 44 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":119478,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4242/report-thumb.jpg"},{"id":59235,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4242/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Michigan","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": 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B.","contributorId":84401,"corporation":false,"usgs":true,"family":"Westjohn","given":"David","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":203281,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weaver, T. L.","contributorId":24339,"corporation":false,"usgs":true,"family":"Weaver","given":"T.","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":203280,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":28685,"text":"wri934220 - 1996 - Selected geochemical characteristics of ground water from the Saginaw aquifer in the central Lower Peninsula of Michigan","interactions":[],"lastModifiedDate":"2022-10-04T21:38:31.91591","indexId":"wri934220","displayToPublicDate":"2001-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"93-4220","title":"Selected geochemical characteristics of ground water from the Saginaw aquifer in the central Lower Peninsula of Michigan","docAbstract":"Chemical and stable-isotope data of water from wells completed in the Saginaw aquifer in the central Lower Peninsula of Michigan were used to prepare maps that show areal variation of δ18O; distribution of dissolved solids, dissolved chloride, dissolved iron, dissolved sulfate; and distribution of hydrochemical facies. Delta oxygen-18 values indicate the presence of modern meteoric water (δ18O approximately -10 parts per thousand) and glacial-age meteoric water, which is isotopically light (δ18O less than -15 parts per thousand). Isotopically light ground water is present in the Saginaw Bay Area in the eastern part of the study area. Dissolved-solids concentration ranges from 41 to 92,300 milligrams per liter, and dissolved-chloride concentrations range from less than 1 to 55,000 milligrams per liter. Dissolved-solids and dissolved-chloride concentrations increase toward Saginaw Bay. Dissolved-iron and dissolved-sulfate concentration ranges from 0.01 to 7.80 and 0.2 to 3,500 milligrams per liter, respectively. Most ground water from the Saginaw aquifer is classified as calcium bicarbonate, calcium sulfate, or sodium chloride.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Lansing, MI","doi":"10.3133/wri934220","usgsCitation":"Meissner, B.D., Long, D.T., and Lee, R.W., 1996, Selected geochemical characteristics of ground water from the Saginaw aquifer in the central Lower Peninsula of Michigan: U.S. Geological Survey Water-Resources Investigations Report 93-4220, iv, 19 p., https://doi.org/10.3133/wri934220.","productDescription":"iv, 19 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":57525,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1993/4220/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":159068,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1993/4220/report-thumb.jpg"},{"id":407922,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_47906.htm","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Michigan","otherGeospatial":"Saginaw aquifer","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -85.5,\n 42.1667\n ],\n [\n -83.25,\n 42.1667\n ],\n [\n -83.25,\n 44\n ],\n [\n -85.5,\n 44\n ],\n [\n -85.5,\n 42.1667\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a08e4b07f02db5fa619","contributors":{"authors":[{"text":"Meissner, B. D.","contributorId":35364,"corporation":false,"usgs":true,"family":"Meissner","given":"B.","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":200229,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Long, David T.","contributorId":20364,"corporation":false,"usgs":true,"family":"Long","given":"David","email":"","middleInitial":"T.","affiliations":[],"preferred":false,"id":200228,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lee, Roger W.","contributorId":105273,"corporation":false,"usgs":true,"family":"Lee","given":"Roger","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":200230,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":28783,"text":"wri964171 - 1996 - Geohydrology of the Weldon Spring ordnance works, St. Charles County, Missouri","interactions":[],"lastModifiedDate":"2019-02-25T14:40:42","indexId":"wri964171","displayToPublicDate":"1999-04-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4171","title":"Geohydrology of the Weldon Spring ordnance works, St. Charles County, Missouri","docAbstract":"Bedrock units at the Weldon Spring ordnance works in St. Charles County, Missouri, dip to the northeast at about 60 feet per mile, as measured by the top of the Chouteau Group. The top of the bedrock forms a generally east-west trending ridge through the Weldon Spring training area and the Weldon Spring chemical plant. This surface contains a large, broad bedrock low centered about the unnamed tributary to Dardenne Creek that contains Burgermeister spring. The low has been interpreted to be a paleodrainage that existed before deposition of glacial drift. This feature consists of smaller, more elongate paleovalleys at and west of the chemical plant where more dense drillhole data provide better definition.
The uppermost bedrock unit throughout most of the ordnance works is the BurlingtonKeokuk Limestone of Mississippian age. It is subdivided based on weathering characteristics into a lower, unweathered unit; an upper, weathered unit; and a strongly weathered subunit of the weathered unit. The unweathered unit is a light to medium gray, coarse to less commonly fine crystalline, thin to massive bedded, fossiliferous, cherty limestone. The unweathered unit can be silty or argillaceous, or can locally be dolostone or siltstone. The weathered unit is characterized by an increase in mostly horizontal fractures and partings, increased porosity, vugs, voids, breccia, and discoloration by iron oxides. A strongly weathered subunit of the weathered unit is identified in some monitoring wells where these features are particularly abundant or intense.
The overburden units are, in ascending order: residuum, basal till, glacial till, including a glacial outwash subunit, the Ferrelview Formation, loess, alluvium, and fill. Some of the thickest overburden occurs in the northern part of the training area and north of the training area and may be caused by a larger thickness of glacial drift. The paleodrainage centered about the unnamed tributary to Dardenne Creek that contains Burgermeister spring appears to have been partially filled by glacial drift, and a surface-water divide now exists southeast of the tributary.
The upper, more permeable part of the shallow aquifer consists of the residuum, basal till, glacial outwash (where there is no glacial till below it), and the weathered unit of the Burlington-Keokuk Limestone. The lower, less permeable part of the shallow aquifer consists of the unweathered unit of the Burlington-Keokuk Limestone and the Fern Glen Formation. Generally, the upper part of the shallow aquifer thins to the north, reflecting the thin to absent weathered unit north of the training area and chemical plant. A glacial drift confining unit consists of parts of the glacial till and the Ferrelview Formation. Ground water as recharge and discharge probably moves in fractures through this unit. It confines ground water where the potentiometric surface of the shallow aquifer is above its base. There are stream reaches where the streams have cut through the glacial drift confining unit to expose the underlying shallow aquifer.
A potentiometric surface map of the shallow aquifer shows a large ground-water mound in the south-central part of the training area. This mound is part of a generally east-west trending ground-water ridge through the training area and the chemical plant that defines a ground-water divide. Precipitation that percolates downward through fractures in the glacial drift confining unit recharges the shallow aquifer. Where the glacial drift confining unit is not present, precipitation can be expected to recharge the shallow aquifer more readily. There is the potential for groundwater flow in permeable overburden units where the potentiometric surface is above the top of bedrock. Generally, the residuum and locally other overburden units of the shallow aquifer potentially become more important as mediums of ground-water flow north and downgradient of the ground-water ridge. This is probably limited where clay-rich zones in the residuum confine ground water below in the bedrock. Because the thickness of the weathered unit generally decreases to the north, it generally becomes a less important medium of ground-water flow downgradient to the north. Also to the north, the potentiometric surface of the shallow aquifer is above the base of the glacial drift confining unit over a large area, indicating that the aquifer is confined. Upward ground-water gradients measured in monitoring well pairs, Burgermeister and other springs, the gaining unnamed tributary to Dardenne Creek upstream of Burgermeister spring, and Dardenne Creek indicate ground-water discharge in the northern part of the ordnance works.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri964171","collaboration":"Prepared in cooperation with the U.S. Army Corps of Engineers","usgsCitation":"Mugel, D.N., 1996, Geohydrology of the Weldon Spring ordnance works, St. Charles County, Missouri: U.S. Geological Survey Water-Resources Investigations Report 96-4171, Report: iv, 47 p.; 16 Plates: 17.00 x 11.04 inches, https://doi.org/10.3133/wri964171.","productDescription":"Report: iv, 47 p.; 16 Plates: 17.00 x 11.04 inches","costCenters":[],"links":[{"id":57662,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4171/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361517,"rank":12,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-10.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361508,"rank":2,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361509,"rank":4,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361518,"rank":13,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-11.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":118798,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4171/report-thumb.jpg"},{"id":361519,"rank":14,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-12.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361510,"rank":5,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-3.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361520,"rank":15,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-13.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361511,"rank":6,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-4.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361512,"rank":7,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-5.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361521,"rank":16,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-14.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361522,"rank":17,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-15.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361523,"rank":18,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-16.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361513,"rank":8,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-6.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361514,"rank":9,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-7.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361515,"rank":10,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-8.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":361516,"rank":11,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4171/plate-9.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Missouri","county":"St. Charles County","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -90.94207763671875,\n 38.511639141458616\n ],\n [\n -90.5328369140625,\n 38.511639141458616\n ],\n [\n -90.5328369140625,\n 38.91133881927712\n ],\n [\n -90.94207763671875,\n 38.91133881927712\n ],\n [\n -90.94207763671875,\n 38.511639141458616\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1be4b07f02db6a88b3","contributors":{"authors":[{"text":"Mugel, Douglas N. dmugel@usgs.gov","contributorId":290,"corporation":false,"usgs":true,"family":"Mugel","given":"Douglas","email":"dmugel@usgs.gov","middleInitial":"N.","affiliations":[{"id":396,"text":"Missouri Water Science Center","active":true,"usgs":true}],"preferred":true,"id":200389,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":32078,"text":"ofr96534 - 1996 - Geologic Map of the Cascade Head Area, Northwestern Oregon Coast Range (Neskiwin, Nestucca Bay, Hebo, and Dolph 7.5 minute Quadrangles)","interactions":[],"lastModifiedDate":"2018-01-02T11:07:50","indexId":"ofr96534","displayToPublicDate":"1999-04-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-534","title":"Geologic Map of the Cascade Head Area, Northwestern Oregon Coast Range (Neskiwin, Nestucca Bay, Hebo, and Dolph 7.5 minute Quadrangles)","docAbstract":"The geology of the Cascade Head area bridges the geology in the Tillamook Highlands to the north (Wells and others, 1994; 1995) with that of the Newport Embayment on the south (Snavely and others, 1976 a,b,c). The four 7.5-minute quadrangles (Neskowin, Nestucca Bay, Hebo, and Dolph) which comprise the Cascade Head area include significant stratigraphic, structural, and igneous data that are essential in unraveling the geology of the northern and central part of the Oregon Coast Range and of the adjacent continental shelf
Earlier studies (Snavely and Vokes, 1949) were of a broad reconnaissance nature because of limited access in this rugged, densely forested part of the Siuslaw National Forest. Also, numerous thick sills of late middle Eocene diabase and middle Miocene basalt mask the Eocene stratigraphic relationships. Previous mapping was hampered by a lack of precise biostratigraphic data. However, recent advances in biostratigraphy and radiometric age dating and geochemistry have provided the necessary tools to decipher stratigraphic and structural relationships in the Eocene sedimentary and volcanic rock sequences (W.W. Rau, personal communication, 1978 to 1988; Bukry and Snavely, 1988).
Many important stratigraphic and igneous relationships are displayed within the Casacde Head area:
(1) turbidite sandstone of the middle Eocene Tyee Formation, which is widespread in the central and southern part of the Oregon Coast Range (Snavely and others, 1964), was not deposited in the western part of the Cascade Head, and is of limited extent north of the map area (Wells and others, 1994);
(2) the late middle Eocene Yamhill Formation, which crops out along the west and east flank of the Oregon Coast Range, overlaps older strata and overlies an erosional unconformity on the lower Eocene Siletz River Volcanics (Snavely and others, 1990; 1991);
(3) thick sills of late middle Eocene diabase (43 Ma) are widespread in the Cascade Head area and also form much of the eastern flank of the Tillamook Highlands (Wells and others, 1994), but are rare south of the map area;
(4) Cascade Head is the northernmost eruptive center of late Eocene alkalic basalts--85 km north of the eruptive center of correlative alkalic flows of the Yachats Basalt in the Newport Embayment (Snavely and Vokes, 1949; Snavely and others, 1990; Barnes and Barnes, 1992; Davis and others, 1995);
(5) early Oligocene (33 Ma) sills and dikes of nepheline syenite and camptonite present in the Newport Embayment (Snavely and Wagner, 1961) are not found in the Cascade Head area;
(6) extensive middle Oligocene (30 Ma) granophyric gabbro sills that are widespread in the central part of the Oregon Coast Range (Snavely and Wagner, 1961; MacLeod, 1969) are not present in the Cascade Head area.
The Cascade Head area is the last segment of the Oregon Coast to receive detailed geologic mapping. Increased logging operations in the 1970's and 1980's created numerous new roadcut exposures and access to exposures in stream beds. More importantly, microfossil biostratigraphic control, available since 1970, based upon foraminifer determinations by W.W. Rau and nannofossil determinations by David Bukry provided critical information on stratigraphic succession as well as on depositional environments of the deep water (bathyal) siltstone units present in much of the Cascade Head area. These paleontologic data also permitted correlations with other sedimentary sequences mapped in the Newport Embayment and in the Tillamook Highlands as well as in western Washington.
New 7.5-minute topographic maps and aerial photographs which became available in the late 1980's provided detailed topography which can be related to the distribution of thick sills and broad landslide areas, as well as a precise geographic relationship of geologic observations in this densely forested and brush-covered terrain.
New geographic information systems (GIS) technology has produced a digitized color map of the Cascade Head area that combines the four 7.5-minute quadrangles that previously were open-filed as separate black and white 7.5-minute quadrangles (Snavely and others, 1990; 1990a; 1991; 1993).
The tectonic framework and stratigraphic architecture presented on the map of the Cascade Head area was obtained by classic geologic field methods. This information could have been obtained only through detailed observation and sampling along stream beds, road cuts, and outcrops. Remote sensing techniques were of minor help in unraveling the geology in this poorly exposed and complex terrain, a terrain that characterizes much of the Oregon and Washington Coast Ranges.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96534","usgsCitation":"Snavely, P., Niem, A., Wong, F.L., MacLeod, N.S., Calhoun, T.K., Minasian, D.L., and Niem, W., 1996, Geologic Map of the Cascade Head Area, Northwestern Oregon Coast Range (Neskiwin, Nestucca Bay, Hebo, and Dolph 7.5 minute Quadrangles): U.S. Geological Survey Open-File Report 96-534, Report: 16 p.; 2 Plates: 44.86 x 26.85 inches and 45.27 x 28.60 inches, https://doi.org/10.3133/ofr96534.","productDescription":"Report: 16 p.; 2 Plates: 44.86 x 26.85 inches and 45.27 x 28.60 inches","costCenters":[],"links":[{"id":350270,"rank":3,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1996/0534/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":350271,"rank":4,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1996/0534/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":350269,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0534/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":167634,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0534/report-thumb.jpg"}],"scale":"24000","datum":"North American Datum of 1927","country":"United States","state":"Oregon","otherGeospatial":"Cascade Head area","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -124,\n 45\n ],\n [\n -123.75,\n 45\n ],\n [\n -123.75,\n 45.25\n ],\n [\n -124,\n 45.25\n ],\n [\n -124,\n 45\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8564","contributors":{"authors":[{"text":"Snavely, Parke D. Jr.","contributorId":80328,"corporation":false,"usgs":true,"family":"Snavely","given":"Parke D.","suffix":"Jr.","affiliations":[],"preferred":false,"id":207591,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Niem, Alan","contributorId":7345,"corporation":false,"usgs":true,"family":"Niem","given":"Alan","affiliations":[],"preferred":false,"id":207587,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Wong, Florence L. 0000-0002-3918-5896 fwong@usgs.gov","orcid":"https://orcid.org/0000-0002-3918-5896","contributorId":1990,"corporation":false,"usgs":true,"family":"Wong","given":"Florence","email":"fwong@usgs.gov","middleInitial":"L.","affiliations":[{"id":520,"text":"Pacific Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":true,"id":207586,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"MacLeod, Norman S.","contributorId":13643,"corporation":false,"usgs":true,"family":"MacLeod","given":"Norman","email":"","middleInitial":"S.","affiliations":[],"preferred":false,"id":207589,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Calhoun, Tracy K.","contributorId":93114,"corporation":false,"usgs":true,"family":"Calhoun","given":"Tracy","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":207592,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Minasian, Diane L. dminasian@usgs.gov","contributorId":12906,"corporation":false,"usgs":true,"family":"Minasian","given":"Diane","email":"dminasian@usgs.gov","middleInitial":"L.","affiliations":[],"preferred":false,"id":207588,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Niem, Wendy","contributorId":67949,"corporation":false,"usgs":true,"family":"Niem","given":"Wendy","affiliations":[],"preferred":false,"id":207590,"contributorType":{"id":1,"text":"Authors"},"rank":7}]}} ,{"id":29628,"text":"wri964187 - 1996 - Urbanization and recharge in the vicinity of East Meadow Brook, Nassau County, New York: Part 1 — Streamflow and water-table altitude, 1939-90","interactions":[],"lastModifiedDate":"2022-01-03T19:51:11.438873","indexId":"wri964187","displayToPublicDate":"1998-05-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4187","title":"Urbanization and recharge in the vicinity of East Meadow Brook, Nassau County, New York: Part 1 — Streamflow and water-table altitude, 1939-90","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri964187","usgsCitation":"Scorca, M., 1996, Urbanization and recharge in the vicinity of East Meadow Brook, Nassau County, New York: Part 1 — Streamflow and water-table altitude, 1939-90: U.S. Geological Survey Water-Resources Investigations Report 96-4187, v, 39 p., https://doi.org/10.3133/wri964187.","productDescription":"v, 39 p.","costCenters":[],"links":[{"id":393776,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_48529.htm"},{"id":58448,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4187/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":159859,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4187/report-thumb.jpg"}],"country":"United States","state":"New York","county":"Nassau County","otherGeospatial":"East Meadow Brook","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -73.64307403564453,\n 40.625939917833925\n ],\n [\n -73.531494140625,\n 40.625939917833925\n ],\n [\n -73.531494140625,\n 40.80081598096255\n ],\n [\n -73.64307403564453,\n 40.80081598096255\n ],\n [\n -73.64307403564453,\n 40.625939917833925\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a18e4b07f02db605251","contributors":{"authors":[{"text":"Scorca, M. P.","contributorId":21997,"corporation":false,"usgs":true,"family":"Scorca","given":"M. P.","affiliations":[],"preferred":false,"id":201844,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":31678,"text":"ofr96719 - 1996 - Preliminary bedrock geologic map of the Vermont part of the 7.5 x 15 minute Mount Ascutney and Springfield quadrangles, Windsor County, Vermont","interactions":[],"lastModifiedDate":"2022-03-28T21:13:51.191526","indexId":"ofr96719","displayToPublicDate":"1997-12-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-719","title":"Preliminary bedrock geologic map of the Vermont part of the 7.5 x 15 minute Mount Ascutney and Springfield quadrangles, Windsor County, Vermont","docAbstract":"Bedrock in the Vermont part of the Mount Ascutney and Springfield quadrangles consists largely of, from west to east, Middle Proterozoic gneisses in the core of the Chester Dome, pre-Silurian metasedimentary, metavolcanic, and meta-igneous rocks as a cover sequence immediately above the dome, Silurian and Devonian metasedimentary and metavolcanic rocks of the Connecticut Valley sequence, and Ordovician to Silurian and Devonian metasedimentary rocks informally referred to as the New Hampshire sequence. In addition, the rocks are intruded by granitic dikes of the Devonian New Hampshire Plutonic Suite and, at Mount Ascutney, the Cretaceous White Mountain Plutonic - Volcanic Suite. The primary purpose of this report is to present preliminary results on the stratigraphic and structural relationships in the Connecticut Valley and New Hampshire sequence rocks.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96719","usgsCitation":"Walsh, G., Armstrong, T.R., and Ratcliffe, N.M., 1996, Preliminary bedrock geologic map of the Vermont part of the 7.5 x 15 minute Mount Ascutney and Springfield quadrangles, Windsor County, Vermont: U.S. Geological Survey Open-File Report 96-719, 36 p., https://doi.org/10.3133/ofr96719.","productDescription":"36 p.","costCenters":[],"links":[{"id":121672,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr_96_719.jpg"},{"id":13689,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1996/719/","linkFileType":{"id":5,"text":"html"}},{"id":392419,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_18688.htm"}],"scale":"24000","country":"United States","state":"Vermont","county":"Windsor County","otherGeospatial":"7.5 x 15 minute Mount Ascutney and Springfield quadrangles","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -72.5,\n 43.375\n ],\n [\n -72.375,\n 43.375\n ],\n [\n -72.375,\n 43.5\n ],\n [\n -72.5,\n 43.5\n ],\n [\n -72.5,\n 43.375\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac9e4b07f02db67c938","contributors":{"authors":[{"text":"Walsh, G. J. 0000-0003-4264-8836","orcid":"https://orcid.org/0000-0003-4264-8836","contributorId":47409,"corporation":false,"usgs":true,"family":"Walsh","given":"G. J.","affiliations":[],"preferred":false,"id":206685,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Armstrong, T. R.","contributorId":91528,"corporation":false,"usgs":true,"family":"Armstrong","given":"T.","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":206687,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Ratcliffe, N. M.","contributorId":80691,"corporation":false,"usgs":true,"family":"Ratcliffe","given":"N.","middleInitial":"M.","affiliations":[],"preferred":false,"id":206686,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":25662,"text":"wri964225 - 1996 - Measurement of flows for two irrigation districts in the lower Colorado River basin, Texas","interactions":[],"lastModifiedDate":"2016-08-22T09:12:00","indexId":"wri964225","displayToPublicDate":"1997-11-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4225","title":"Measurement of flows for two irrigation districts in the lower Colorado River basin, Texas","docAbstract":"The Lower Colorado River Authority sells and distributes water for irrigation of rice farms in two irrigation districts, the Lakeside district and the Gulf Coast district, in the lower Colorado River Basin of Texas. In 1993, the Lower Colorado River Authority implemented a water-measurement program to account for the water delivered to rice farms and to promote water conservation. During the rice-irrigation season (summer and fall) of 1995, the U.S. Geological Survey measured flows at 30 sites in the Lakeside district and 24 sites in the Gulf Coast district coincident with Lower Colorado River Authority measuring sites. In each district, the Survey made essentially simultaneous flow measurements with different types of meters twice a day once in the morning and once in the afternoon at each site on selected days for comparison with Lower Colorado River Authority measurements. One-hundred pairs of corresponding (same site, same date) Lower Colorado River Authority and U.S. Geological Survey measurements from the Lakeside district and 104 measurement pairs from the Gulf Coast district are compared statistically and graphically. For comparison, the measurement pairs are grouped by irrigation district and further subdivided by the time difference between corresponding measurements less than or equal to 1 hour or more than 1 hour. Wilcoxon signed-rank tests (to indicate whether two groups of paired observations are statistically different) on Lakeside district measurement pairs with 1 hour or less between measurements indicate that the Lower Colorado River Authority and U.S. Geological Survey measurements are not statistically different. The median absolute percent difference between the flow measurements is 5.9 percent; and 33 percent of the flow measurements differ by more than 10 percent. Similar statistical tests on Gulf Coast district measurement pairs with 1 hour or less between measurements indicate that the Lower Colorado River Authority and U.S. Geological Survey measurements are not statistically different. The median absolute percent difference between the flow measurements is 2.6 percent; and 30 percent of the flow measurements differ by more than 10 percent. The differences noted above between Lower Colorado River Authority and U.S. Geological Survey measurements with 1 hour or less between measurements and the differences between essentially simultaneous U.S. Geological Survey measurements are of similar orders of magnitude and, in some cases, very close.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Austin, TX","doi":"10.3133/wri964225","collaboration":"Prepared in cooperation with the Bureau of Reclamation, Lower Colorado River Authority, and Texas Water Development Board","usgsCitation":"Coplin, L., Liscum, F., East, J.W., and Goldstein, L., 1996, Measurement of flows for two irrigation districts in the lower Colorado River basin, Texas: U.S. Geological Survey Water-Resources Investigations Report 96-4225, iv, 38 p., https://doi.org/10.3133/wri964225.","productDescription":"iv, 38 p.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true}],"links":[{"id":118767,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4225/report-thumb.jpg"},{"id":54437,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4225/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Texas","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a28e4b07f02db611078","contributors":{"authors":[{"text":"Coplin, L.S.","contributorId":49366,"corporation":false,"usgs":true,"family":"Coplin","given":"L.S.","affiliations":[],"preferred":false,"id":194559,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Liscum, Fred","contributorId":95463,"corporation":false,"usgs":true,"family":"Liscum","given":"Fred","email":"","affiliations":[],"preferred":false,"id":194561,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"East, J. W.","contributorId":99186,"corporation":false,"usgs":true,"family":"East","given":"J.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":194562,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Goldstein, L.B.","contributorId":63847,"corporation":false,"usgs":true,"family":"Goldstein","given":"L.B.","email":"","affiliations":[],"preferred":false,"id":194560,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ]}