This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00530049 on town highway 53 crossing the North Branch of the Ottauquechee \nRiver, Bridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis \nof the site, including a quantitative analysis of stream stability and scour (U.S. Department \nof Transportation, 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 available from VTAOT files \nwas compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 26.6-mi2\n drainage area is in a predominantly rural and forested basin. In \nthe vicinity of the study site, the immediate banks have woody vegetation coverage with \ngrass on the overbanks.
\nIn the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.0075 ft/ft, an average channel top width of 66 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is cobble and gravel (D50 is 68.4 mm or \n0.224 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 27, 1994, indicated that the reach was stable.
\nThe town highway 53 crossing of the North Branch of the Ottauquechee Riveris a 51-ftlong, one-lane bridge consisting of one 49-foot steel-beam span (Vermont Agency of \nTransportation, written communication, August 25, 1994). The bridge is supported by \nvertical, concrete abutments with wingwalls. The channel is not skewed to the opening and \nthe opening-skew-to-roadway is zero degrees.
\nThe scour protection measures in place at the site are type-1 stone fill (less than 12 inches \ndiameter) along the upstream left wingwall and type-2 stone fill (less than 36 inches \ndiameter) along the upstream right wingwall. Additional details describing conditions at \nthe site are included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).\nTotal scour at a highway crossing is comprised of three components: 1) long-term \naggradation or degradation; 2) contraction scour (due to reduction in flow area caused by a \nbridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total \nscour is the sum of the three components. Equations are available to compute scour depths \nfor contraction and local scour and a summary of the results follows.
\nContraction scour for all modelled flows was 0 feet. Abutment scour ranged from 2.3 to \n12.0 feet and the worst-case abutment scour also occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 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/ofr96407","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Olson, S.A., 1996, Level II scour analysis for Bridge 49 (BRIDTH00530049) on Town Highway 53, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-407, iv, 30 p., https://doi.org/10.3133/ofr96407.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":178735,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96407.PNG"},{"id":279341,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0407/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5fa6","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240325,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240324,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49807,"text":"ofr96309 - 1996 - Level II scour analysis for Bridge 37 (BRIDTH00050037) on Town Highway 5, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T16:16:11","indexId":"ofr96309","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-309","title":"Level II scour analysis for Bridge 37 (BRIDTH00050037) on Town Highway 5, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00050037 on town highway 5 crossing the North Branch Ottauquechee River, \nBridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge available from VTAOT files was compiled prior to conducting Level I and Level \nII analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 10.5-mi2\n drainage area is a predominantly rural basin. In the vicinity of \nthe study site, the left and right banks are forested. Town highway 5 runs parallel to the \nupstream left and downstream right banks.
\nIn the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.013 ft/ft, an average channel top width of 50 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are gravel and cobble (D50 is 79.3 mm \nor 0.260 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nNovember 2, 1994, indicated that the reach was stable.
\nThe town highway 5 crossing of the North Branch Ottauquechee Riveris a 38-ft-long, onelane bridge consisting of one 35-foot steel beam span (Vermont Agency of Transportation, \nwritten commun., August 25, 1994). The bridge is supported by vertical, stone abutments \nwith wingwalls. The right abutment has settled due to scour. Type-3 stone fill (less than 36 \ninches diameter) provides protection to the upstream end of the upstream left wingwall and \nthe base of the downstream right wingwall. The channel is skewed approximately 35 \ndegrees; the opening-skew-to-roadway is 20 degrees. Additional details describing \nconditions at the site are included in the Level II Summary and Appendix E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.4 to 1.5 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 11.0 to 14.9 ft. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A 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, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96309","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 37 (BRIDTH00050037) on Town Highway 5, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-309, iv, 30 p., https://doi.org/10.3133/ofr96309.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179406,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96309.GIF"},{"id":279374,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0309/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a635c","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240293,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240294,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49808,"text":"ofr96310 - 1996 - Level II scour analysis for Bridge 42 (BETHTH00860042) on Town Highway 86, crossing Gilead Brook, Bethel, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T16:01:28","indexId":"ofr96310","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-310","title":"Level II scour analysis for Bridge 42 (BETHTH00860042) on Town Highway 86, crossing Gilead Brook, Bethel, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBETHTH00860042 on town highway 86 crossing Gilead Brook, Bethel, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). A Level \nI study is included in Appendix E of this report. A Level I study provides a qualitative \ngeomorphic characterization of the study site. Information on the bridge available from \nVTAOT files were compiled prior to conducting Level I and Level II analyses and can be \nfound in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBethel. The 11.4-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the upstream banks are tree covered and the downstream banks are \ncovered with shrubs and brush.
\nIn the study area, Gilead Brook is probably incised, has a sinuous channel with a slope of \napproximately 0.012 ft/ft, an average channel top width of 53 ft, and an average channel \ndepth of 5 ft. The predominant channel bed material is gravel to cobbles (D50 is 85.6 mm or \n0.281 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nSeptember 30, 1994, indicated that the reach was stable.
\nThe town highway 86 crossing of Gilead Brook is a 28-ft-long, one-lane bridge consisting \nof one 25-foot clear-span structure with a concrete deck (Vermont Agency of \nTransportation, written commun., August 24, 1994). The bridge is supported by concrete\nabutments with wingwalls. The bridge skew is approximately 5 degrees and there is no \nopening-skew-to-roadway.
\nA scour hole approximately 1 ft deeper than the mean thalweg depth was observed along \nthe left bank, near the upstream bridge face during the Level I assessment. There is also \napproximately 1 ft of scour along the left abutment of the bridge, near the upstream wing \nwall, exposing the footing. There is type-one (less than 12 in diameter) protection on the \nUS left wingwall and type-two (less than 36 in diameter) along the US and DS right \nwingwalls. There is no protection along the abutments. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995).\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 0 to 1.9 ft. The worst-case contraction \nscour occurred at the incipient-overtopping discharge and the 100-year discharge. \nAbutment scour ranged from 8.6 to 15.7 ft. The worst-case abutment scour occurred at the \n500-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). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results. Therefore, scour depths adopted by VTAOT may \ndiffer from the computed values documented herein, based on the consideration of \nadditional contributing factors and engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96310","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Song, D.L., 1996, Level II scour analysis for Bridge 42 (BETHTH00860042) on Town Highway 86, crossing Gilead Brook, Bethel, Vermont: U.S. Geological Survey Open-File Report 96-310, iv, 50 p., https://doi.org/10.3133/ofr96310.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":179407,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96310.GIF"},{"id":279373,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0310/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bethel","otherGeospatial":"Gilead Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.875 ], [ -72.75,44.0 ], [ -72.625,44.0 ], [ -72.625,43.875 ], [ -72.75,43.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a615e","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240295,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240296,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49809,"text":"ofr96311 - 1996 - Level II scour analysis for Bridge 46 (BRIDTH00050046) on Town Highway 05, crossing North Branch Ottauquechee River, Bridgewater, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:55:53","indexId":"ofr96311","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-311","title":"Level II scour analysis for Bridge 46 (BRIDTH00050046) on Town Highway 05, crossing North Branch Ottauquechee River, Bridgewater, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRIDTH00050046 on town highway 5 crossing the North Branch Ottauquechee River, \nBridgewater, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge, gleaned from Vermont Agency of Transportation (VTAOT) files was compiled \nprior to conducting Level I and Level II analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBridgewater. The 5.61-mi2\n drainage area is a predominantly rural and forested basin. In the \nvicinity of the study site, the banks are forested. Town highway 5 parallels the upstream left \nbank.
\nIn the study area, the North Branch Ottauquechee River has a sinuous channel with a slope \nof approximately 0.015 ft/ft, an average channel top width of 48 ft and an average channel \ndepth of 6 ft. The predominant channel bed materials are gravel and cobble with a median \ngrain size (D50) of 66.2 mm (0.217 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on November 2 and 3, 1994, indicated that the reach was stable.
\nThe town highway 5 crossing of North Branch Ottauquechee Riveris a 40-ft-long, one-lane\nbridge consisting of a 34-ft steel-beam span, supported by vertical abutments with no \nwingwalls (Vermont Agency of Transportation, written communication, August 25, 1994). \nThe left abutment is stone; the right abutment is log cribwork with type-2 stone fill (less \nthan 36 inches diameter) along its base. Type-2 stone fill has also been placed on the \nupstream and downstream sides of the road embankments, except the upstream left which \nhas type-3 (less than 48 inches diameter). The channel is skewed approximately 60 degrees; \nthe opening-skew-to-roadway is 30 degrees. Additional details describing conditions at the \nsite are included in the Level II Summary, Appendix D, and Appendix E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993).
\nTotal scour at a highway crossing is comprised of three components: 1) long-term \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of these computed results \nfollow.
\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 5.7 ft to \n7.7 ft. with the worst-case abutment scour occurring at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated depths, are presented in \ntables 1 and 2. A cross-section of the computed scour at the bridge is presented in figure 8. \nScour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 22). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results. Therefore, scour depths adopted by VTAOT may \ndiffer from the computed values documented herein, based on the consideration of \nadditional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96311","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 46 (BRIDTH00050046) on Town Highway 05, crossing North Branch Ottauquechee River, Bridgewater, Vermont: U.S. Geological Survey Open-File Report 96-311, iv, 30 p., https://doi.org/10.3133/ofr96311.","productDescription":"iv, 30 p.","numberOfPages":"35","costCenters":[],"links":[{"id":179408,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96311.GIF"},{"id":279366,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0311/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bridgewater","otherGeospatial":"North Branch Ottauquechee River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60ef","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240297,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240298,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49810,"text":"ofr96312 - 1996 - Level II scour analysis for Bridge 25 (CRAFTH00220025) on Town Highway 22, crossing the Wild Branch Lamoille River, Craftsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:56:24","indexId":"ofr96312","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-312","title":"Level II scour analysis for Bridge 25 (CRAFTH00220025) on Town Highway 22, crossing the Wild Branch Lamoille River, Craftsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCRAFTH00220025 on town highway 22 crossing the Wild Branch Lamoille River, \nCraftsbury, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). A Level I study is included in Appendix E of this report. A Level I \nstudy provides a qualitative geomorphic characterization of the study site. Information on \nthe bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled \nprior to conducting Level I and Level II analyses and can be found in Appendix D.
\nThe site is in the New England Upland physiographic province of north-central Vermont in \nthe town of Bridgewater. The 9.52-mi2\n drainage area is in a predominantly rural basin with \nsome pasture on the valley bottom. In the vicinity of the study site, the banks have less than \n25% woody vegetation coverage.
\nIn the study area, the Wild Branch Lamoille River has a meandering channel in a low relief \nvalley setting with wide flood plains and a slope of approximately 0.0044 ft/ft, an average \nchannel top width of 35 ft and an average channel depth of 4 ft. The predominant channel \nbed material is gravel (D50 is 38.6 mm or 0.127 ft). The geomorphic assessment at the time \nof the Level I and Level II site visit on November 9, 1994, indicated that the reach was \nlaterally unstable.
\nThe town highway 22 crossing of the Wild Branch Lamoille Riveris a 31-ft-long, two-lane\nbridge consisting of one 29-foot span concrete slab superstructure (Vermont Agency of \nTransportation, written commun., August 4, 1994). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The channel is skewed approximately 20 degrees to the \nopening and the opening-skew-to-roadway is 20 degrees.
\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the left bank \nside of the channel upstream during the Level I assessment. There are tall, steep stone fill \nembankments (artificial levees) that make up both banks between 50 feet upstream and the \nupstream face of the bridge, which straighten and constrict the channel. Type-2 stone fill \n(less than 36 inches diameter) is reported on the banks upstream, the upstream wingwalls,\nthe abutments, the downstream left wingwall, and the downstream left bank. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 2.5 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 4.7 to 8.6 ft. The worst-case abutment \nscour also occurred at the incipient overtopping discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection, and the results of the hydraulic analyses, must be considered to properly assess \nthe validity of abutment scour results. Therefore, scour depths adopted by VTAOT may \ndiffer from the computed values documented herein, based on the consideration of \nadditional contributing factors and experienced engineering judgement.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96312","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 25 (CRAFTH00220025) on Town Highway 22, crossing the Wild Branch Lamoille River, Craftsbury, Vermont: U.S. Geological Survey Open-File Report 96-312, iv, 50 p., https://doi.org/10.3133/ofr96312.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":179409,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96312.GIF"},{"id":279364,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0312/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Craftsbury","otherGeospatial":"Wild Branch Lamoille 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":"4f4e4b1ae4b07f02db6a808e","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240300,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240299,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49811,"text":"ofr96383 - 1996 - Level II scour analysis for Bridge 16 (BRNATH00800016) on Town Highway 80, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:39:17","indexId":"ofr96383","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-383","title":"Level II scour analysis for Bridge 16 (BRNATH00800016) on Town Highway 80, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00800016 on town highway 80 crossing Locust Creek, Barnard, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \ngleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to \nconducting Level I and Level II analyses and can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBarnard. The 22.0-mi2\n drainage area is in a predominantly rural and forested basin. In the \nvicinity of the study site, the left banks are forested and the right banks are covered with \nshrub and brush. Vermont Route 12 is adjacent to the right bank.
\nIn the study area, Locust Creek has an incised channel with a slope of approximately 0.02 \nft/ft, an average channel top width of 60 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are gravel and cobble with a median grain size (D50) of \n102 mm (0.336 ft). The geomorphic assessment at the time of the Level I and Level II site \nvisits on September 22, 1994 and October 12, 1994, indicated that the reach was stable.
\nThe town highway 80 crossing of Locust Creek is a 36-ft-long, one-lane bridge consisting \nof one 33-foot steel-beam span with timber deck (Vermont Agency of Transportation, \nwritten communication, August 23, 1994). The bridge is supported by vertical, log crib\nabutments with wingwalls. Type-2 stone fill (less than 36 inches diameter) protects the \nupstream and downstream left wingwalls and the downstream left road embankment. Type-\n3 stone fill (less than 48 inches diameter) protects the upstream and downstream right \nwingwalls. The upstream left and downstream right road embankments are not protected \nand road wash is eroding these areas. The channel approach to the bridge is straight with the \nbridge skewed zero degrees to flow; the opening-skew-to-roadway is also zero degrees.\nAdditional details describing conditions at the site are included in the Level II Summary, \nAppendix D, and Appendix E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 3.7 ft. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge, which was between the \n100- and 500-year discharge. Abutment scour ranged from 17.5 to 23.2 ft. The worst-case \nabutment scour occurred at the 500-year discharge. Additional information on scour depths \nand depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). 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/ofr96383","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 16 (BRNATH00800016) on Town Highway 80, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-383, iv, 48 p., https://doi.org/10.3133/ofr96383.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":179493,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96383.GIF"},{"id":279361,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0383/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.75 ], [ -72.75,43.875 ], [ -72.625,43.875 ], [ -72.625,43.75 ], [ -72.75,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a82af","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240301,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240302,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49812,"text":"ofr96384 - 1996 - Level II scour analysis for Bridge 31 (BRNATH00470031) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T15:28:22","indexId":"ofr96384","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-384","title":"Level II scour analysis for Bridge 31 (BRNATH00470031) on Town Highway 47, crossing Locust Creek, Barnard, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNATH00470031 on town highway 47 crossing Locust Creek, Barnard, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \ngleaned from VTAOT files, was compiled prior to conducting Level I and Level II analyses \nand can be found in Appendix D.
\nThe site is in the Green Mountain physiographic province of central Vermont in the town of \nBarnard. The 4.47-mi2\n drainage area is a predominantly rural and forested basin. In the \nvicinity of the study site, the banks have dense woody vegetation coverage except for areas \nof grass and brush on the upstream banks.
\nIn the study area, Locust Creek has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 34 ft and an average channel \ndepth of 3 ft. The predominant channel bed materials are gravel and cobble (D50 is 55.2 mm \nor 0.181 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nOctober 12, 1994, indicated that the reach was stable.
\nThe town highway 47 crossing of Locust Creek is a 28-ft-long, one-lane bridge consisting \nof one 25-foot span concrete slab superstructure (Vermont Agency of Transportation, \nwritten commun., August 23, 1994). The bridge is supported by vertical, concrete\nabutments with concrete wingwalls. The channel is skewed approximately 20 degrees to the \nopening while the opening-skew-to-roadway is 15 degrees.
\nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on the right and left abutments and all wingwalls. The banks upstream and \ndownstream are not protected. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.6 to \n9.2 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). 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/ofr96384","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 31 (BRNATH00470031) on Town Highway 47, crossing Locust Creek, Barnard, Vermont: U.S. Geological Survey Open-File Report 96-384, iv, 28 p., https://doi.org/10.3133/ofr96384.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179494,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96384.GIF"},{"id":279357,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0384/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Barnard","otherGeospatial":"Locust Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.625 ], [ -72.75,43.75 ], [ -72.625,43.75 ], [ -72.625,43.625 ], [ -72.75,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7ea9","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240304,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240303,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":23248,"text":"ofr96491 - 1996 - Initiation and frequency of debris flows in Grand Canyon, Arizona","interactions":[],"lastModifiedDate":"2020-12-01T22:02:28.399609","indexId":"ofr96491","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-491","displayTitle":"Initiation and Frequency of Debris Flows in Grand Canyon, Arizona","title":"Initiation and frequency of debris flows in Grand Canyon, Arizona","docAbstract":"Debris flows occur in 600 tributaries of the Colorado River in Grand Canyon, Arizona when intense precipitation causes slope failures in bedrock or colluvium. These slurries transport poorly sorted sediment, including very large boulders that form rapids at the mouths of tributaries and control the longitudinal profile of the Colorado River. Although the amount of rainfall on the days of historic debris flows typically is not unusual, the storm rainfall on consecutive days before the debris flows typically had recurrence intervals greater than 10 yrs. Four types of failure mechanisms initiate debris flows: bedrock failure (12 percent), failure of colluvial wedges by rainfall (21 percent), failure of colluvial wedges by runoff (the \"firehose effect;\" 36 percent), and combinations of these failure mechanisms (30 percent). Failure points are directly or indirectly associated with terrestrial shales, particularly the Permian Hermit Shale, shale units within the Permian Esplanade Sandstone of the Supai Group, and the Cambrian Bright Angel Shale. Shales either directly fail, produce colluvial wedges downslope that contain clay, or form benches that store poorly sorted colluvium in wedge-shaped deposits. Terrestrial shales provide the fine particles and clay minerals?particularly kaolinite and illite?essential to long-distance debris-flow transport, whereas marine shales mostly contain smectites, which inhibit debris-flow initiation. Using repeat photography, we determined whether or not a debris flow occurred in the last century in 164 of 600 tributaries in Grand Canyon. We used logistic regression to model the binomial frequency data using 21 morphometric and lithologic variables. The location of shale units, particularly the Hermit Shale, within the tributary is the most consistent variable related to debris-flow frequency in Grand Canyon. Other statistically significant variables vary with large scale changes in canyon morphology. Standard morphometric measures such as drainage-basin area, channel gradient, and aspect of the river corridor are the most significant variables in the narrow and deep eastern section of Grand Canyon. Measures of the location of source lithologies are more important in western Grand Canyon, which has broader and low-gradient drainages. Measures of geologic structure, and other standard hydrologic variates, were not significant. Our results show that the probability of debris-flow occurrence is highest in eastern Grand Canyon. Throughout Grand Canyon, the probability of debris-flow occurrence is highest in reaches of the Colorado River that trend south-southwest. This direction is significant because most summer storms originate from a southerly direction, and the maximum slope of the regional structure is to the southwest. The binomial frequency of debris flows is not random in Grand Canyon, and tributaries of similar debris-flow frequency are clustered in distinct reaches.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96491","usgsCitation":"Griffiths, P.G., Webb, R., and Melis, T., 1996, Initiation and frequency of debris flows in Grand Canyon, Arizona: U.S. Geological Survey Open-File Report 96-491, ii, 35 p., https://doi.org/10.3133/ofr96491.","productDescription":"ii, 35 p.","costCenters":[],"links":[{"id":154267,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":1398,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.water.usgs.gov/ofr96-491","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Arizona","otherGeospatial":"Colorado River, Grand Canyon","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -114.01611328125,\n 35.68407153314097\n ],\n [\n -111.192626953125,\n 35.68407153314097\n ],\n [\n -111.192626953125,\n 36.958671131530316\n ],\n [\n -114.01611328125,\n 36.958671131530316\n ],\n [\n -114.01611328125,\n 35.68407153314097\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e3e4b07f02db5e5cf0","contributors":{"authors":[{"text":"Griffiths, Peter G. 0000-0002-8663-8907 pggriffi@usgs.gov","orcid":"https://orcid.org/0000-0002-8663-8907","contributorId":187,"corporation":false,"usgs":true,"family":"Griffiths","given":"Peter","email":"pggriffi@usgs.gov","middleInitial":"G.","affiliations":[],"preferred":true,"id":189728,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Webb, Robert H. rhwebb@usgs.gov","contributorId":1573,"corporation":false,"usgs":false,"family":"Webb","given":"Robert H.","email":"rhwebb@usgs.gov","affiliations":[{"id":12625,"text":"School of Natural Resources and the Environment, University of Arizona, Tucson, AZ, 85721, USA","active":true,"usgs":false}],"preferred":false,"id":189729,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Melis, Theodore S. 0000-0003-0473-3968 tmelis@usgs.gov","orcid":"https://orcid.org/0000-0003-0473-3968","contributorId":1829,"corporation":false,"usgs":true,"family":"Melis","given":"Theodore S.","email":"tmelis@usgs.gov","affiliations":[{"id":568,"text":"Southwest Biological Science Center","active":true,"usgs":true}],"preferred":true,"id":189730,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":23810,"text":"ofr96117 - 1996 - Geohydrology and potential water-supply development on Bumkin, Gallops, Georges, Grape, Lovell, and Peddocks Islands, eastern Massachusetts","interactions":[],"lastModifiedDate":"2020-03-27T10:41:23","indexId":"ofr96117","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-117","title":"Geohydrology and potential water-supply development on Bumkin, Gallops, Georges, Grape, Lovell, and Peddocks Islands, eastern Massachusetts","docAbstract":"An investigation of the geohydrology and of the potential for water-supply development on several of the Boston Harbor Islands, eastern Massachusetts, was conducted to evaluate the possibility of developing a permanent small-capacity water supply to support recreational activities, such as camping, hiking, and swimming. The Boston Harbor Islands, including Bumkin, Gallops, Georges, Grape, Lovell, and Peddocks Islands are part of a larger group of glacially deposited drumlins, which are composed of thick, dense, homogeneous till in their core that are overlain by a thin layer of stratified-beach deposits. The surficial materials over-lie a weathered zone of the metasedimentary Cambridge Argillite in the Boston Harbor area and were deposited by continental ice sheets that covered New England twice during the late Pleistocene Epoch, and by near-shore processes in the Holocene Epoch. The thickness of these materials range from less than 1 to about 300 feet where present.
The till was deposited by glacial ice and is characterized as an unsorted matrix of sand, silt, and clay with variable amounts of stones and large boulders. The stratified deposits primarily consist of sorted and layered sand and gravel that accumulated and formed the beaches and tombolos of the harbor islands. These deposits overlie the till at altitudes generally less than 10 feet above sea level.
A cross-sectional, ground-water-flow model was developed to estimate depth to the water table for a hypothetical drumlin-island flow system, which was assumed to be representative of the drumlin islands in Boston Harbor. Areas were identified in each island flow system with the greatest potential for small-capacity water-supply development based on the model-calculated depth to water and surficial geology of the islands. Model-calculated depth to water estimates were used because of the lack of available hydrologic data for the islands. Model results indicate that the simulated depth to water is less than 20 feet within 240 feet from the shore of the hypothetical drumlin-island flow system. This area on the topographic maps of the six Boston Harbor Islands roughly coincides with the high transmissivity zones of stratified-beach deposits and weathered till on the lower slopes of the drumlins where ground-water discharge and surface and subsurface runoff occurs.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96117","usgsCitation":"Masterson, J., Stone, B.D., and Rendigs, R., 1996, Geohydrology and potential water-supply development on Bumkin, Gallops, Georges, Grape, Lovell, and Peddocks Islands, eastern Massachusetts: U.S. Geological Survey Open-File Report 96-117, iii, 22 p., https://doi.org/10.3133/ofr96117.","productDescription":"iii, 22 p.","costCenters":[{"id":40020,"text":"Florence Bascom Geoscience Center","active":true,"usgs":true}],"links":[{"id":53024,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0117/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":156815,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0117/report-thumb.jpg"}],"country":"United States","state":"Massachusetts","otherGeospatial":"Bumkin Island, Gallops Island, Georges Island, Grape Island, Lovells Island, Peddocks Island","geographicExtents":"{\n \"type\": 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-70.91897964477539,\n 42.2684490759395\n ],\n [\n -70.91816425323485,\n 42.26894131407298\n ],\n [\n -70.91711282730103,\n 42.26875077073535\n ],\n [\n -70.91636180877686,\n 42.27054503100655\n ],\n [\n -70.91797113418579,\n 42.27202168477405\n ],\n [\n -70.91973066329956,\n 42.27157710448389\n ],\n [\n -70.92185497283936,\n 42.27052915282104\n ],\n [\n -70.92556715011597,\n 42.269798751964686\n ],\n [\n -70.92618942260742,\n 42.26883016386268\n ],\n [\n -70.92554569244385,\n 42.26762337753574\n ],\n [\n -70.92329263687134,\n 42.26728991934532\n ],\n [\n -70.92041730880737,\n 42.267512225001596\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1be4b07f02db6a8c92","contributors":{"authors":[{"text":"Masterson, John P. 0000-0003-3202-4413","orcid":"https://orcid.org/0000-0003-3202-4413","contributorId":102516,"corporation":false,"usgs":true,"family":"Masterson","given":"John P.","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":190773,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Stone, Byron D. 0000-0001-6092-0798 bdstone@usgs.gov","orcid":"https://orcid.org/0000-0001-6092-0798","contributorId":1702,"corporation":false,"usgs":true,"family":"Stone","given":"Byron","email":"bdstone@usgs.gov","middleInitial":"D.","affiliations":[{"id":243,"text":"Eastern Geology and Paleoclimate Science Center","active":true,"usgs":true},{"id":40020,"text":"Florence Bascom Geoscience Center","active":true,"usgs":true}],"preferred":true,"id":190772,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Rendigs, R.R.","contributorId":50506,"corporation":false,"usgs":true,"family":"Rendigs","given":"R.R.","affiliations":[],"preferred":false,"id":190771,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":5128,"text":"fs20696 - 1996 - Managing drought risk with a computer model of the Raritan River Basin water-supply system in central New Jersey","interactions":[],"lastModifiedDate":"2014-04-03T11:22:53","indexId":"fs20696","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":313,"text":"Fact Sheet","code":"FS","onlineIssn":"2327-6932","printIssn":"2327-6916","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"206-96","title":"Managing drought risk with a computer model of the Raritan River Basin water-supply system in central New Jersey","docAbstract":"The reservoirs and pumping stations that comprise the Raritan \nRiver Basin water-supply system and its interconnections to the \nDelaware-Raritan Canal water-supply system, operated by the \nNew Jersey Water Supply Authority (NJWSA), provide potable \nwater to central New Jersey communities. The water reserve of \nthis combined system can easily be depleted by an extended \nperiod of below-normal precipitation. Efficient operation of the \ncombined system is vital to meeting the water-supply needs of \ncentral New Jersey. In an effort to improve the efficiency of the \nsystem operation, the U.S. Geological Survey (USGS), in \ncooperation with the NJWSA, has developed a computer model \nthat provides a technical basis for evaluating the effects of \nalternative patterns of operation of the Raritan River Basin \nwater-supply system. This fact sheet describes the model, its \ntechnical basis, and its operation.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/fs20696","usgsCitation":"Dunne, P., and Tasker, G., 1996, Managing drought risk with a computer model of the Raritan River Basin water-supply system in central New Jersey: U.S. Geological Survey Fact Sheet 206-96, 2 p., https://doi.org/10.3133/fs20696.","productDescription":"2 p.","numberOfPages":"2","costCenters":[],"links":[{"id":139796,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/fs20696.jpg"},{"id":285423,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/fs/0206-96/report.pdf"}],"country":"United States","state":"New Jersey","otherGeospatial":"Raritan River Basin","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -75.0984,40.098 ], [ -75.0984,40.9965 ], [ -74.1989,40.9965 ], [ -74.1989,40.098 ], [ -75.0984,40.098 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a82e4b07f02db64ab6d","contributors":{"authors":[{"text":"Dunne, Paul","contributorId":86794,"corporation":false,"usgs":true,"family":"Dunne","given":"Paul","email":"","affiliations":[],"preferred":false,"id":150465,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Tasker, Gary","contributorId":78617,"corporation":false,"usgs":true,"family":"Tasker","given":"Gary","affiliations":[],"preferred":false,"id":150464,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":29668,"text":"wri954184 - 1996 - Three-dimensional ground-water-flow model of the water-table aquifer in Vega Alta, Puerto Rico","interactions":[],"lastModifiedDate":"2020-05-11T22:12:13.277586","indexId":"wri954184","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"95-4184","title":"Three-dimensional ground-water-flow model of the water-table aquifer in Vega Alta, Puerto Rico","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri954184","usgsCitation":"Sepulveda, N., 1996, Three-dimensional ground-water-flow model of the water-table aquifer in Vega Alta, Puerto Rico: U.S. Geological Survey Water-Resources Investigations Report 95-4184, v, 65 p. , https://doi.org/10.3133/wri954184.","productDescription":"v, 65 p. ","costCenters":[],"links":[{"id":374618,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1995/4184/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":160464,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1995/4184/report-thumb.jpg"}],"country":"United States","otherGeospatial":"Vega Alta, Puerto Rico","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -66.36428833007812,\n 18.34931174429646\n ],\n [\n -66.29150390625,\n 18.34931174429646\n ],\n [\n -66.29150390625,\n 18.48481889407345\n ],\n [\n -66.36428833007812,\n 18.48481889407345\n ],\n [\n -66.36428833007812,\n 18.34931174429646\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a53e4b07f02db62b8a6","contributors":{"authors":[{"text":"Sepulveda, Nicasio 0000-0002-6333-1865 nsepul@usgs.gov","orcid":"https://orcid.org/0000-0002-6333-1865","contributorId":1454,"corporation":false,"usgs":true,"family":"Sepulveda","given":"Nicasio","email":"nsepul@usgs.gov","affiliations":[{"id":5051,"text":"FLWSC-Orlando","active":true,"usgs":true}],"preferred":true,"id":201926,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":44374,"text":"ofr96651 - 1996 - Evaluation of shorelines along Lake Mohave, Lake Mead National Recreation Area, Nevada and Arizona","interactions":[],"lastModifiedDate":"2012-02-10T00:10:10","indexId":"ofr96651","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-651","title":"Evaluation of shorelines along Lake Mohave, Lake Mead National Recreation Area, Nevada and Arizona","docAbstract":"The hdpw (head-in-a-pumping-well) program described in this report is a post-processor that calculates the head in a pumping well based on thesimulated head at a finite-difference model cell that contains the well. The calculations are based on the Thiem equation. The hdpw code works with the U.S. Geological Survey modular finite-difference ground-water flow model, which is commonly called MODFLOW. The hdpw code is a complete program that has incorporated many of MODFLOW subroutines to read data. Code was added to the well package to calculate the head and drawdown in a fully-penetrating well of finite radius.","language":"ENGLISH","doi":"10.3133/ofr96651","usgsCitation":"Workman, J.B., 1996, Evaluation of shorelines along Lake Mohave, Lake Mead National Recreation Area, Nevada and Arizona: U.S. Geological Survey Open-File Report 96-651, 1 map : col. ; 113 x 46 cm., folded in envelope 22 x 24 cm. + 1 text (4 leaves ; 28 cm.), https://doi.org/10.3133/ofr96651.","productDescription":"1 map : col. ; 113 x 46 cm., folded in envelope 22 x 24 cm. + 1 text (4 leaves ; 28 cm.)","costCenters":[],"links":[{"id":168839,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0651/report-thumb.jpg"},{"id":81662,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1996/0651/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":81663,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0651/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"scale":"100000","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -114.86666666666666,35 ], [ -114.86666666666666,36 ], [ -114.36749999999999,36 ], [ -114.36749999999999,35 ], [ -114.86666666666666,35 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5fab96","contributors":{"authors":[{"text":"Workman, Jeremiah B. 0000-0001-7816-6420 jworkman@usgs.gov","orcid":"https://orcid.org/0000-0001-7816-6420","contributorId":714,"corporation":false,"usgs":true,"family":"Workman","given":"Jeremiah","email":"jworkman@usgs.gov","middleInitial":"B.","affiliations":[{"id":318,"text":"Geosciences and Environmental Change Science Center","active":true,"usgs":true}],"preferred":true,"id":229659,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":44310,"text":"ofr96739 - 1996 - City of Flagstaff Project: Ground Water Resource Evaluation, Remote Sensing Component","interactions":[],"lastModifiedDate":"2012-02-02T00:11:05","indexId":"ofr96739","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-739","title":"City of Flagstaff Project: Ground Water Resource Evaluation, Remote Sensing Component","docAbstract":"Many regions, cities, and towns in the Western United States need new or expanded water resources because of both population growth and increased development. Any tools or data that can help in the evaluation of an area's potential water resources must be considered for this increasingly critical need. Remotely sensed satellite images and subsequent digital image processing have been under-utilized in ground water resource evaluation and exploration. Satellite images can be helpful in detecting and mapping an area's regional structural patterns, including major fracture and fault systems, two important geologic settings for an area's surface to ground water relations. Within the United States Geological Survey's (USGS) Flagstaff Field Center, expertise and capabilities in remote sensing and digital image processing have been developed over the past 25 years through various programs. For the City of Flagstaff project, this expertise and these capabilities were combined with traditional geologic field mapping to help evaluate ground water resources in the Flagstaff area. Various enhancement and manipulation procedures were applied to the digital satellite images; the results, in both digital and hardcopy format, were used for field mapping and analyzing the regional structure. \r\n\r\nRelative to surface sampling, remotely sensed satellite and airborne images have improved spatial coverage that can help study, map, and monitor the earth surface at local and/or regional scales. Advantages offered by remotely sensed satellite image data include: \r\n1. a synoptic/regional view compared to both aerial photographs and ground sampling, \r\n2. cost effectiveness, \r\n3. high spatial resolution and coverage compared to ground sampling, and \r\n4. relatively high temporal coverage on a long term basis.\r\n\r\nRemotely sensed images contain both spectral and spatial information. The spectral information provides various properties and characteristics about the surface cover at a given location or pixel (that is, vegetation and/or soil type). The spatial information gives the distribution, variation, and topographic relief of the cover types from pixel to pixel. Therefore, the main characteristics that determine a pixel's brightness/reflectance and, consequently, the digital number (DN) assigned to the pixel, are the physical properties of the surface and near surface, the cover type, and the topographic slope. In this application, the ability to detect and map lineaments, especially those related to fractures and faults, is critical. Therefore, the extraction of spatial information from the digital images was of prime interest in this project. The spatial information varies among the different spectral bands available; in particular, a near infrared spectral band is better than a visible band when extracting spatial information in highly vegetated areas. In this study, both visible and near infrared bands were analyzed and used to extract the desired spatial information from the images. \r\n\r\nThe wide swath coverage of remotely sensed satellite digital images makes them ideal for regional analysis and mapping. Since locating and mapping highly fractured and faulted areas is a major requirement for ground water resource evaluation and exploration this aspect of satellite images was considered critical; it allowed us to stand back (actually up about 440 miles), look at, and map the regional structural setting of the area. The main focus of the remote sensing and digital image processing component of this project was to use both remotely sensed digital satellite images and a Digital Elevation Model (DEM) to extract spatial information related to the structural and topographic patterns in the area. The data types used were digital satellite images collected by the United States' Landsat Thematic Mapper (TM) and French Systeme Probatoire d'Observation de laTerre (SPOT) imaging systems, along with a DEM of the Flagstaff region. The USGS Mini Image Processing Sy","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/ofr96739","usgsCitation":"Chavez, P.S., Velasco, M.G., Bowell, J., Sides, S., Gonzalez, R.R., and Soltesz, D.L., 1996, City of Flagstaff Project: Ground Water Resource Evaluation, Remote Sensing Component: U.S. Geological Survey Open-File Report 96-739, Images, https://doi.org/10.3133/ofr96739.","productDescription":"Images","additionalOnlineFiles":"Y","costCenters":[{"id":273,"text":"Flagstaff Science Center","active":false,"usgs":true}],"links":[{"id":169352,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4abbe4b07f02db672c1c","contributors":{"authors":[{"text":"Chavez, Pat S. Jr.","contributorId":39870,"corporation":false,"usgs":true,"family":"Chavez","given":"Pat","suffix":"Jr.","email":"","middleInitial":"S.","affiliations":[],"preferred":false,"id":229533,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Velasco, Miguel G. 0000-0003-2559-7934 mvelasco@usgs.gov","orcid":"https://orcid.org/0000-0003-2559-7934","contributorId":2103,"corporation":false,"usgs":true,"family":"Velasco","given":"Miguel","email":"mvelasco@usgs.gov","middleInitial":"G.","affiliations":[{"id":657,"text":"Western Geographic Science Center","active":true,"usgs":true},{"id":131,"text":"Astrogeology Science Center","active":true,"usgs":true}],"preferred":true,"id":229531,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Bowell, Jo-Ann","contributorId":103722,"corporation":false,"usgs":true,"family":"Bowell","given":"Jo-Ann","email":"","affiliations":[],"preferred":false,"id":229536,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Sides, Stuart C. ssides@usgs.gov","contributorId":5055,"corporation":false,"usgs":true,"family":"Sides","given":"Stuart C.","email":"ssides@usgs.gov","affiliations":[],"preferred":true,"id":229532,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Gonzalez, Rosendo R.","contributorId":64093,"corporation":false,"usgs":true,"family":"Gonzalez","given":"Rosendo","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":229535,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Soltesz, Deborah L.","contributorId":59680,"corporation":false,"usgs":true,"family":"Soltesz","given":"Deborah","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":229534,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":30617,"text":"wri944254 - 1996 - Analysis and simulation of ground-water flow in Lake Wales Ridge and adjacent areas of central Florida","interactions":[],"lastModifiedDate":"2021-03-04T00:13:26.108559","indexId":"wri944254","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"94-4254","title":"Analysis and simulation of ground-water flow in Lake Wales Ridge and adjacent areas of central Florida","docAbstract":"The Lake Wales Ridge is an uplands recharge area in central Florida that contains many sinkhole lakes. Below-normal rainfall and increased pumping of ground water have resulted in declines both in ground-water levels and in the water levels of many of the ridge lakes. A digital flow model was developed for a 3,526 square-mile area to help understand the current (1990) ground-water flow system and its response to future ground-water withdrawals.
The ground-water flow system in the Lake Wales Ridge and adjacent area of central Florida consists of a sequence of sedimentary aquifers and confining units. The uppermost water-bearing unit of the study area is the surficial aquifer. This aquifer is generally unconfined and is composed primarily of clastic deposits. The surficial aquifer is underlain by the confined intermediate aquifer and confining units which consists of up to three water-bearing units composed of interbedded clastics and carbonate rocks. The lowermost unit of the ground- water flow system, the confined Upper Floridan aquifer, consists of a thick, hydraulically connected sequence of carbonate rocks. The Upper Floridan aquifer is about 1,200 to 1,400 feet thick and is the primary source for ground-water withdrawals in the study area.
The generalized ground-water flow system of the Lake Wales Ridge is that water moves downward from the surficial aquifer to the intermediate aquifer and the Upper Floridan aquifer in the central area, primarily under the ridges, with minor amounts of water flow under the flatlands. The water flows laterally away from the central area, downgradient to discharge areas to the west, east, and south, and locally along valleys of major streams. Upward leakage occurs along valleys of major streams.
The model was initially calibrated to the steady-state conditions representing September 1989. The resulting calibrated hydrologic parameters were then tested by simulating transient conditions for the period October 1989 through 1990. A final test of model calibration was conducted by successfully simulating transient conditions for the period October 1988 through September 1989. Altitudes of the water table, base of the surficial aquifer, riverbed conductances, confining-unit leakances, aquifer transmissivities, and net recharge and discharge rates were determine during calibration.
Steady-state and transient simulations reasonably approximated measured aquifer heads and lake levels. Residuals were within the established calibration criteria that required 68 percent of all simulated heads to be within + - 2 feet of observed surficial aquifer heads and lake levels and + - 5 feet of observed intermediate and Upper Floridan aquifer heads. Simulation of streamflow was poor, probably due to the scale of the model and regulated streamflow conditions. Simulation indicates a marked difference between the ground-water flow rates of September 1989 (steady-state conditions, end of wet season) and May 1990 (large pumpage, end of dry season) in million gallons per day: September May 1989 1990 Pumping rate 126 486 Donward leakage (into 367 564 Upper Floridan aquifer) Streamflow 67 13 Net lateral boundary flow 218 115 Total discharge (excluding 479 626 evapotranspiration.
The calibrated flow model was used to simulate the short-term (one year) effects of 1990 water year pumpage (349 Mgal/d) on the September 1989 ground- water flow system in response to five different pumping schemes: (2) no pumpage, (2) no public supply pumpage, (3) no industrial pumpage, (4) no agricultural pumpage, and (5) no regional pumping outside the Water Use Caution Area. Simulation of no pumpage indicated maximum aquifer head rises of about 2 feet in the surficial aquifer and lakes, about 12 feet in the intermediate aquifer and about 16 feet in the Upper Floridan aquifer. The high rate recharge areas along the Lake Wales Ridge are most affected by pumping. Simulation of no agricultural pumpage resulted in a maximum recovery of about 2 feet in each aquifer. Simulation of no industrial or mining pumpage resulted in a maximum of less than one foot in the surficial aquifer and lakes, about 10 feet in the intermediate aquifer, and about 14 feet in the Upper Floridan aquifer. Simulation of no public supply pumpage indicated a maximum recovery of less than one foot in the surficial aquifer and lakes, about 4 feet in the intermediate aquifer, and about 10 feet in the Upper Floridan aquifer. Simulation of no regional pumping outside the Water Use Caution Area indicated recoveries of less than 2 feet within the Water Use Caution Area.
Simulations were used to investigate long-term aquifer changes in response to two development alternatives: (1) continuation of 1990 water year hydrologic conditions and pumping rates (349 Mgal/d), and (2) increased pumpage (506 Mgal/d). Simulation of continued 1990 water year hydrologic conditions and pumping for 20 years indicated that head decline of more than 10 feet might be expected in each aquifer in the northern part of the Water Use Caution Area. Simulation of increased pumpage (an additional 45 percent) for 20 years indicated head declines of more than 20 feet in each aquifer in the northern part of the Water Use Caution Area. Because lakes are hydraulically connected to the surficial aquifer, lake levels within the Water Use Caution Area could decline substantially as a result of present and future pumping and a continuation of 1990 hydrologic conditions. These relatively large head declines were accompanied by decreased simulated lateral boundary outflow of about 40 percent and decreased simulated streamflow of about 32 percent. Equilibrium conditions at the end of the two 20-year simulations had not been attained.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri944254","usgsCitation":"Yobbi, D.K., 1996, Analysis and simulation of ground-water flow in Lake Wales Ridge and adjacent areas of central Florida: U.S. Geological Survey Water-Resources Investigations Report 94-4254, vi, 78 p., https://doi.org/10.3133/wri944254.","productDescription":"vi, 78 p.","costCenters":[],"links":[{"id":383778,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4254/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":160031,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4254/report-thumb.jpg"}],"country":"United States","state":"Florida","otherGeospatial":"Lake Wales Ridge","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -81.61949157714844,\n 27.862753335235926\n ],\n [\n -81.50962829589844,\n 27.862753335235926\n ],\n [\n -81.50962829589844,\n 27.922833867526975\n ],\n [\n -81.61949157714844,\n 27.922833867526975\n ],\n [\n -81.61949157714844,\n 27.862753335235926\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ad0e4b07f02db680bc5","contributors":{"authors":[{"text":"Yobbi, Dann K.","contributorId":15247,"corporation":false,"usgs":true,"family":"Yobbi","given":"Dann","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":203548,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":44309,"text":"ofr96151 - 1996 - The Modular Modeling System (MMS): User's Manual","interactions":[],"lastModifiedDate":"2014-03-20T08:18:45","indexId":"ofr96151","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-151","title":"The Modular Modeling System (MMS): User's Manual","docAbstract":"The Modular Modeling System (MMS) is an integrated system of computer software that has been developed to provide the research and operational framework needed to support development, testing, and evaluation of physical-process algorithms and to facilitate integration of user-selected sets of algorithms into operational physical-process models. MMS uses a module library that contains modules for simulating a variety of water, energy, and biogeochemical processes. A model is created by selectively coupling the most appropriate modules from the library to create a 'suitable' model for the desired application. Where existing modules do not provide appropriate process algorithms, new modules can be developed. The MMS user's manual provides installation instructions and a detailed discussion of system concepts, module development, and model development and application using the MMS graphical user interface.","language":"English","publisher":"Geological Survey (U.S.)","doi":"10.3133/ofr96151","usgsCitation":"Leavesley, G., Restrepo, P.J., Markstrom, S., Dixon, M., and Stannard, L., 1996, The Modular Modeling System (MMS): User's Manual (Version 1.1): U.S. Geological Survey Open-File Report 96-151, 142 p., https://doi.org/10.3133/ofr96151.","productDescription":"142 p.","costCenters":[{"id":145,"text":"Branch of Regional Research-Central Region","active":false,"usgs":true}],"links":[{"id":168937,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0151/report-thumb.jpg"},{"id":81647,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0151/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"edition":"Version 1.1","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac8e4b07f02db67b757","contributors":{"authors":[{"text":"Leavesley, G.H.","contributorId":93895,"corporation":false,"usgs":true,"family":"Leavesley","given":"G.H.","email":"","affiliations":[],"preferred":false,"id":229530,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Restrepo, Pedro J.","contributorId":73263,"corporation":false,"usgs":true,"family":"Restrepo","given":"Pedro","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":229528,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Markstrom, S.L.","contributorId":76807,"corporation":false,"usgs":true,"family":"Markstrom","given":"S.L.","email":"","affiliations":[],"preferred":false,"id":229529,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Dixon, M.","contributorId":33369,"corporation":false,"usgs":true,"family":"Dixon","given":"M.","email":"","affiliations":[],"preferred":false,"id":229527,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Stannard, L.G.","contributorId":16891,"corporation":false,"usgs":true,"family":"Stannard","given":"L.G.","email":"","affiliations":[],"preferred":false,"id":229526,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}} ,{"id":44863,"text":"wri954287 - 1996 - Description, instructions, and verification for Basinsoft, a computer program to quantify drainage- basin characteristics","interactions":[],"lastModifiedDate":"2016-03-21T13:47:36","indexId":"wri954287","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"95-4287","title":"Description, instructions, and verification for Basinsoft, a computer program to quantify drainage- basin characteristics","docAbstract":"Basinsoft is a computer program developed to utilize digital cartographic data to quantify 27 selected morphometric characteristics and optional area-weighted characteristics for a drainage basin. The programs comprising Basinsoft were written in Arc Macro Language (AML), a post-processing language written to run in ARC/INFO, a proprietary geographic information system (GIS). Basinsoft requires the generation of four source-data layers, three coverages and one lattice, representing the drainage-divide, hydrography, hypsography, and a lattice elevation model of a drainage basin, and the attribution of the three source-data layer coverages. Preprocessing of these data layers is facilitated by specialized utility AML programs. Compared to manual methods of measurement, Basinsoft significantly decreases the amount of time and effort required to quantify selected characteristics for drainage basins, particularly when a large number of drainage basins need to be processed. The automaticity of Basinsoft and its utility programs facilitate implementation of Basinsoft without requiring extensive GIS experience. Basinsoft was developed entirely using AML to ensure portability between platforms running ARC/INFO version 7.0 or later.
\nStatistical comparison tests indicate Basinsoft quantifications are not significantly different from manual topographic-map measurements for 9 of 10 basin characteristics tested. The results also indicate that elevation contours generated by ARC/INFO from l:250,000-scale digital elevation model (DEM) data are over-generalized when compared to elevation contours shown on l:250,000-scale topographic maps, and that quantification of basin-slope thus is underestimated using DEM data. A qualitative comparison test indicated that the Basinsoft module used to quantify basin slope is valid and that differences in the quantification of basin slope are due to sourcedata differences.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Iowa City, IA","doi":"10.3133/wri954287","usgsCitation":"Harvey, C.A., and Eash, D.A., 1996, Description, instructions, and verification for Basinsoft, a computer program to quantify drainage- basin characteristics: U.S. Geological Survey Water-Resources Investigations Report 95-4287, vi, 25 p., https://doi.org/10.3133/wri954287.","productDescription":"vi, 25 p.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":351,"text":"Iowa Water Science Center","active":true,"usgs":true}],"links":[{"id":99333,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1995/4287/report.pdf","size":"2690","linkFileType":{"id":1,"text":"pdf"}},{"id":161911,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1995/4287/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aaae4b07f02db66928b","contributors":{"authors":[{"text":"Harvey, Craig A.","contributorId":103325,"corporation":false,"usgs":true,"family":"Harvey","given":"Craig","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":230573,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Eash, David A. 0000-0002-2749-8959 daeash@usgs.gov","orcid":"https://orcid.org/0000-0002-2749-8959","contributorId":1887,"corporation":false,"usgs":true,"family":"Eash","given":"David","email":"daeash@usgs.gov","middleInitial":"A.","affiliations":[{"id":351,"text":"Iowa Water Science Center","active":true,"usgs":true}],"preferred":true,"id":230572,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":30323,"text":"wri944017 - 1996 - Selected geochemical characteristics of ground water from the Glaciofluvial aquifer in the central Lower Peninsula of Michigan","interactions":[],"lastModifiedDate":"2017-07-12T10:59:27","indexId":"wri944017","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"94-4017","title":"Selected geochemical characteristics of ground water from the Glaciofluvial aquifer in the central Lower Peninsula of Michigan","docAbstract":"Chemical and stable-isotope data for water from wells completed in the Glaciofluvial aquifer in the central Lower Peninsula of Michigan were used to prepare maps that show the areal variation of 8180; distribution of dissolved solids, dissolved chloride, dissolved iron, and dissolved sulfate; and distribution of hydrochemical facies. Delta oxygen-18 values indicate the presence of modem meteoric water (6180 approximately 40 parts per thousand) and glacial-age meteoric water, which is isotopically light 0180 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 concentrations are generally less than 1,000 milligrams per liter, and dissolved-chloride concentrations are generally less than 100 milligrams per liter. These concentrations are greatest in ground water from the Saginaw Bay Area where measured concentrations are as large as 12,000 milligrams per liter for dissolved solids and 6,700 milligrams per liter for dissolved chloride. Dissolved-iron concentrations range from 0.001 to 6.0 milligrams per liter. Dissolved-sulfate concentrations range from 1 to 1,800 milligrams per liter. Most ground water from the Glaciofluvial aquifer is classified as a calcium bicarbonate type. In the Saginaw Bay Area, ground water is a sodium chloride type.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri944017","usgsCitation":"Wahrer, M., Long, D., and Lee, R.W., 1996, Selected geochemical characteristics of ground water from the Glaciofluvial aquifer in the central Lower Peninsula of Michigan: U.S. Geological Survey Water-Resources Investigations Report 94-4017, iv, 21 p., https://doi.org/10.3133/wri944017.","productDescription":"iv, 21 p.","numberOfPages":"29","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":343688,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4017/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":159271,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4017/report-thumb.jpg"}],"country":"United States","state":"Michigan","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -86.484375,\n 42.07376224008719\n ],\n [\n -82.81494140625,\n 42.07376224008719\n ],\n [\n -82.81494140625,\n 44.75453548416007\n ],\n [\n -86.484375,\n 44.75453548416007\n ],\n [\n -86.484375,\n 42.07376224008719\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a08e4b07f02db5fa597","contributors":{"authors":[{"text":"Wahrer, M.A.","contributorId":13279,"corporation":false,"usgs":true,"family":"Wahrer","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":203056,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Long, D.T.","contributorId":67930,"corporation":false,"usgs":true,"family":"Long","given":"D.T.","email":"","affiliations":[],"preferred":false,"id":203057,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lee, R. W.","contributorId":86757,"corporation":false,"usgs":true,"family":"Lee","given":"R.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":203058,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":27746,"text":"wri954140 - 1996 - Adjustment of regional regression models of urban-runoff quality using data for Chattanooga, Knoxville, and Nashville, Tennessee","interactions":[],"lastModifiedDate":"2012-02-02T00:08:26","indexId":"wri954140","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"95-4140","title":"Adjustment of regional regression models of urban-runoff quality using data for Chattanooga, Knoxville, and Nashville, Tennessee","docAbstract":"Model-adjustment procedures were applied to the combined data bases of storm-runoff quality for Chattanooga, Knoxville, and Nashville, Tennessee, to improve predictive accuracy for storm-runoff quality for urban watersheds in these three cities and throughout Middle and East Tennessee. Data for 45 storms at 15 different sites (five sites in each city) constitute the data base. Comparison of observed values of storm-runoff load and event-mean concentration to the predicted values from the regional regression models for 10 constituents shows prediction errors, as large as 806,000 percent. Model-adjustment procedures, which combine the regional model predictions with local data, are applied to improve predictive accuracy. Standard error of estimate after model adjustment ranges from 67 to 322 percent. Calibration results may be biased due to sampling error in the Tennessee data base. The relatively large values of standard error of estimate for some of the constituent models, although representing significant reduction (at least 50 percent) in prediction error compared to estimation with unadjusted regional models, may be unacceptable for some applications. The user may wish to collect additional local data for these constituents and repeat the analysis, or calibrate an independent local regression model.","language":"ENGLISH","publisher":"U.S. Geological Survey ;\r\nEarth Science Information Center, Open-File Report Section [distributor],","doi":"10.3133/wri954140","usgsCitation":"Hoos, A.B., and Patel, A.R., 1996, Adjustment of regional regression models of urban-runoff quality using data for Chattanooga, Knoxville, and Nashville, Tennessee: U.S. Geological Survey Water-Resources Investigations Report 95-4140, iv, 12 p. :ill ;28 cm., https://doi.org/10.3133/wri954140.","productDescription":"iv, 12 p. :ill ;28 cm.","costCenters":[],"links":[{"id":124302,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1995/4140/report-thumb.jpg"},{"id":56591,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1995/4140/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4afee4b07f02db69776b","contributors":{"authors":[{"text":"Hoos, Anne B. abhoos@usgs.gov","contributorId":2236,"corporation":false,"usgs":true,"family":"Hoos","given":"Anne","email":"abhoos@usgs.gov","middleInitial":"B.","affiliations":[],"preferred":true,"id":198632,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Patel, Anant R.","contributorId":57500,"corporation":false,"usgs":true,"family":"Patel","given":"Anant","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":198633,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70203882,"text":"70203882 - 1996 - A sexing technique for California Gulls breeding at Bamforth Lake, Wyoming (Una tecnica para determinar sexos en larus californicus reproduciendose en el Lago Bamforth, Wyoming)","interactions":[],"lastModifiedDate":"2019-06-18T15:27:35","indexId":"70203882","displayToPublicDate":"1993-12-31T15:17:29","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2284,"text":"Journal of Field Ornithology","active":true,"publicationSubtype":{"id":10}},"title":"A sexing technique for California Gulls breeding at Bamforth Lake, Wyoming (Una tecnica para determinar sexos en larus californicus reproduciendose en el Lago Bamforth, Wyoming)","docAbstract":"We used morphological characteristics to determine the sex of California Gulls (Larus californicus) nesting at Bamforth Lake, Wyoming. Using univariate and multivariate techniques, we evaluated sexual dimorphism in five external measurements taken from 614 California Gulls: bill length, bill depth, head-bill length, tarsus length, and body mass. Males were significantly larger than females for all measurements. The greatest difference between the sexes occurred in head-bill length, bill depth, and tarsus length. A multiple logistic regression model was used to assign individuals to a sex class. Sex could be accurately determined using only three variables: head-bill length, bill depth, and tarsus length. Using the logistic function generated from our initial sample, we obtained correct classification of sex in 99.2% and 97.0% of the gulls in two additional validation samples.
Utilizamos las características morfológicas para determinar el sexo en una población de Larus californicus anidando en el Lago Bamforth de Wyoming. Evalumos el dimorfismo sexual en la especie utilizando técnicas de univarianza y multivarianza en cinco medidas externas (largo del pico, profundidad del pico, largo de cabeza y pico, largo del tarso y masa corporal) tomadas en 614 aves. Los machos fueron significativamente más grandes que las hembras en todas las medidas. La mayor diferencia entre los sexos se encontró en largo de cabeza y pico, profundidad del pico y largo del tarso. Se usó un modelo de regresión logística multiple para asignar individuos a un grupo genérico. El sexo se podía determinar con precisión utilizando solo tres variables: largo de cabeza y pico, profundidad del pico y largo del tarso. Usando la función logística generada por nuestra muestra inicial, obtuvimos la clasificación al género correcto en 99.2% y 97.0% de las aves en dos muestreos adicionales de validación.
","language":"English, Spanish","publisher":"Association of Field Ornithologists","usgsCitation":"Pugesek, B.H., 1996, A sexing technique for California Gulls breeding at Bamforth Lake, Wyoming (Una tecnica para determinar sexos en larus californicus reproduciendose en el Lago Bamforth, Wyoming): Journal of Field Ornithology, v. 67, no. 4, p. 519-524.","productDescription":"6 p.","startPage":"519","endPage":"524","costCenters":[{"id":455,"text":"National Wetlands Research Center","active":true,"usgs":true},{"id":17705,"text":"Wetland and Aquatic Research Center","active":true,"usgs":true}],"links":[{"id":364803,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":364802,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.jstor.org/stable/4514153"}],"country":"United States","state":"Wyoming","county":"Albany County","otherGeospatial":"Bamforth Lake","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -105.7448673248291,\n 41.37353990347627\n ],\n [\n -105.73984622955322,\n 41.37353990347627\n ],\n [\n -105.73984622955322,\n 41.377243301503945\n ],\n [\n -105.7448673248291,\n 41.377243301503945\n ],\n [\n -105.7448673248291,\n 41.37353990347627\n ]\n ]\n ]\n }\n }\n ]\n}","volume":"67","issue":"4","noUsgsAuthors":false,"publicationStatus":"PW","contributors":{"authors":[{"text":"Pugesek, Bruce H.","contributorId":22668,"corporation":false,"usgs":true,"family":"Pugesek","given":"Bruce","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":764580,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":29240,"text":"wri944121 - 1995 - Preliminary assessment of injection, storage, and recovery of freshwater in the lower Hawthorn aquifer, Cape Coral, Florida","interactions":[],"lastModifiedDate":"2021-10-14T12:04:24.209495","indexId":"wri944121","displayToPublicDate":"2021-10-13T10:55:00","publicationYear":"1995","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":"94-4121","displayTitle":"Preliminary Assessment of Injection, Storage, and Recovery of Freshwater in the Lower Hawthorn Aquifer, Cape Coral, Florida","title":"Preliminary assessment of injection, storage, and recovery of freshwater in the lower Hawthorn aquifer, Cape Coral, Florida","docAbstract":"A preliminary assessment of subsurface injection, storage and recovery of fresh canal water was made in the naturally brackish lower Hawthorn aquifer in Cape Coral, southwestern Florida. A digital modeling approach was used for this preliminary assessment, incorporating available data on hydrologic conditions, aquifer properties, and water quality to simulate density-dependent ground-water flow and advective-dispersive transport of a conservative ground-water solute (chloride ion). \r\n\r\nA baseline simulation was used as reference to compare the effects of changing various operational factors on the recovery efficiency. A recovery efficiency of 64 percent was estimated for the baseline simulation. Based on the model, the recovery efficiency increases if the injection rate and recovery rates are increased and if the ratio of recovery rate to injection rate is increased. Recovery efficiency decreases if the amount of water injected is increased; slightly decreases if the storage time is increased; is not changed significantly if the water is injected to a specific flow zone; increases with successive cycles of injection, storage, and recovery; and decreases if the chloride concentrations in either the injection water or native aquifer water are increased. In everal hypothetical tests, the recovery efficiency fluctuated between 22 and about 100 percent. \r\n\r\nTwo successive cycles could bring the recovery efficiency from 60 to about 80 percent. Interlayer solute mass movement across the upper and lower boundaries seems to be the most important factor affecting the recovery efficiency. A sensitivity analysis was performed applying a technique in which the change in the various factors and the corresponding model responses are normalized so that meaningful comparisons among the responses could be made. The general results from the sensitivity analysis indicated that the permeabilities of the upper and lower flow zones were the most important factors that produced the greatest changes in the relative sensitivity of the recovery efficiency. Almost equally significant changes occurred in the relative sensitivity of the recovery efficiency when all porosity values of the upper and lower flow zones and the leaky confining units and the vertical anisotropy ratio were changed. \r\n\r\nThe advective factors are the most important in the Cape Coral area according to the sensitivity analysis. However, the dispersivity values used in the model were extrapolated from studies conducted at the nearby Lee County Water Treatment Plant, and these values might not be representative of the actual dispersive characteristics of the lower Hawthorn aquifer in the Cape Coral area.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri944121","usgsCitation":"Quinones-Aponte, V., and Wexler, E.J., 1995, Preliminary assessment of injection, storage, and recovery of freshwater in the lower Hawthorn aquifer, Cape Coral, Florida: U.S. Geological Survey Water-Resources Investigations Report 94-4121, vi, 102 p., https://doi.org/10.3133/wri944121.","productDescription":"vi, 102 p.","costCenters":[{"id":27821,"text":"Caribbean-Florida Water Science Center","active":true,"usgs":true}],"links":[{"id":2242,"rank":100,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4121/wri944121.pdf","text":"Report","size":"1.26 MB","linkFileType":{"id":1,"text":"pdf"},"description":"WRI 94-4121"},{"id":158529,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4121/coverthb.jpg"}],"country":"United States","state":"Florida","city":"Cape Coral","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -82.21618652343749,\n 26.418930009317858\n ],\n [\n -81.80145263671875,\n 26.418930009317858\n ],\n [\n -81.80145263671875,\n 26.775039386999605\n ],\n [\n -82.21618652343749,\n 26.775039386999605\n ],\n [\n -82.21618652343749,\n 26.418930009317858\n ]\n ]\n ]\n }\n }\n ]\n}","contact":"Caribbean-Florida Water Science Center
U.S. Geological Survey
3321 College Avenue
Davie, FL 33314
A particle-tracking analysis was done to estimate capture zones for selected public-supply wells in Salt Lake Valley. Twenty-five- and 50-year capture zones were estimated using a regional, finite-difference, ground-water flow model in conjunction with a particle-tracking program. Three sets of wells currently discharging ground water of adequate quality for public use, but located near areas of ground water with high dissolved-solids concentrations, were selected for the analysis. These included five wells in central Salt Lake Valley near the former Vitro chemical-processing site, four wells in southwestern Salt Lake Valley northeast of Copperton, and five wells in southeastern Salt Lake Valley between Midvale and Sandy. Capture zones were estimated for the wells for current average pumping and projected increased pumping. The quality of ground water within the estimated capture zones was evaluated by comparing the extent of the zones with the distribution of dissolved solids in the ground water surrounding the selected wells.
Results of the analysis of wells in central Salt Lake Valley indicate that most of the volume of ground water within the well’s capture zones is characterized by dissolved-solids concentration of less than 500 milligrams per liter. Estimated capture zones of wells in southwestern and southeastern Salt Lake Valley contain ground water with higher dissolved-solids concentrations than ground water currently being discharged by those wells. Estimated 50-year capture zones of selected wells in southwestern Salt Lake Valley contain ground water with dissolved-solids concentrations exceeding 5,000 milligrams per liter. Estimated 50-year capture zones for wells in southeastern Slat Lake Valley, based on simulation of projected increased pumping, indicate flow toward the wells from an area of ground water west of the Jordan River characterized by dissolved-solids concentrations exceeding 1,000 milligrams per liter.
","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., 1995, Particle-tracking analysis of flow paths and travel times within the capture areas of well fields in Salt Lake Valley, Utah: Technical Publication 110-C, v, 36 p.","productDescription":"v, 36 p.","numberOfPages":"44","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":332767,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":341629,"rank":3,"type":{"id":11,"text":"Document"},"url":"https://waterrights.utah.gov/docImport/0588/05885650.pdf"},{"id":332760,"rank":1,"type":{"id":15,"text":"Index 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Lake\",\"state\":\"UT\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"586cc6bce4b0f5ce109fa9a5","contributors":{"authors":[{"text":"Lambert, P. M.","contributorId":74380,"corporation":false,"usgs":true,"family":"Lambert","given":"P. M.","affiliations":[],"preferred":false,"id":657365,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":70179464,"text":"70179464 - 1995 - Numerical simulation of ground-water flow in basin-fill material in Salt Lake Valley, Utah","interactions":[],"lastModifiedDate":"2017-01-03T12:39:14","indexId":"70179464","displayToPublicDate":"2016-12-01T00:00:00","publicationYear":"1995","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-B","title":"Numerical simulation of ground-water flow in basin-fill material in Salt Lake Valley, Utah","docAbstract":"A three-dimensional, finite-difference, numerical model was developed to simulate ground-water flow in the basin-fill material in Salt Lake Valley, Utah. The model was calibrated to steady-state and transient-state conditions. The steady-state simulation was developed and calibrated using hydrologic data defining average conditions for 1968. The transient-state simulation was developed and calibrated using hydrologic data from 1969-91.
Areally the model grid is 94 rows by 62 columns, with each cell 0.35 mile on a side. Vertically, the aquifer system is divided into seven layers. The model simulates recharge to the basin-fill ground-water flow system from (1) consolidated rock, (2) streams and canals, (3) precipitation on the valley floor, (4) irrigated land, (5) reservoirs and evaporation ponds in the southwestern part of the valley, and (6) underflow at Jordan Narrows. Estimated discharge to wells, canals, and springs is incorporated in the model. During simulation, the model computes (1) ground-water flow to and seepage from the Jordan River and the lower reaches of its principal tributaries, (2) recharge from consolidated rock at the northern end of the Oquirrh Mountains, (3) discharge to drains, and (4) discharge by evapotranspiration.
During steady-state calibration, calibration variables were adjusted within probable ranges to minimize differences between model-computed and measured water levels, model-computed and estimated ground-water discharge to the Jordan River, and simulated and measured vertical hydraulic gradients. The transient-state simulation was calibrated to measured water-level changes and estimated annual gains in 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, and the Utah Department of Environmental Quality, Division of Water Quality","usgsCitation":"Lambert, P., 1995, Numerical simulation of ground-water flow in basin-fill material in Salt Lake Valley, Utah: Technical Publication 110-B, vi, 58 p.","productDescription":"vi, 58 p.","numberOfPages":"70","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":332758,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":332756,"rank":1,"type":{"id":15,"text":"Index 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M.","contributorId":74380,"corporation":false,"usgs":true,"family":"Lambert","given":"P. M.","affiliations":[],"preferred":false,"id":657356,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":70179109,"text":"70179109 - 1995 - Hydrology and simulation of ground-water flow in southern Utah and Goshen Valleys, Utah","interactions":[],"lastModifiedDate":"2016-12-30T10:06:09","indexId":"70179109","displayToPublicDate":"2016-11-01T00:00:00","publicationYear":"1995","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":"111","title":"Hydrology and simulation of ground-water flow in southern Utah and Goshen Valleys, Utah","docAbstract":"The ground-water resources of southern Utah and Goshen Valleys were assessed from 1988 to 1993 to determine the effects that additional ground-water withdrawals would have on water levels, surface water, and water quality. Recharge, movement, and discharge of ground-water were emphasized. The main ground-water system in southern Utah and Goshen Valleys is in the unconsolidated basin-fill deposits. Recharge to the ground-water system from streams, canals, irrigation, precipitation, intermittent and ephemeral runoff, and subsurface inflow was estimated to be 120,000 acre-feet in southern Utah Valley and 30,000 acre-feet in Goshen Valley in 1990. Discharge from the ground-water system to springs and drains, by evapotranspiration, to wells, streams, canals, Utah Lake, and sewer systems was estimated to be 130,000 acre-feet in southern Utah Valley and 33,000 acre-feet in Goshen Valley in 1990. Release from storage from March 1990 to March 1991 was estimated to be 9,800 acre-feet in southern Utah Valley and 3,400 acre-feet in Goshen Valley. Observed water-level fluctuations indicate that irrigation is not a major source of recharge in either valley and that precipitation is not a major source in Goshen Valley. In southern Utah Valley, water levels in March 1991 were not significantly different from water levels in March 1965. In Goshen Valley, water levels in March 1991 were higher than water levels in March 1965. A three-dimensional, finite-difference, ground-water flow model was used to simulate the ground-water system in the unconsolidated basin-fill deposits of southern Utah and Goshen Valleys. The steady-state conditions of 1949 and annual transient-state conditions from 1949 to 1990 were used to calibrate the model. Model-computed water-level declines of less than 20 feet are projected if municipal well withdrawals increase by 10,000 acre-feet per year. Model-computed water-level declines of 20 feet in southern Utah Valley and 40 to 80 feet in Goshen Valley are projected if well withdrawal is increased by 200 percent of the 1990 withdrawals.
","language":"English","publisher":"Utah Department of Natural Resources, Division of Water Rights","publisherLocation":"Salt Lake City, UT","collaboration":"Prepared by the United State Geological Survey in cooperation with the Utah Department of Natural Resources Division of Water Rights","usgsCitation":"Brooks, L., and Stolp, B., 1995, Hydrology and simulation of ground-water flow in southern Utah and Goshen Valleys, Utah: Technical Publication 111, vii, 96 p.","productDescription":"vii, 96 p.","numberOfPages":"104","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":332225,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":332224,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://waterrights.utah.gov/docSys/v920/y920/y920000g.pdf"},{"id":332223,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.waterrights.utah.gov/cgi-bin/libview.exe?Modinfo=Viewpub&LIBNUM=20-6-600"}],"country":"United States","state":"Utah","county":"Utah County","otherGeospatial":"Goshen Valley, Utah Valley","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -111.96990966796875,\n 40.153686857794035\n ],\n [\n -111.6595458984375,\n 40.16208338164617\n ],\n [\n -111.55517578125,\n 40.143189742924406\n ],\n [\n -111.68426513671875,\n 39.99395569397331\n ],\n [\n -111.98089599609375,\n 39.871803651624425\n ],\n [\n -112.0330810546875,\n 39.928694653732364\n ],\n [\n -111.96441650390625,\n 40.029717557833266\n ],\n [\n -112.00561523437499,\n 40.0717663466261\n ],\n [\n -111.96990966796875,\n 40.153686857794035\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"58550b8be4b02bdf681568cb","contributors":{"authors":[{"text":"Brooks, L.E.","contributorId":41852,"corporation":false,"usgs":true,"family":"Brooks","given":"L.E.","email":"","affiliations":[],"preferred":false,"id":656066,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Stolp, Bernard J. 0000-0003-3803-1497","orcid":"https://orcid.org/0000-0003-3803-1497","contributorId":71942,"corporation":false,"usgs":true,"family":"Stolp","given":"Bernard J.","affiliations":[],"preferred":false,"id":656067,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70179113,"text":"70179113 - 1995 - Hydrology of Sanpete Valley, Sanpete and Juab Counties, Utah, and simulation of ground-water flow in the valley-fill aquifer","interactions":[],"lastModifiedDate":"2016-12-30T10:11:03","indexId":"70179113","displayToPublicDate":"2016-11-01T00:00:00","publicationYear":"1995","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":"113","title":"Hydrology of Sanpete Valley, Sanpete and Juab Counties, Utah, and simulation of ground-water flow in the valley-fill aquifer","docAbstract":"The surface-and ground-water hydrology of Sanpete Valley and the San Pitch River drainage basin, Sanpete and Juab Counties, Utah, was studied to define the current conditions of the hydrologic system, to detect causes for downstream changes in water quality in the San Pitch River and in areas of high concentration of dissolved solids in ground water, and to determine the possible effects of present changes in irrigation methods and possible future increased ground-water withdrawals from the valley-fill aquifer. Measurements of water levels in wells show responses to climatic variation. The dissolved-solids concentration of water from the San Pitch River increases downstream. Principal areas of ground water with high concentrations of dissolved solids occur downgradient from outcrops of rocks of Jurassic and Tertiary age. One local-scale ground-water flow system discharges small volumes of water with high concentrations of dissolved solids to the San Pitch River southwest of Ephraim.
Although ground water occurs in both valley-fill and consolidated-rock aquifers in the study area, more hydrologic information is available for the valley-fill aquifer. The valley-fill aquifer consists primarily of fine-grained silt and clay in the center of the valley and coarser deposits along the margin of the valley. Surface- water inflow to the valley is estimated to be about 152,000 acre-feet per year. Recharge to the valley-fill aquifer is estimated to be between 74,000 and 103,000 acre-feet per year. A three-dimensional, ground-water flow model was developed to better define present ground-water conditions and to determine possible effects of future changes in ground-water withdrawals from the valley-fill aquifer. Computer simulation results indicate the possibility of recharge to the valleyfill aquifer as subsurface inflow from consolidated-rock aquifers. Simulation of water-level changes during the late 1980's indicate that some of the declines could have been caused by conversion from flood irrigation to sprinkler irrigation. Predictive simulations using three times the average pumping rates indicate possible water-level declines of as much as 70 feet.
Ground-water recharge to basin-fill aquifers from unconsumed irrigation water in the western United States is being reduced as irrigators convert to more efficient irrigation systems. In some areas, these changes in irrigation methods may be contributing to ground-water-level declines and reducing the quantity of water available to downgradient users. The components of the water budget were measured or calculated for each field for the 1992 and 1993 irrigation seasons. Precipitation was about 6.5 cm (2.6 inches) both years. The flood-irrigated field received 182 and 156 centimeters (71.6 and 61.4 inches) of irrigation water in 1992 and 1993, and the sprinkler-irrigated field received 52.8 and 87.2 centimeters (20.8 and 34.3 inches) of water, respectively. Evapotranspiration for alfalfa was calculated using the Penman-Monteith combination equation and was 95.4 and 84.3 centimeters (37.2 and 33.2 inches) for 1992 and 1993, respectively. No runoff and no significant change in soil moisture in storage was observed from either field. Recharge to the aquifer from the flood-irrigated field was 93.3 and 78.1 centimeters (36.7 and 30.7 inches) in 1992 and 1993 and from the sprinkler-irrigated field was -35.9 and 9.3 centimeters (-14.1 and 3.7 inches), respectively. The daily water budget and soil-moisture profiles in the upper 6.4 meters (21 feet) of the unsaturated zone were simulated with an unsaturated flow model for average climate conditions. Simulated recharge was 57.4 and 50.5 percent of the quantity of irrigation water applied to the flood-irrigated field during 1992 and 1993, respectively, and was 8.7 and 13.8 percent of the quantity of irrigation water applied to the sprinkler- irrigated field.
","language":"English","publisher":"Utah Department of Natural Resources, Division of Water Rights","publisherLocation":"Salt Lake City, UT","collaboration":"Prepared by the United State Geological Survey in cooperation with the Utah Department of Natural Resources Division of Water Rights","usgsCitation":"Susong, D.D., 1995, Water budget and simulation of one-dimensional unsaturated flow for a flood- and a sprinkler-irrigated field near Milford, Utah: Technical Publication 109, v, 32 p.","productDescription":"v, 32 p.","numberOfPages":"40","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":332221,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":332220,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://waterrights.utah.gov/docSys/v920/y920/y920000f.pdf"},{"id":332219,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.waterrights.utah.gov/cgi-bin/libview.exe?Modinfo=Viewpub&LIBNUM=20-6-580"}],"country":"United States","state":"Utah","county":"Beaver County","city":"Milford","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -113.04107666015625,\n 38.26621945628273\n ],\n [\n -113.04107666015625,\n 38.37288556789897\n ],\n [\n -112.906494140625,\n 38.37288556789897\n ],\n [\n -112.906494140625,\n 38.26621945628273\n ],\n [\n -113.04107666015625,\n 38.26621945628273\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"58550b8be4b02bdf681568cd","contributors":{"authors":[{"text":"Susong, David D. ddsusong@usgs.gov","contributorId":1040,"corporation":false,"usgs":true,"family":"Susong","given":"David","email":"ddsusong@usgs.gov","middleInitial":"D.","affiliations":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"preferred":true,"id":656064,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}