{"pageNumber":"295","pageRowStart":"7350","pageSize":"25","recordCount":11004,"records":[{"id":49867,"text":"ofr96238 - 1996 - Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:09:31","indexId":"ofr96238","displayToPublicDate":"1994-01-01T07:00:00","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":"96-238","title":"Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00190024 on Town Highway 19 crossing North Bridgewater Brook, Woodstock, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of east-central Vermont in the \ntown of Woodstock. The 3.6-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the left and right banks are covered by moderate tree \ncover along the immediate banks with some pasture/ grassland beyond.\nIn the study area, the North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 44 ft and an average channel \ndepth of 4 ft. The channel bed materials ranges from sand to boulders with a D<sub>50</sub> (median \ndiameter)of 70.1 mm or 0.229 ft. The geomorphic assessment at the time of the Level I and \nLevel II site visits on August 17, 1994 and December 13, 1994, indicated that the reach was \nstable. Localized bank cutting existed at the immediate downstream left bank.\nThe Town Highway 19 crossing of the North Bridgewater Brook is a 26-ft-long, one-lane\nbridge consisting of one 23-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 3, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. Type-2 (less than 3 ft diameter) stone fill protects the upstream left wingwall \nwhich is impacted by flow. The channel bed under the bridge is constructed of wood. This \nconstruction is preventing channel degradation along the impacted left abutment.The \nchannel is skewed approximately 40 degrees to the opening; the opening-skew-to-roadway \nis 10 degrees. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.8 ft. Abutment scour ranged \nfrom 6.6 to 14.9 ft. with the worst-case scenario occurring 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. \n It 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/ofr96238","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 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-238, iv, 53 p., https://doi.org/10.3133/ofr96238.","productDescription":"iv, 53 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169496,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96238.PNG"},{"id":279834,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0238/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"North Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.577893,43.646059 ], [ -72.577893,43.648843 ], [ -72.557282,43.648843 ], [ -72.557282,43.646059 ], [ -72.577893,43.646059 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8091","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":240387,"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":240388,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":54862,"text":"wdrNY951 - 1996 - Water Resources Data, New York, Water Year 1995. Volume 1. Eastern New York, Excluding Long Island","interactions":[],"lastModifiedDate":"2019-05-14T11:01:58","indexId":"wdrNY951","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"NY-95-1","title":"Water Resources Data, New York, Water Year 1995. Volume 1. Eastern New York, Excluding Long Island","docAbstract":"<p>Water resources data for the 1995 water year for New York consist of records of stage, discharge, and water quality of streams; stage, content, and water quality of lakes and reservoirs; and ground water levels. This volume contains records for water discharge at 119 gaging stations; stage only at 7 gaging stations; stage and contents at 4 gaging stations, and 19 other lakes and reservoirs; water quality at 34 gaging stations and 1 precipitation-quality station; and water levels at 22 observation wells. Also included are data for 31 crest-stage partial-record stations. Location of all these sites are shown on figure 8. Additional water data were collected at various sites not in the systematic data-collection program and are published as miscellaneous measurements and analyses. These data, together with the data in volumes 2 and 3, represent that part of the National Water Data System operated by the U.S. Geological Survey in cooperation with State, Municipal, and Federal agencies in New York. </p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrNY951","collaboration":"Prepared in cooperation with the State of New York and with other agencies","usgsCitation":"Firda, G.D., Lumia, R., Murray, P.M., and Flanary, E., 1996, Water Resources Data, New York, Water Year 1995. Volume 1. Eastern New York, Excluding Long Island: U.S. Geological Survey Water Data Report NY-95-1, xiv, 434 p., https://doi.org/10.3133/wdrNY951.","productDescription":"xiv, 434 p.","costCenters":[],"links":[{"id":363754,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1995/ny-95-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":175225,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1995/ny-95-1/report-thumb.jpg"}],"country":"United States","state":"New York","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -76.25,\n              41\n            ],\n            [\n              -73.1,\n              41\n            ],\n            [\n              -73.1,\n              45\n            ],\n            [\n              -76.25,\n              45\n            ],\n            [\n              -76.25,\n              41\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fb194","contributors":{"authors":[{"text":"Firda, Gary D. gfirda@usgs.gov","contributorId":1552,"corporation":false,"usgs":true,"family":"Firda","given":"Gary","email":"gfirda@usgs.gov","middleInitial":"D.","affiliations":[],"preferred":true,"id":251807,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lumia, Richard rlumia@usgs.gov","contributorId":4579,"corporation":false,"usgs":true,"family":"Lumia","given":"Richard","email":"rlumia@usgs.gov","affiliations":[],"preferred":true,"id":251804,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Murray, Patricia M. pmurray@usgs.gov","contributorId":4863,"corporation":false,"usgs":true,"family":"Murray","given":"Patricia","email":"pmurray@usgs.gov","middleInitial":"M.","affiliations":[],"preferred":true,"id":251806,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Flanary, E.A.","contributorId":18052,"corporation":false,"usgs":true,"family":"Flanary","given":"E.A.","email":"","affiliations":[],"preferred":false,"id":251805,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":68027,"text":"ha730E - 1996 - Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas","interactions":[{"subject":{"id":68027,"text":"ha730E - 1996 - Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas","indexId":"ha730E","publicationYear":"1996","noYear":false,"chapter":"E","title":"Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas"},"predicate":"IS_PART_OF","object":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"id":1}],"isPartOf":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"lastModifiedDate":"2017-05-30T14:50:32","indexId":"ha730E","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":318,"text":"Hydrologic Atlas","code":"HA","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"730","chapter":"E","title":"Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas","docAbstract":"<p>The two States, Oklahoma and Texas, that compose Segment 4 of this Atlas are located in the south-central part of the Nation. These States are drained by numerous rivers and streams, the largest being the Arkansas, the Canadian, the Red, the Sabine, the Trinity, the Brazos, the Colorado, and the Pecos Rivers and the Rio Grande. Many of these rivers and their tributaries supply large amounts of water for human use, mostly in the eastern parts of the two States. The large perennial streams in the east with their many associated impoundments coincide with areas that have dense populations. Large metropolitan areas such as Oklahoma City and Tulsa, Okla., and Dallas, Fort Worth, Houston, and Austin, Tex., are supplied largely or entirely by surface water. However, in 1985 more than 7.5 million people, or about 42 percent of the population of the two States, depended on ground water as a source of water supply. The metropolitan areas of San Antonio and El Paso, Tex., and numerous smaller communities depend largely or entirely on ground water for their source of supply. The ground water is contained in aquifers that consist of unconsolidated deposits and consolidated sedimentary rocks. This chapter describes the geology and hydrology of each of the principal aquifers throughout the two-State area. </p><p>Precipitation is the source of all the water in Oklahoma and Texas. Average annual precipitation ranges from about 8 inches per year in southwestern Texas to about 56 inches per year in southeastern Texas (fig. 1). In general, precipitation increases rather uniformly from west to east in the two States. </p><p>Much of the precipitation either flows directly into rivers and streams as overland runoff or indirectly as base flow that discharges from aquifers where the water has been stored for some time. Accordingly, the areal distribution of average annual runoff from 1951 to 1980 (fig. 2) reflects that of average annual precipitation. Average annual runoff in the two-State area ranges from about 0.2 inch in the western part of the Oklahoma panhandle and parts of west Texas to about 20 inches in southeastern Oklahoma. </p><p>Comparison of the precipitation and runoff maps shows that runoff is greater where precipitation is greater. However, precipitation is greater than runoff everywhere in the two-State area. Much of the precipitation that falls on the area is returned to the atmosphere by evapotranspiration, which is the combination of evaporation from surface-water bodies, such as lakes and marshes, and transpiration from plants. Part of the precipitation percolates downward through the soil and permeable rocks and is available for aquifer recharge throughout the area. </p><p>Oklahoma and Texas lie within six major physiographic provinces which are differentiated on the basis of differences in landforms and geology (fig. 3). The physiographic features vary greatly and range from the low, flat Coastal Plain Province through the high, gently rolling High Plains Province to mountain ranges in the Ouachita and the Basin and Range Provinces.</p>","largerWorkTitle":"Ground Water Atlas of the United States","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ha730E","isbn":"0607855428","usgsCitation":"Ryder, P.D., 1996, Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas: U.S. Geological Survey Hydrologic Atlas 730, 30 p., https://doi.org/10.3133/ha730E.","productDescription":"30 p.","startPage":"E1","endPage":"E30","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true},{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":115247,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ha/730e/report.pdf","text":"Report","size":"60.52 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 \"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ab1e4b07f02db66de64","contributors":{"authors":[{"text":"Ryder, Paul D.","contributorId":60188,"corporation":false,"usgs":true,"family":"Ryder","given":"Paul","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":277524,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49825,"text":"ofr96408 - 1996 - Level II scour analysis for Bridge 1 (BLOOTH00020001) on Town Highway 2, crossing Mill Brook, Bloomfield, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:17:04","indexId":"ofr96408","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":"96-408","title":"Level II scour analysis for Bridge 1 (BLOOTH00020001) on Town Highway 2, crossing Mill Brook, Bloomfield, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nBLOOTH00020001 on town highway 2 crossing Mill Brook, Bloomfield, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.</p>\n<br/>\n<p>The site is in the White Mountain section of the New England Upland physiographic \nprovince of north-east Vermont in the town of Bloomfield. The 4.85-mi<sup>2</sup>\n drainage area is in \na predominantly rural and forested basin. In the vicinity of the study site, the banks have \ndense woody vegetation coverage.</p>\n<br/>\n<p>In the study area, Mill Brook has an incised, sinuous channel with a slope of approximately \n0.03 ft/ft, an average channel top width of 28 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are gravel and cobbles (D<sub>50</sub> is 57.3 mm or 0.188 ft). The \ngeomorphic assessment at the time of the Level I and Level II site visit on July 6, 1995,\nindicated that the reach was stable.</p>\n<br/>\n<p>The town highway 2 crossing of Mill Brook is a 26-ft-long, one-lane bridge consisting of \none 24-foot concrete span (Vermont Agency of Transportation, written commun., August 4, \n1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel \nis skewed approximately 30 degrees to the opening while the opening-skew-to-roadway is \n10 degrees. </p>\n<br/>\n<p>No scour was observed along the channel or at the bridge during the Level I assessment. \nType-2 stone fill (less than 24 inches diameter) was noted as present along all wingwalls.\nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.</p>\n<br/>\n<p>Scour 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 aggradation or \ndegradation; 2) contraction scour (due to reduction in flow area caused by a bridge) and; 3) \nlocal scour (caused by accelerated flow around piers and abutments). Total scour is the sum \nof the three components. Equations are available to compute scour depths for contraction \nand local scour and a summary of the results follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0 to 1.0 feet and the worst-case \ncontraction scour occurred at the incipient overtopping discharge. Abutment scour ranged \nfrom 7.3 to 10.1 feet and the worst-case abutment scour 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. </p>\n<br/>\n<p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96408","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Medalie, L., 1996, Level II scour analysis for Bridge 1 (BLOOTH00020001) on Town Highway 2, crossing Mill Brook, Bloomfield, Vermont: U.S. Geological Survey Open-File Report 96-408, iv, 53 p., https://doi.org/10.3133/ofr96408.","productDescription":"iv, 53 p.","numberOfPages":"58","costCenters":[],"links":[{"id":178736,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96408.PNG"},{"id":279340,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0408/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bloomfield","otherGeospatial":"Mill Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -71.625,44.75 ], [ -71.625,44.875 ], [ -71.5,44.875 ], [ -71.5,44.75 ], [ -71.625,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8495","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":240326,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240327,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49832,"text":"ofr96566 - 1996 - Level II scour analysis for Bridge 96 (BLOOVT01050096) on Vermont Route 105, crossing Nulhegan River, Bloomfield, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:38:00","indexId":"ofr96566","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":"96-566","title":"Level II scour analysis for Bridge 96 (BLOOVT01050096) on Vermont Route 105, crossing Nulhegan River, Bloomfield, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure BLOOVT01050096 on Vermont Route 105 crossing the Nulhegan River, Bloomfield, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the White Mountain section of the New England physiographic province of north-east Vermont in the town of Bloomfield. The 103-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is shrub and brushland upstream. Downstream of the bridge, the surface cover is forest.</p>\n<br/>\n<p>In the study area, the Nulhegan River has an incised, sinuous channel with a slope of approximately 0.015 ft/ft, an average channel top width of 78 ft and an average channel depth of 5 ft. The predominant channel bed material is cobble with a median grain size (D50) of 133 mm (0.435 ft). About 100 feet upstream, the streambed and bank materials abruptly change predominantly to sand. The geomorphic assessment at the time of the Level I and Level II site visit on July 6, 1995, indicated that the upstream reach, which is experiencing channel scour and severe bank cutting into the alluvial channel boundaries, is not stable. The downstream reach is semi- to non-alluvial and is assessed as stable.</p>\n<br/>\n<p>The Vermont Route 105 crossing of the Nulhegan River is a 74-ft-long, two-lane bridge consisting of one 71-foot steel stringer type superstructure with a concrete deck (Vermont Agency of Transportation, written communication, August 5, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is 25 degrees.</p>\n<br/>\n<p>A scour hole 4.0 ft deeper than the mean thalweg depth was observed along the upstream channel during the Level I assessment. Scour protection measures at the site consist of type-2 stone fill (less than 24 inches diameter) along the entire base length of both abutments and all wingwalls. Additional details describing conditions at the site are included in the Level II Summary and Appendices D\nand E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.5 to 1.1 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.5 to 16.2 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p>\n<br/>\n<p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96566","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 96 (BLOOVT01050096) on Vermont Route 105, crossing Nulhegan River, Bloomfield, Vermont: U.S. Geological Survey Open-File Report 96-566, iv, 48 p., https://doi.org/10.3133/ofr96566.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":162556,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96566.PNG"},{"id":279295,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0566/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bloomfield","otherGeospatial":"Nulhegan River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -71.75,44.75 ], [ -71.75,44.875 ], [ -71.625,44.875 ], [ -71.625,44.75 ], [ -71.75,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a559d","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":240336,"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":240337,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":67935,"text":"ha730I - 1996 - Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","interactions":[{"subject":{"id":67935,"text":"ha730I - 1996 - Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","indexId":"ha730I","publicationYear":"1996","noYear":false,"chapter":"I","title":"Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming"},"predicate":"IS_PART_OF","object":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"id":1}],"isPartOf":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"lastModifiedDate":"2017-05-30T16:00:40","indexId":"ha730I","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":318,"text":"Hydrologic Atlas","code":"HA","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"730","chapter":"I","title":"Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","docAbstract":"<p>The States of Montana, North Dakota, South Dakota, and Wyoming compose the 392,764-square-mile area of Segment 8, which is in the north-central part of the continental United States. The area varies topographically from the high rugged mountain ranges of the Rocky Mountains in western Montana and Wyoming to the gently undulating surface of the Central Lowland in eastern North Dakota and South Dakota (fig. 1). The Black Hills in southwestern South Dakota and northeastern Wyoming interrupt the uniformity of the intervening Great Plains. Segment 8 spans the Continental Divide, which is the drainage divide that separates streams that generally flow westward from those that generally flow eastward. The area of Segment 8 is drained by the following major rivers or river systems: the Green River drains southward to join the Colorado River, which ultimately discharges to the Gulf of California; the Clark Fork and the Kootenai Rivers drain generally westward by way of the Columbia River to discharge to the Pacific Ocean; the Missouri River system and the North Platte River drain eastward and southeastward to the Mississippi River, which discharges to the Gulf of Mexico; and the Red River of the North and the Souris River drain northward through Lake Winnipeg to ultimately discharge to Hudson Bay in Canada. </p><p>These rivers and their tributaries are an important source of water for public-supply, domestic and commercial, agricultural, and industrial uses. Much of the surface water has long been appropriated for agricultural use, primarily irrigation, and for compliance with downstream water pacts. Reservoirs store some of the surface water for flood control, irrigation, power generation, and recreational purposes. Surface water is not always available when and where it is needed, and ground water is the only other source of supply. Ground water is obtained primarily from wells completed in unconsolidated-deposit aquifers that consist mostly of sand and gravel, and from wells completed in semi-consolidated- and consolidated-rock aquifers, chiefly sandstone and limestone. Some wells withdraw water from volcanic rocks, igneous and metamorphic rocks, or fractured fine-grained sedimentary rocks, such as shale; however, wells completed in these types of rocks generally yield only small volumes of water. </p><p>Most wells in the four-State area of Segment 8 are on privately owned land (fig. 2). Agriculture, primarily irrigation, is one of the largest uses of ground water. The irrigation generally is on lowlands close to streams (fig. 3). Lowlands within a few miles of major streams usually are irrigated with surface water that is diverted by gravity flow from the main stream or a reservoir and transported through a canal system. Surface water also is pumped to irrigate land that gravity systems cannot supply. In addition, ground water is pumped from large-capacity wells to supplement surface water during times of drought or during seasons of the year when surface water is in short supply. Ground water is the only source of water for irrigation in much of the segment. The thickness and permeability of aquifers in the area of Segment 8 vary considerably, as do yields of wells completed in the aquifers. Ground-water levels and artesian pressures (hydraulic head) have declined significantly in some places as a result of excessive withdrawals by wells. State governments have taken steps to control the declines by enacting programs that either limit the number of additional wells that can be completed in a particular aquifer or prevent further ground-water development altogether. </p><p>The demand for water is directly related to the distribution of people. In 1990, Montana had a population of 799,065; North Dakota, 638,800; South Dakota, 696,004; and Wyoming, 453,588. The more densely populated areas are on lowlands near major streams. Many of the mountain, desert, and upland areas lack major population centers, particularly in Montana and Wyoming, where use of much of the land is controlled by the Federal Government and withdrawal of ground water is restricted.</p><p>Average annual precipitation (1951-80) in Segment 8 ranges from less than 8 inches in parts of Montana and Wyoming to more than 40 inches in some of the mountainous areas (fig. 4). Most storms move eastward through Segment 8 and are particularly common during the winter months. Moisture that evaporates from the Pacific Ocean is absorbed by eastward- moving air. As the moisture-laden air masses move eastward, they rise and cool as they encounter mountain ranges and lose some of their moisture to condensation. Consequently, the western sides of mountain ranges receive the most precipitation, much of it as snow during the winter months. In contrast, the eastern sides of some of the higher mountain ranges are in rain shadows and receive little precipitation. East of the Continental Divide, precipitation that falls during many summer storms results from northward-moving, moisture-laden air masses from the Gulf of Mexico. These air masses move northward when the polar front recedes; accordingly, a major part of the annual precipitation falls on the plains during the growing season. Average annual precipitation minus the total of average annual runoff plus evapotranspiration (the combination of evaporation and transpiration by plants) is the amount of water potentially available for recharge to the aquifers.</p><p>Average annual runoff (1951-80) in the area of Segment 8 varies greatly, and the distribution of runoff (fig. 5) generally parallels that of precipitation. In arid and semiarid areas of the segment, most precipitation replenishes soil moisture, evaporates, or is transpired by vegetation, and only a small part of the precipitation is left to maintain streamflow or recharge aquifers. In wetter areas of the segment, much of the precipitation runs off the land surface directly to perennial streams. Because a smaller percentage of precipitation in wet areas usually is lost to evapotranspiration than in dry areas, more water is, therefore, available to recharge aquifers where more precipitation falls. Precipitation that falls as snow generally does not become runoff until spring thaws begin. Runoff is affected in some areas by reservoirs that have been constructed on major streams to mitigate flooding and to store water for irrigation, electrical power generation, and recreation. Water stored in reservoirs during times when runoff is great is subsequently released during drier periods to maintain downstream flow.</p>","largerWorkTitle":"Ground Water Atlas of the United States","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ha730I","isbn":"0607859741","usgsCitation":"Whitehead, R., 1996, Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming: U.S. Geological Survey Hydrologic Atlas 730, 24 p., https://doi.org/10.3133/ha730I.","productDescription":"24 p.","startPage":"I1","endPage":"I24","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":11486,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/ha/ha730/ch_i/index.html","linkFileType":{"id":5,"text":"html"}},{"id":115245,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ha/730i/report.pdf","text":"Report","size":"54.91 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,{"id":49833,"text":"ofr96567 - 1996 - Level II scour analysis for Bridge 41 (WODSTH00750041) on Town Highway 75, crossing Happy Valley Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:34:43","indexId":"ofr96567","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":"96-567","title":"Level II scour analysis for Bridge 41 (WODSTH00750041) on Town Highway 75, crossing Happy Valley Brook, Woodstock, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure WODSTH00750041 on town highway 75 crossing Happy Valley Brook, Woodstock, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the New England Upland section of the New England physiographic province of east-central Vermont. The 3.45-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is brush with scattered trees.</p>\n<br/>\n<p>In the study area, Happy Valley Brook has an incised, sinuous channel with a slope of approximately 0.03 ft/ft, an average channel top width of 23 ft and an average channel depth of 5 ft. The predominant channel bed materials are gravel and cobble with a median grain size (D<sub>50</sub>) of 82.8 mm (0.272 ft). The geomorphic assessment at the time of the Level II site visits on September 13, 1994 and December 14, 1994, indicated that the reach was degrading. Five logs are embedded across the channel under the bridge in an attempt to prevent further degradation (see Figures 5 and 6).</p>\n<br/>\n<p>The town highway 75 crossing of Happy Valley Brook is a 27-ft-long, two-lane bridge consisting of one 25-foot steel-beam span. The clear span is 17 ft. (Vermont Agency of Transportation, written communication, August 3, 1994). The bridge is supported by vertical, stone abutments with wingwalls. The channel is skewed approximately 40 degrees to the opening and the opening-skew-to-roadway is also 40 degrees. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 1.3 to 2.2 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.2 to 12.0 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.</p>\n<br/>\n<p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96567","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 41 (WODSTH00750041) on Town Highway 75, crossing Happy Valley Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-567, iv, 48 p., https://doi.org/10.3133/ofr96567.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":162557,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96567.PNG"},{"id":279294,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0567/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"Happy Valley Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,43.625 ], [ -72.5,43.75 ], [ -72.375,43.75 ], [ -72.375,43.625 ], [ -72.5,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a619d","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":240338,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49840,"text":"ofr96583 - 1996 - Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:30:34","indexId":"ofr96583","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":"96-583","title":"Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPOMFTH00020013 on town highway 2 crossing Barnard Brook, Pomfret, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I study provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.\nThe site is in the New England Upland section of the New England physiographic province \nof east-central Vermont in the town of Pomfret. The 7.98-mi<sup>2</sup>\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the surface cover is \nprimarily field grasses with some brush on the immediate banks.\nIn the study area, Barnard Brook has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 32 ft and an average channel \ndepth of 4 ft. The predominant channel bed materials are gravel and cobbles with a median \ngrain size (D<sub>50</sub>) of 51.0 mm (0.167 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 15, 1994, indicated that the reach was stable.\nThe town highway 2 crossing of Barnard Brook is a 23-ft-long, two-lane bridge consisting \nof one 20-foot concrete span (Vermont Agency of Transportation, written communication, \nAugust 22, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 30 degrees to the opening while the opening-skew-toroadway is 0 degrees. \nScour, 2.5 ft deeper than the mean thalweg depth, was observed along the left abutment \nduring the Level I assessment. The only scour protection measure at the site was type-2 \nstone fill (less than 36 inches diameter) along the base and upstream of the upstream left \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 7.2 to \n12.6 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96583","collaboration":"Prepared cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1996, Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont: U.S. Geological Survey Open-File Report 96-583, iv, 50 p., https://doi.org/10.3133/ofr96583.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":162640,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96583.PNG"},{"id":279286,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0583/report.pdf"}],"country":"United States","state":"Vermont","city":"Pomfret","otherGeospatial":"Barnard Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.588101,43.63863 ], [ -72.588101,43.758075 ], [ -72.426329,43.758075 ], [ -72.426329,43.63863 ], [ -72.588101,43.63863 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a832a","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240348,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49849,"text":"ofr96639 - 1996 - Level II scour analysis for Bridge 49 (WODSTH00990049) on Town Highway 99, crossing Gulf Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T14:25:44","indexId":"ofr96639","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":"96-639","title":"Level II scour analysis for Bridge 49 (WODSTH00990049) on Town Highway 99, crossing Gulf Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00990049 on Town Highway 99 crossing the Gulf Brook, Woodstock, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 16.8-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the primary surface cover is pasture except for \nupstream right of the bridge which is cover by trees and brush. The immediate banks \nthroughout the reach have scattered woody vegetation.\nIn the study area, the Gulf Brook has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 91 ft and an average channel \ndepth of 6 ft. The channel bed materials range from sand to cobble with a median grain size \n(D<sub>50</sub>) of 85.3 mm (0.280 ft). The geomorphic assessment at the time of the Level I site visits \non September 15, 1994 and December 14, 1994, indicated that the reach was stable.\nThe Town Highway 99 crossing of the Gulf Brook is a 56-ft-long, one-lane bridge \nconsisting of one 55-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, April 4, 1995). The bridge is supported by vertical, concrete abutments \nwith a spill-through slope constructed of large quarried stone. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 0 degrees. \nErosion at the right abutment has undermined the toe of the spill-through slope by nearly a \nfoot. Material has been removed from under the stone spill-through slope so that 0.5 feet of \nhorizontal penetration was possible at the time of the visits. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.9 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour at the left abutment \nranged from 3.1 to 10.3 ft. with the worst-case occurring at the 500-year discharge. \nAbutment scour at the right abutment ranged from 6.4 to 10.4 ft. with the worst-case \noccurring at the 100-year discharge.Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96639","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Hammond, R.E., 1996, Level II scour analysis for Bridge 49 (WODSTH00990049) on Town Highway 99, crossing Gulf Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-639, iv, 50 p., https://doi.org/10.3133/ofr96639.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":162728,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96639.PNG"},{"id":279277,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0639/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"Gulf Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.637941,43.533341 ], [ -72.637941,43.661214 ], [ -72.46644,43.661214 ], [ -72.46644,43.533341 ], [ -72.637941,43.533341 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a610d","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":240361,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240362,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":57169,"text":"ofr95539 - 1996 -  Preliminary investigation of the distribution and resources of coal in the Kaiparowits Plateau, southern Utah ","interactions":[],"lastModifiedDate":"2018-08-28T16:22:00","indexId":"ofr95539","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":"95-539","title":" Preliminary investigation of the distribution and resources of coal in the Kaiparowits Plateau, southern Utah ","docAbstract":"<p>This report on the coal resources of the Kaiparowits Plateau, Utah is a contribution to the U.S. Geological Survey's (USGS) 'National Coal Resource Assessment' (NCRA), a five year effort to identify and characterize the coal beds and coal zones that could potentially provide the fuel for the Nation's coal-derived energy during the first quarter of the twenty-first century. For purposes of the NCRA study, the Nation is divided into regions. Teams of geoscientists, knowledgeable about each region, are developing the data bases and assessing the coal within each region. The five major coal-producing regions of the United States under investigation are: (1) the Appalachian Basin; (2) the Illinois Basin; (3) the Gulf of Mexico Coastal Plain; (4) the Powder River Basin and the Northern Great Plains; and (5) the Rocky Mountains and the Colorado Plateau. Six areas containing coal deposits in the Rocky Mountain and Colorado Plateau Region have been designated as high priority because of their potential for development. This report on the coal resources of the Kaiparowits Plateau is the first of the six to be completed. The coal quantities reported in this study are entirely 'resources' and represent, as accurately as the data allow, all the coal in the ground in beds greater than one foot thick. These resources are qualified and subdivided by thickness of coal beds, depth to the coal, distance from known data points, and inclination (dip) of the beds. The USGS has not attempted to estimate coal 'reserves' for this region. Reserves are that subset of the resource that could be economically produced at the present time. The coal resources are differentiated into 'identified' and 'hypothetical' following the standard classification system of the USGS (Wood and others, 1983). Identified resources are those within three miles of a measured thickness value, and hypothetical resources are further than three miles from a data point. Coal beds in the Kaiparowits Plateau are laterally discontinuous relative to many other coal bearing regions of the United States. That is, they end more abruptly and are more likely to fragment or split into thinner beds. Because of these characteristics, the data from approximately 160 drill holes and 40 measured sections available for use in this study are not sufficient to determine what proportion of the resources is technologically and economically recoverable. The Kaiparowits Plateau contains an original resource of 62 billion short tons of coal in the ground. Original resource is defined to include all coal beds greater than one foot thick in the area studied. None of the resource is recoverable by surface mining. However, the total resource figure must be regarded with caution because it does not reflect geologic, technological, land-use, and environmental restrictions that may affect the availability and the recoverability of the coal. At least 32 billion tons of coal are unlikely to be mined in the foreseeable future because the coal beds are either too deep, too thin to mine, inclined at more than 12?, or in beds that are too thick to be completely recovered in underground mining. The estimated balance of 30 billion tons of coal resources does not reflect land use or environmental restrictions, does not account for coal that would be bypassed due to mining of adjacent coal beds, does not consider the amount of coal that must remain in the ground for roof support, and does not take into consideration the continuity of beds for mining. Although all of these factors will reduce the amount of coal that could be recovered, there is not sufficient data available to estimate recoverable coal resources. For purposes of comparison, studies of coal resources in the eastern United States have determined that less than 10 percent of the original coal resource, in the areas studied, could be mined economically at today's prices (Rohrbacher and others, 1994).</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr95539","usgsCitation":"Hettinger, R.D., Roberts, L.N., Biewick, L.R., and Kirschbaum, M., 1996,  Preliminary investigation of the distribution and resources of coal in the Kaiparowits Plateau, southern Utah : U.S. Geological Survey Open-File Report 95-539, Report: iii, 72 p.; Plate: 45 x 36 inches, https://doi.org/10.3133/ofr95539.","productDescription":"Report: iii, 72 p.; Plate: 45 x 36 inches","additionalOnlineFiles":"Y","costCenters":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"links":[{"id":180691,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":10014,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1996/OF96-539/","linkFileType":{"id":5,"text":"html"}}],"scale":"500000","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -112,37 ], [ -112,38 ], [ -111,38 ], [ -111,37 ], [ -112,37 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ae0e4b07f02db6884c8","contributors":{"authors":[{"text":"Hettinger, Robert D.","contributorId":102486,"corporation":false,"usgs":true,"family":"Hettinger","given":"Robert","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":256305,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Roberts, L. N. R.","contributorId":53419,"corporation":false,"usgs":true,"family":"Roberts","given":"L.","email":"","middleInitial":"N. R.","affiliations":[],"preferred":false,"id":256303,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Biewick, L. R. H.","contributorId":41034,"corporation":false,"usgs":true,"family":"Biewick","given":"L.","email":"","middleInitial":"R. H.","affiliations":[],"preferred":false,"id":256302,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Kirschbaum, M.A.","contributorId":79471,"corporation":false,"usgs":true,"family":"Kirschbaum","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":256304,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":49775,"text":"ofr96160 - 1996 - Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:32:20","indexId":"ofr96160","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":"96-160","title":"Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNORWTH00030046 on town highway 3, which is also Vermont State Route 132 crossing \nthe Ompompanoosuc River, Norwich, Vermont (figures 1–8). A Level II study is a basic \nengineering analysis of the site, including a quantitative analysis of stream stability and \nscour (U.S. Department of Transportation, 1993). A Level I study is included in Appendix \nE of this report. A Level I study provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, available from 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 New England Upland physiographic province of east-central Vermont. \nThe 135-mi<sup>2</sup>\n drainage area is a predominantly rural basin. A flood-control reservoir located \napproximately 2 mi upstream has 1.66 billion cubic feet of usable storage. In the vicinity of \nthe study site, the left bank is forested and the right bank is covered by shrubs and brush, \nadjacent to woods. The Ompompanoosuc River is parallel to Town Highway 3.\nIn the study area, the Ompompanoosuc River has a sinuous channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 166 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is sand (D<sub>50</sub> is 0.744 mm or 0.00244\nft). The geomorphic assessment at the time of the Level I and Level II site visit on August \n19, 1994, indicated that the reach was stable.\nThe town highway 3 crossing of the Ompompanoosuc Riveris a 100-ft-long, two-lane\nbridge consisting of two steel-beam spans (Vermont Agency of Transportation, written \ncommun., July 29, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 25 degrees to the opening while the \nopening-skew-to-roadway is 12 degrees. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D \nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96160","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 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont: U.S. Geological Survey Open-File Report 96-160, iv, 28 p., https://doi.org/10.3133/ofr96160.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179330,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96160.PNG"},{"id":279421,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0160/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Norwich","otherGeospatial":"Ompompanoosuc River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,43.75 ], [ -72.25,43.875 ], [ -72.125,43.875 ], [ -72.125,43.75 ], [ -72.25,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a607a","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":240241,"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":240242,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49776,"text":"ofr96161 - 1996 - Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T13:21:05","indexId":"ofr96161","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":"96-161","title":"Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nNORWTH00120010 on town highway 12 crossing Bloody Brook, Norwich, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting the Level I and Level II \nanalyses and can be found in Appendix D.</p>\n<br/>\n<p>The site is in the New England Upland physiographic province in east-central Vermont. The \n8.98-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. In the vicinity of the \nstudy site, the left bank upstream and the left and right banks downstream are forested. The \nimmediate right bank upstream is covered by shrub and brush with pasture on the overbank. \nTown Highway 12 runs along the valley of Bloody Brook; however, at structure \nNORWTH00120010 the road crosses Bloody Brook at a 90-degree angle.</p>\n<br/>\n<p>In the study area, Bloody Brook has a sinuous channel with a slope of approximately 0.014 \nft/ft, an average channel top width of 41 ft and an average channel depth of 3 ft. The \npredominant channel bed materials are gravel and cobble (D<sub>50</sub> is 51.0 mm or 0.167 ft). The \ngeomorphic assessment at the time of the Level I site visit on October 31, 1994, indicated \nthat the reach was unstable.</p>\n<br/>\n<p>The town highway 12 crossing of Bloody Brook is a 34-ft-long, two-lane bridge consisting \nof one 30-foot clear span (Vermont Agency of Transportation, written commun., July 29, \n1994). The bridge is supported by vertical, concrete abutments with wingwalls. The right \nabutment is protected by sparse type-2 stone fill (less than 24 inches diameter). The channel \nis skewed 0 degrees to the opening and the opening-skew-to-roadway is 0 degrees. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.</p>\n<br/>\n<p>Scour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96161","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1996, Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont: U.S. Geological Survey Open-File Report 96-161, iv, 31 p., https://doi.org/10.3133/ofr96161.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":178503,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96161.GIF"},{"id":279420,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0161/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Norwich","otherGeospatial":"Bloody Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,43.625 ], [ -72.375,43.75 ], [ -72.25,43.75 ], [ -72.25,43.625 ], [ -72.375,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5ad9","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":240243,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":49787,"text":"ofr96197 - 1996 - Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T14:15:30","indexId":"ofr96197","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-197","title":"Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00180023 on town highway 18 crossing North Bridgewater Brook, Woodstock, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the New England Upland physiographic division of east-central Vermont. The \n4.26-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the \nstudy site, the left and right banks are covered by moderate tree cover.\nIn the study area, North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 38 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are gravel and cobbles (D<sub>50</sub> is 63.3 \nmm or 0.208 ft). The geomorphic assessment at the time of the Level I site visit on \nDecember 9, 1994 indicated that the reach was laterally unstable. Evidence of the instability \nincluded anabranching and extensive stone fill on channel bends.\nThe town highway 18 crossing of North Bridgewater Brook is a 25-ft-long, one-lane bridge \nconsisting of one 22-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 3, 1994). The bridge is supported by vertical, concrete abutments with no \nwingwalls. Type-2 stone fill (less than 36 inches) was noted at the ends of the right \nabutment and type-1 stone fill (less than 12 inches) was noted at the ends of the left \nabutment. A stone wall of type-2 and -3 stone fill (less than 36 inches and 48 inches, \nrespectively), carefully placed, protects the upstream right channel bank extending from the \nbridge to more than 50 feet upstream. Although significant protection has been placed, both \nabutments are experiencing undermining. The channel is skewed approximately 15 degrees \nto the opening while the opening-skew-to-roadway is 5 degrees. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D\nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96197","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-197, iv, 31 p., https://doi.org/10.3133/ofr96197.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":178612,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96197.png"},{"id":279404,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0197/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"North Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.637941,43.533341 ], [ -72.637941,43.661214 ], [ -72.46644,43.661214 ], [ -72.46644,43.533341 ], [ -72.637941,43.533341 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a80d7","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240258,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240259,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":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":"<p>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.</p>","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":27282,"text":"wri964072 - 1996 - Peak-flow frequency and extreme flood potential for streams in the vicinity of the Highland Lakes, central Texas","interactions":[],"lastModifiedDate":"2016-08-22T10:50:53","indexId":"wri964072","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4072","title":"Peak-flow frequency and extreme flood potential for streams in the vicinity of the Highland Lakes, central Texas","docAbstract":"<p>The Highland Lakes on the Colorado River are in an area periodically threatened by large storms and floods. Many storms exceeding 10 inches (in.) in depth have been documented in the area, including some with depths approaching 40 in. These storms typically produce large peak discharges that often threaten lives and property. The storms sometimes occur with little warning. Steep stream slopes and thin soils characteristic of the area often cause large peak discharges and rapid movement of floods through watersheds. A procedure to predict the discharge associated with large floods is needed for the area so that appropriate peak discharges can be used in the design of flood plains, bridges, and other structures.</p><p>The U.S. Geological Survey (USGS), in cooperation with the Lower Colorado River Authority (LCRA), studied flood peaks for streams in the vicinity of the Highland Lakes of central Texas. The Highland Lakes are a series of reservoirs constructed on the Colorado River. The chain of lakes (and year each was completed) comprises Lake Buchanan (1937), Inks Lake (1938), Lake Lyndon B. Johnson (1950), Lake Marble Falls (1951), Lake Travis (1942), and lake Austin (1890). The study area (fig. 1), which includes all or parts of 21 counties in the vicinity of the Highland Lakes, was selected because most streams in the area have flood characteristics similar to streams entering the Highland Lakes. The entire study area is in a region subject to large storms.</p><p>The purpose of this report is to present (1) peak-flow frequency data for stations and equations to estimate peak-flow frequency for large streams with natural drainage basins in the vicinity of the Highland Lakes, and (2) a technique to estimate the extreme flood peak discharges for the large streams in the vicinity of the Highland Lakes. Peak-flow frequency in this report refers to the peak discharges for recurrence intervals of 2,5, 10,25,50, and 100 years. A large stream is defined as having a contributing drainage area of at least0.5 square mile (mi’); and a natural drainage basin has less than 10 percent impervious cover and less than 10 percent of its drainage area controlled by reservoirs.</p><p>The mean annual precipitation in the study area for 1951–80 ranges from about 20 in, in western Kimble County to about 34 in. at the eastern edge of Williamson County (Riggio and others, 1987, p. 23). Many large storms and catastrophic floods have occurred along or in the adjacent area west of the Balcones escarpment (fig. 1) (Dalrymple and others, 1939, Breeding and Dalrymple, 1944; Breeding and Montgomery, 1954; Schroeder and others, 1979; Caran and Baker, 1986; Slade, 1986; and Hejl and others, 1996). About a dozen storms with precipitation depths exceeding 15 in. in a few days or less have been documented in this area during the past 60 years. Some of these storms have produced world-record precipitation depths for durations less than 48 hours. The documentation for these and for other large storms indicates that they are not uniformly distributed temporally or spatially; therefore, the recurrence intervals for such storms cannot be verified (Slade, 1986, p. 17). These large storms can cause flood peaks that would exceed those that can be predicted accurately by analyses of available precipitation or flood data.</p><p>The peak-flow frequency was estimated for each of 55 qualified stations in the study area (table 1) following guidelines established by the Interagency Advisory Committee on Water Data (1982). Qualified streamflow-gaging stations for the study area are those with at least 8 years of data from natural drainage basins (sites 1–55, fig. 1). Equations to estimate peak-flow frequency for large streams with natural drainage basins in the vicinity of the Highland Lakes were developed. These equations were developed from selected stations on the basis of the relation between peak-flow frequency and basin characteristics for each station. The entire period of systematic record (through 1993) was used in the frequency analyses for each qualified station except for stations at which streamflow was regulated during part of the record. These stations are Leon River near Belton (site 1): Lampasas River near Youngsport (site 5); North Fork San Gabriel River near Georgetown (site 6); San Gabriel River at Laneport (site 12); Brady Creek at Brady (site 16); San Saba River at San Saba (site 18); Rebecca Creek near Spring Branch (site 51); and Cibolo Creek near Boerne (site 54). One or more reservoirs were completed in the basin of each of these stations during the period of systematic record. These reservoirs caused the annual peak discharges to become regulated. The annual peak discharges for 1994 and 1995 at Sandy Creek near Kingsland (site 28) were used to include data associated with extreme flooding that occurred in 1995.</p><p>The extreme flood potential in the study area was investigated using an \"envelope\" or \"extreme flood potential\" curve. This curve is based on the relation between the contributing drainage area and (1) the maximum peak discharge of record for each qualified station (table 1); (2) substantial peak discharges documented for 84 sites without stations (sites 56–139, fig. 1, table 2); and (3) 100-year peak discharges from peak-flow frequency for stations (table 1). Peak discharges estimated from this curve represent the extreme flood potential for the study area.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Austin, TX","doi":"10.3133/wri964072","collaboration":"Prepared in cooperation with the Lower Colorado River Authority","usgsCitation":"Asquith, W.H., Slade, R., and Lanning-Rush, J., 1996, Peak-flow frequency and extreme flood potential for streams in the vicinity of the Highland Lakes, central Texas: U.S. Geological Survey Water-Resources Investigations Report 96-4072, Plate: 40.00 x 32.86 inches, https://doi.org/10.3133/wri964072.","productDescription":"Plate: 40.00 x 32.86 inches","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true}],"links":[{"id":327240,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/wri964072.JPG"},{"id":56161,"rank":399,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1996/4072/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Texas","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ae1e4b07f02db688a55","contributors":{"authors":[{"text":"Asquith, William H. 0000-0002-7400-1861 wasquith@usgs.gov","orcid":"https://orcid.org/0000-0002-7400-1861","contributorId":1007,"corporation":false,"usgs":true,"family":"Asquith","given":"William","email":"wasquith@usgs.gov","middleInitial":"H.","affiliations":[{"id":48595,"text":"Oklahoma-Texas Water Science Center","active":true,"usgs":true}],"preferred":true,"id":197845,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Slade, R.M.","contributorId":84364,"corporation":false,"usgs":true,"family":"Slade","given":"R.M.","affiliations":[],"preferred":false,"id":197847,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lanning-Rush, Jennifer","contributorId":38981,"corporation":false,"usgs":true,"family":"Lanning-Rush","given":"Jennifer","affiliations":[],"preferred":false,"id":197846,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"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":"<p>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. </p><p>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. </p><p>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. </p><p>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. </p><p>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.</p><p>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. <span>The high rate </span><span>recharge areas along the Lake Wales Ridge are </span><span>most affected by pumping. Simulation of no </span><span>agricultural pumpage resulted in a maximum </span><span>recovery of about 2 feet in each aquifer. </span><span>Simulation of no industrial or mining pumpage </span><span>resulted in a maximum of less than one foot in the </span><span>surficial aquifer and lakes, about 10 feet in the </span><span>intermediate aquifer, and about 14 feet in the </span><span>Upper Floridan aquifer. Simulation of no public </span><span>supply pumpage indicated a maximum recovery </span><span>of less than one foot in the surficial aquifer and </span><span>lakes, about 4 feet in the intermediate aquifer, and </span><span>about 10 feet in the Upper Floridan aquifer. </span><span>Simulation of no regional pumping outside the </span><span>Water Use Caution Area indicated recoveries of </span><span>less than 2 feet within the Water Use Caution Area. </span></p><p><span>Simulations were used to investigate long-</span><span>term aquifer changes in response to two </span><span>development alternatives: (1) continuation of </span><span>1990 water year hydrologic conditions and </span><span>pumping rates (349 Mgal/d), and (2) increased </span><span>pumpage (506 Mgal/d). Simulation of continued </span><span>1990 water year hydrologic conditions and </span><span>pumping for 20 years indicated that head decline of </span><span>more than 10 feet might be expected in each </span><span>aquifer in the northern part of the Water Use </span><span>Caution Area. Simulation of increased pumpage </span><span>(an additional 45 percent) for 20 years indicated </span><span>head declines of more than 20 feet in each aquifer </span><span>in the northern part of the Water Use Caution Area. </span><span>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. </span></p>","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":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":"<p>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. </p><p>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.</p><p> 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.</p>","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 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,{"id":6044,"text":"pp1422C - 1996 - Hydrogeologic terranes and potential yield of water to wells in the Valley and Ridge Physiographic Province in the eastern and southeastern United States","interactions":[{"subject":{"id":6044,"text":"pp1422C - 1996 - Hydrogeologic terranes and potential yield of water to wells in the Valley and Ridge Physiographic Province in the eastern and southeastern United States","indexId":"pp1422C","publicationYear":"1996","noYear":false,"chapter":"C","title":"Hydrogeologic terranes and potential yield of water to wells in the Valley and Ridge Physiographic Province in the eastern and southeastern United States"},"predicate":"IS_PART_OF","object":{"id":70189801,"text":"pp1422 - 2004 - Regional Aquifer-System Analysis— Appalachian Valley and Piedmont","indexId":"pp1422","publicationYear":"2004","noYear":false,"title":"Regional Aquifer-System Analysis— Appalachian Valley and Piedmont"},"id":1}],"isPartOf":{"id":70189801,"text":"pp1422 - 2004 - Regional Aquifer-System Analysis— Appalachian Valley and Piedmont","indexId":"pp1422","publicationYear":"2004","noYear":false,"title":"Regional Aquifer-System Analysis— Appalachian Valley and Piedmont"},"lastModifiedDate":"2022-11-28T22:58:47.462896","indexId":"pp1422C","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":331,"text":"Professional Paper","code":"PP","onlineIssn":"2330-7102","printIssn":"1044-9612","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"1422","chapter":"C","title":"Hydrogeologic terranes and potential yield of water to wells in the Valley and Ridge Physiographic Province in the eastern and southeastern United States","docAbstract":"<p>The Valley and Ridge Physiographic Province is underlain by deformed sedimentary rock of Paleozoic age including dolomite, limestone, shale, and sandstone. Regolith (soil, sediment, and weathered rock) covers the Paleozoic rock throughout most of the province. Local differences in lithology, structure, and weathering can result in four orders of magnitude variation in the water-yielding properties of the geologic units that underlie the area. Selected rock types, however, can account for a substantial part of this variation because of the unique way in which these dense, consolidated sedimentary rock types deform and weather to produce secondary openings.</p><p>On the basis of relations among rock type, water-yielding openings, and water-yielding properties (as indicated by specific capacity), the regolith and consolidated rock were classified and mapped as five hydrogeologic terranes alluvium, dolomite, limestone, argillaceous carbonate rock, and siliciclastic rock. The hydrogeologic terranes are named after the predominant outcrop lithology within them. The western toe of the Blue Ridge Mountains is classified as a subdivision of the dolomite hydrogeologic terrane that may produce yields of water in excess of 1,000 gallons per minute (gal/min) to public and industrial supply wells. </p><p>Specific-capacity data for homogeneous data sets, which consist of all wells that have the same characteristics in regard to casing diameter, primary use of the water, and topographic setting, revealed significant differences in water-yielding properties among the five hydrogeologic terranes. According to results of Tukey statistical tests at a probability (alpha level) of 0.05, 8 out of 10 pairs of hydrogeologic terranes (for example, alluvium/limestone) had significantly different median specific-capacity values. The median value for public and industrial supply wells in the western toe is three times greater than the value for comparable wells in the dolomite hydrogeologic terrane elsewhere. </p><p>Estimates of potential yields to public and industrial supply wells were calculated from specific-capacity data for most-productive wells, which have casing diameter of 7 in. or more, discharge water primarily for public or industrial supply, and are in a valley. Median constant drawdowns, calculated from reported drawdowns, were assumed to be between 10 and 90 ft for wells completed in each of the five hydrogeologic terranes, and well-entrance losses were assumed to be negligible. Estimated interquartile ranges in potential yields to 412 mostproductive wells in the five hydrogeologic terranes were 170 to 580 gal/min, alluvium; 210 to 1,400 gal/min, dolomite; 80 to 720 gal/min, limestone; 65 to 850 gal/min, argillaceous carbonate rock; and 70 to 280 gal/min, siliciclastic rock.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/pp1422C","usgsCitation":"Hollyday, E., and Hileman, G.E., 1996, Hydrogeologic terranes and potential yield of water to wells in the Valley and Ridge Physiographic Province in the eastern and southeastern United States: U.S. Geological Survey Professional Paper 1422, Report: vi, 30 p.; 5 Plates: 47.0 x 35.5 inches or smaller, https://doi.org/10.3133/pp1422C.","productDescription":"Report: vi, 30 p.; 5 Plates: 47.0 x 35.5 inches or smaller","startPage":"C1","endPage":"C30","costCenters":[],"links":[{"id":110638,"rank":700,"type":{"id":36,"text":"NGMDB Index 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F.","contributorId":95062,"corporation":false,"usgs":true,"family":"Hollyday","given":"E. F.","affiliations":[],"preferred":false,"id":152008,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hileman, G. E.","contributorId":11639,"corporation":false,"usgs":true,"family":"Hileman","given":"G.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":152007,"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":"<p>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.</p>","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":30457,"text":"wri944107 - 1996 - Hydrogeologic framework of Pennsylvanian and Late Mississippian rocks in the central lower peninsula of Michigan","interactions":[],"lastModifiedDate":"2017-07-12T10:57:52","indexId":"wri944107","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":"94-4107","title":"Hydrogeologic framework of Pennsylvanian and Late Mississippian rocks in the central lower peninsula of Michigan","docAbstract":"<p>Late Mississippian and Pennsylvanian sedimentary rocks form part of a regional system of aquifers and confining units in the central Lower Peninsula of Michigan. The upper part of the Pennsylvanian rock sequence constitutes the Saginaw aquifer, which consists primarily of sandstone. This sandstone aquifer overlies the Saginaw confining unit, which consists primarily of shale. The Saginaw confining unit separates the Saginaw aquifer from the Parma-Bayport aquifer, which consists primarily of permeable sandstones and carbonates; these permeable units are interpreted to be hydraulically connected and stratigraphically continuous at the scale of the regional aquifer system. </p><p>The Saginaw aquifer ranges in thickness from 100 to 370 feet along a 30- to 45-milewide south-trending corridor through the approximate center of the aquifer system. The Saginaw aquifer typically contains freshwater along this corridor of thick sandstone. Most municipalities that use water from the Saginaw aquifer are located along this corridor. On either side of this corridor, the Saginaw aquifer generally is less than 100-feet thick, and typically contains saline water. Altitude of the surface of the Saginaw aquifer ranges from 800 to 900 feet in the northern part of the aquifer system, and from 500 to 600 feet in the southern part. Altitude of the top of the Saginaw aquifer is lower in the western and eastern parts of the aquifer system (typically 400 to 500 feet). The Saginaw confining unit is thickest in the northwestern part of the aquifer system (100 to 240 feet thick); however, thickness decreases to 50 feet in the southeast. Thickness of the Parma-Bayport aquifer generally ranges from 100 to 150 feet. The surface configuration of this aquifer is similar in shape to the Saginaw aquifer; altitudes are highest in the southern and northern parts of the aquifer system (900 and 500 feet, respectively). Lowest altitude (approximately -100 feet) of the Parma-Bayport aquifer is in the east-central part of the basin. The Parma-Bayport aquifer contains freshwater in subcrop areas where it is in direct-hydraulic connection to permeable glacial deposits; however, this aquifer contains saline water or brine down dip from subcrop areas.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri944107","usgsCitation":"Westjohn, D.B., and Weaver, T.L., 1996, Hydrogeologic framework of Pennsylvanian and Late Mississippian rocks in the central lower peninsula of Michigan: U.S. Geological Survey Water-Resources Investigations Report 94-4107, iv, 44 p., https://doi.org/10.3133/wri944107.","productDescription":"iv, 44 p.","numberOfPages":"52","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":159796,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4107/report-thumb.jpg"},{"id":343686,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4107/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Michigan","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -83.3917236328125, 44.327777761284445 ], [ -83.507080078125, 44.3906169787868 ], [ -83.6224365234375, 44.457309801319305 ], [ -83.8201904296875, 44.555249259710656 ], [ -83.9520263671875, 44.59046718130883 ], [ -84.078369140625, 44.63739123445585 ], [ -84.1827392578125, 44.653024159812 ], [ -84.3695068359375, 44.680371641890375 ], [ -84.5892333984375, 44.680371641890375 ], [ -84.715576171875, 44.68427737181225 ], [ -84.869384765625, 44.68427737181225 ], [ 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-83.5455322265625, 44.213709909702054 ], [ -83.5125732421875, 44.264871151101985 ], [ -83.4466552734375, 44.264871151101985 ], [ -83.3917236328125, 44.327777761284445 ] ] ] } } ] }\n","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a4ee4b07f02db627a23","contributors":{"authors":[{"text":"Westjohn, David B.","contributorId":84401,"corporation":false,"usgs":true,"family":"Westjohn","given":"David","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":203285,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weaver, Thomas L. tlweaver@usgs.gov","contributorId":2392,"corporation":false,"usgs":true,"family":"Weaver","given":"Thomas","email":"tlweaver@usgs.gov","middleInitial":"L.","affiliations":[],"preferred":true,"id":203284,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":44713,"text":"wri934057 - 1995 - Bathymetry, freshwater flow, and specific conductance of Matlacha Pass, southwestern Florida","interactions":[],"lastModifiedDate":"2021-12-13T12:08:02.444396","indexId":"wri934057","displayToPublicDate":"2021-12-12T21:00:00","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":"93-4057","title":"Bathymetry, freshwater flow, and specific conductance of Matlacha Pass, southwestern Florida","docAbstract":"<p>The Matlacha Pass estuary, a State of Florida aquatic preserve, is bounded by Pine Island to the west, Cape Coral to the east, Charlotte Harbor to the north, and the Caloosahatchee River to the south (fig. 1). The estuary is important for its aesthetic value; used for recreational boating, sport and commercial fishing, tourism, and residential development; and is a nursery for fish and invertebrates.</p><p>Historically, freshwater runoff from Cape Coral entered Matlacha Pass estuary as sheetflow. As development occurred on Cape Coral, canals were designed and constructed to collect the freshwater runoff and distribute it as sheetflow through two spreader canal systems into Matlacha Pass. Water managers have expressed concern that altering the freshwater runoff patterns into the pass could have a detrimental effect on salinity distribution which might adversely affect the aquatic system of the pass. Adequate data were not available to evaluate the freshwater flow, its movement, and mixing. The U.S. Geological Survey, in cooperation with the City of Cape Coral, Lee County, and the Florida Department of Environmental Protection, conducted a study from July 1989 to September 1992 to identify three hydrodynamic aspects for managing the estuary.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri934057","collaboration":"Prepared in cooperation with the City of Cape Coral, Lee County, and the Florida Department of Environmental Protection","usgsCitation":"Russell, G.M., and Kane, R.L., 1995, Bathymetry, freshwater flow, and specific conductance of Matlacha Pass, southwestern Florida: U.S. Geological Survey Water-Resources Investigations Report 93-4057, 2 Plate: 32.00 x 22.18 inches, https://doi.org/10.3133/wri934057.","productDescription":"2 Plate: 32.00 x 22.18 inches","costCenters":[],"links":[{"id":169591,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1993/4057/report-thumb.jpg"},{"id":82009,"rank":299,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1993/4057/report.pdf","text":"Report","size":"4.82 MB","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Florida","city":"Cape Coral","otherGeospatial":"Matlacha Pass","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -82.254638671875,\n              26.480407161007275\n            ],\n            [\n              -81.94976806640625,\n              26.480407161007275\n            ],\n            [\n              -81.94976806640625,\n              26.740704807127834\n            ],\n            [\n              -82.254638671875,\n              26.740704807127834\n            ],\n            [\n              -82.254638671875,\n              26.480407161007275\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","contact":"<p><a href=\"https://www.usgs.gov/centers/car-fl-water\" data-mce-href=\"https://www.usgs.gov/centers/car-fl-water\">Caribbean-Florida Water Science Center</a><br>U.S. Geological Survey<br>3321 College Avenue<br>Davie, FL 33314</p><p><a href=\"../contact\" data-mce-href=\"../contact\">Contact Pubs Warehouse</a></p>","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a6ce4b07f02db63e174","contributors":{"authors":[{"text":"Russell, Gary M.","contributorId":42973,"corporation":false,"usgs":true,"family":"Russell","given":"Gary","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":230306,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Kane, Richard L. rkane@usgs.gov","contributorId":2034,"corporation":false,"usgs":true,"family":"Kane","given":"Richard","email":"rkane@usgs.gov","middleInitial":"L.","affiliations":[],"preferred":true,"id":230305,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70179668,"text":"70179668 - 1995 - Seasonal cycles of dissolved constituents in streamwater in two forested catchments in the mid-Atlantic region of the eastern U.S.A.","interactions":[],"lastModifiedDate":"2017-01-19T14:38:39","indexId":"70179668","displayToPublicDate":"2016-12-01T00:00:00","publicationYear":"1995","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2342,"text":"Journal of Hydrology","active":true,"publicationSubtype":{"id":10}},"title":"Seasonal cycles of dissolved constituents in streamwater in two forested catchments in the mid-Atlantic region of the eastern U.S.A.","docAbstract":"<p><span>Streamwater discharge and chemistry of two small catchments on Catoctin Mountain in north-central Maryland have been monitored since 1982. Repetitive seasonal cycles in stream-water chemistry have been observed each year, along with seasonal cycles in the volume of stream discharge and in groundwater levels. The hypothesis that the observed streamwater chemical cycles are related to seasonal changes in the hydrological flow paths that contribute to streamflow is examined using a combination of data on groundwater levels, shallow and deep groundwater chemistry, streamwater discharge, streamwater chemistry, soil-water chemistry, and estimates of water residence times. The concentrations of constituents derived from rock weathering, particularly bicarbonate and silica, increase in streamwater during the summer when the water table is below the regolith-bedrock interface and stream discharge consists primarily of deep groundwater from the fractured-bedrock aquifer. Conversely, the concentrations in streamwater of atmospherically derived components, particularly sulfate, increase in winter when the water table is above the regolith-bedrock interface and stream discharge consists primarily of shallow groundwater from the regolith. Tritium and chlorofluorocarbon (CFC) measurements suggest that the groundwater in these systems is young, with a residence time of less than several years. The results of this study have implications for the design of large-scale water-quality monitoring programs.</span></p>","language":"English","publisher":"Elsevier","doi":"10.1016/0022-1694(95)92713-N","usgsCitation":"Rice, K.C., and Bricker, O.P., 1995, Seasonal cycles of dissolved constituents in streamwater in two forested catchments in the mid-Atlantic region of the eastern U.S.A.: Journal of Hydrology, v. 170, p. 137-158, https://doi.org/10.1016/0022-1694(95)92713-N.","productDescription":"22 p.","startPage":"137","endPage":"158","costCenters":[{"id":614,"text":"Virginia Water Science Center","active":true,"usgs":true}],"links":[{"id":333031,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Maryland","county":"Frederick","otherGeospatial":"Catoctin Mountain","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -77.52021789550781,\n              39.57049901310693\n            ],\n            [\n              -77.52021789550781,\n              39.69001640474053\n            ],\n            [\n              -77.3880386352539,\n              39.69001640474053\n            ],\n            [\n              -77.3880386352539,\n              39.57049901310693\n            ],\n            [\n              -77.52021789550781,\n              39.57049901310693\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","volume":"170","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"58760117e4b04eac8e0746e7","contributors":{"authors":[{"text":"Rice, Karen C. 0000-0002-9356-5443 kcrice@usgs.gov","orcid":"https://orcid.org/0000-0002-9356-5443","contributorId":1998,"corporation":false,"usgs":true,"family":"Rice","given":"Karen","email":"kcrice@usgs.gov","middleInitial":"C.","affiliations":[{"id":614,"text":"Virginia Water Science Center","active":true,"usgs":true}],"preferred":false,"id":658163,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Bricker, Owen P.","contributorId":25142,"corporation":false,"usgs":true,"family":"Bricker","given":"Owen","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":658164,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70179667,"text":"70179667 - 1995 - Acid Rain","interactions":[],"lastModifiedDate":"2017-05-18T12:16:21","indexId":"70179667","displayToPublicDate":"2016-12-01T00:00:00","publicationYear":"1995","noYear":false,"publicationType":{"id":24,"text":"Conference Paper"},"publicationSubtype":{"id":18,"text":"Abstract or summary"},"title":"Acid Rain","docAbstract":"<p><span>Although acid rain is fading as a political issue in the United States and funds for research in this area have largely disappeared, the acidity of rain in the Eastern United States has not changed significantly over the last decade, and it continues to be a serious environmental problem. Acid deposition (commonly called acid rain) is a term applied to all forms of atmospheric deposition of acidic substances - rain, snow, fog, acidic dry particulates, aerosols, and acid-forming gases. Water in the atmosphere reacts with certain atmospheric gases to become acidic. For example, water reacts with carbon dioxide in the atmosphere to produce a solution with a pH of about 5.6. Gases that produce acids in the presence of water in the atmosphere include carbon dioxide (which converts to carbonic acid), oxides of sulfur and nitrogen (which convert to sulfuric and nitric acids}, and hydrogen chloride (which converts to hydrochloric acid). These acid-producing gases are released to the atmosphere through natural processes, such as volcanic emissions, lightning, forest fires, and decay of organic matter. Accordingly, precipitation is slightly acidic, with a pH of 5.0 to 5.7 even in undeveloped areas. In industrialized areas, most of the acid-producing gases are released to the atmosphere from burning fossil fuels. Major emitters of acid-producing gases include power plants, industrial operations, and motor vehicles. Acid-producing gases can be transported through the atmosphere for hundreds of miles before being converted to acids and deposited as acid rain. Because acids tend to build up in the atmosphere between storms, the most acidic rain falls at the beginning of a storm, and as the rain continues, the acids \"wash out\" of the atmosphere.</span></p>","largerWorkType":{"id":18,"text":"Report"},"largerWorkTitle":"Energy and the environment - Application of geosciences to decision-making (Circular 1108)","largerWorkSubtype":{"id":5,"text":"USGS Numbered Series"},"language":"English","publisher":"U.S. Government Printing Office","publisherLocation":"Washington, D.C.","usgsCitation":"Bricker, O.P., and Rice, K.C., 1995, Acid Rain, <i>in</i> Energy and the environment - Application of geosciences to decision-making (Circular 1108), p. 90-91.","productDescription":"2 p.","startPage":"90","endPage":"91","costCenters":[{"id":614,"text":"Virginia Water Science Center","active":true,"usgs":true}],"links":[{"id":333030,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":333029,"rank":1,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/circ/1995/1108/report.pdf#page=100","text":"Circular 1108 (article start page)"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"58760117e4b04eac8e0746e9","contributors":{"authors":[{"text":"Bricker, Owen P.","contributorId":25142,"corporation":false,"usgs":true,"family":"Bricker","given":"Owen","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":658161,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Rice, Karen C. 0000-0002-9356-5443 kcrice@usgs.gov","orcid":"https://orcid.org/0000-0002-9356-5443","contributorId":1998,"corporation":false,"usgs":true,"family":"Rice","given":"Karen","email":"kcrice@usgs.gov","middleInitial":"C.","affiliations":[{"id":614,"text":"Virginia Water Science Center","active":true,"usgs":true}],"preferred":false,"id":658162,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70179112,"text":"70179112 - 1995 - Seepage study of the Sevier River Basin above Sevier Bridge Reservoir, Utah, 1988","interactions":[],"lastModifiedDate":"2016-12-30T10:10:07","indexId":"70179112","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":"112","title":"Seepage study of the Sevier River Basin above Sevier Bridge Reservoir, Utah, 1988","docAbstract":"<p>A seepage study was done during 1988 on selected reaches of the Sevier River in Utah above Sevier Bridge Reservoir, the East Fork Sevier River in Black Canyon and Kingston Canyon, Long-East Bench and McEwen Canals in the upper Sevier River basin, and the San Pitch River in Sanpete Valley to determine gain or loss of flow from seepage. A net gain occurred in all of the reaches except Kingston Canyon on the East Fork Sevier River, which had a net loss. In the upper Sevier River basin, the Sevier River between Hatch and Circleville Canyon had a net gain of about 125 cubic feet per second; Long-East Bench Canal had a net gain of about 0.7 cubic foot per second; McEwen Canal had a net gain of about 0.9 cubic foot per second; the East Fork Sevier River in Black Canyon had a net gain of about 3.0 cubic feet per second; and the East Fork Sevier River in Kingston Canyon had a net loss of about 8.0 cubic feet per second. In central Sevier Valley, both the south and the north sections had large gains. The net gain for both sections, combined, was about 213 cubic feet per second for August 1988 and about 230 cubic feet per second for October 1988. The reach of the San Pitch River studied had a net gain of about 23.4 cubic feet per second.</p>","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":"Sandberg, G., and Smith, C.J., 1995, Seepage study of the Sevier River Basin above Sevier Bridge Reservoir, Utah, 1988: Technical Publication 112, iv, 53 p.","productDescription":"iv, 53 p.","numberOfPages":"59","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":332228,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":332226,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.waterrights.utah.gov/cgi-bin/libview.exe?Modinfo=Viewpub&LIBNUM=20-6-651"},{"id":332227,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://waterrights.utah.gov/docSys/v920/y920/y920000h.pdf"}],"country":"United States","state":"Utah","otherGeospatial":"Sevier River","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -111.126708984375,\n              39.436192999314095\n            ],\n            [\n              -111.236572265625,\n              39.80009595634838\n            ],\n            [\n              -111.697998046875,\n              39.791654835253425\n            ],\n            [\n              -112.401123046875,\n              38.81403111409755\n            ],\n            [\n              -112.67578124999999,\n              38.013476231041935\n            ],\n            [\n              -112.939453125,\n              37.3002752813443\n            ],\n            [\n              -112.181396484375,\n              37.10776507118514\n            ],\n            [\n              -111.63208007812499,\n              37.996162679728116\n            ],\n            [\n              -111.26953125,\n              38.18638677411551\n            ],\n            [\n              -111.192626953125,\n              38.95940879245423\n            ],\n            [\n              -111.126708984375,\n              39.436192999314095\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"58550b8be4b02bdf681568c9","contributors":{"authors":[{"text":"Sandberg, George W.","contributorId":177525,"corporation":false,"usgs":false,"family":"Sandberg","given":"George W.","affiliations":[],"preferred":false,"id":656070,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Smith, Cynthia J.","contributorId":177524,"corporation":false,"usgs":false,"family":"Smith","given":"Cynthia","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":656071,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70006606,"text":"70006606 - 1995 - Seasonal ingestion of toxic and nontoxic shot by Canada geese","interactions":[],"lastModifiedDate":"2019-11-07T16:04:23","indexId":"70006606","displayToPublicDate":"2012-01-01T14:10:00","publicationYear":"1995","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":3779,"text":"Wildlife Society Bulletin","onlineIssn":"1938-5463","printIssn":"0091-7648","active":true,"publicationSubtype":{"id":10}},"title":"Seasonal ingestion of toxic and nontoxic shot by Canada geese","docAbstract":"<p>We used rates of ingested shot and elevated blood-lead levels (&ge;0.18 ppm) to estimate the proportion of Canada geese (Branta canadensis) exposed to lead on 3 study areas in Manitoba, Minnesota, and Missouri. Lead exposure was prevalent on all areas and was common after the hunting season closed, when up to 15% of geese could have been exposed to lead shot. However, the proportion of steel shot ingested by geese has increased during the past 2 decades. We suggest that lead exposure is still a source of indirect hunting mortality in Canada geese but project that the prevalence of lead exposure in the Eastern Prairie Population and other waterfowl populations will decrease as nontoxic shot regulations persist and hunters use steel or other nontoxic shot.</p>","language":"English","publisher":"Allen Press","usgsCitation":"DeStefano, S., Brand, C.J., and Samuel, M., 1995, Seasonal ingestion of toxic and nontoxic shot by Canada geese: Wildlife Society Bulletin, v. 23, no. 3, p. 502-506.","productDescription":"5 p.","startPage":"502","endPage":"506","numberOfPages":"5","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":456,"text":"National Wildlife Health Center","active":true,"usgs":true}],"links":[{"id":258884,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":258868,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://www.jstor.org/stable/3782961","linkFileType":{"id":5,"text":"html"}}],"country":"United States, Canada","state":"Minnesota, Missouri, Manitoba","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -96.15234375,\n              43.45291889355465\n            ],\n            [\n              -90.52734374999999,\n              43.644025847699496\n            ],\n            [\n              -92.197265625,\n              46.37725420510028\n            ],\n            [\n              -88.9453125,\n              48.69096039092549\n            ],\n            [\n              -94.39453125,\n              49.49667452747045\n            ],\n            [\n              -95.00976562499999,\n              51.83577752045248\n            ],\n            [\n              -95.2734375,\n              55.7765730186677\n            ],\n            [\n              -93.603515625,\n              58.722598828043374\n            ],\n            [\n              -94.482421875,\n              59.93300042374631\n            ],\n            [\n              -102.39257812499999,\n              59.977005492196\n            ],\n            [\n              -103.095703125,\n              56.31653672211301\n            ],\n            [\n              -102.83203125,\n              51.069016659603896\n            ],\n            [\n              -100.81054687499999,\n              48.574789910928864\n            ],\n            [\n              -97.822265625,\n              48.40003249610685\n            ],\n            [\n              -96.767578125,\n              46.92025531537451\n            ],\n            [\n              -96.15234375,\n              43.45291889355465\n            ]\n          ]\n        ]\n      }\n    },\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -95.361328125,\n              41.178653972331674\n            ],\n            [\n              -94.833984375,\n              38.89103282648846\n            ],\n            [\n              -94.482421875,\n              35.96022296929667\n            ],\n            [\n              -90,\n              35.817813158696616\n            ],\n            [\n              -88.41796875,\n              36.527294814546245\n            ],\n            [\n              -90.87890625,\n              40.64730356252251\n            ],\n            [\n              -95.361328125,\n              41.178653972331674\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","volume":"23","issue":"3","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505b88b1e4b08c986b316aee","contributors":{"authors":[{"text":"DeStefano, S.","contributorId":84309,"corporation":false,"usgs":true,"family":"DeStefano","given":"S.","email":"","affiliations":[],"preferred":false,"id":354850,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Brand, C. 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