{"pageNumber":"166","pageRowStart":"4125","pageSize":"25","recordCount":6233,"records":[{"id":30321,"text":"wri964304 - 1997 - Changes in flow in the Beaver-North Canadian River basin upstream from Canton Lake, western Oklahoma","interactions":[],"lastModifiedDate":"2025-07-10T17:03:21.210183","indexId":"wri964304","displayToPublicDate":"1997-09-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4304","title":"Changes in flow in the Beaver-North Canadian River basin upstream from Canton Lake, western Oklahoma","docAbstract":"This report presents the results of an evaluation of hydrologic data for the Beaver-North Canadian River basin upstream from Canton Lake in western Oklahoma. It examines the climatic and hydrologic data for evidence of trends. The hydrologic data examined includes total annual flow, base flow, and annual peak discharges.\r\nThis study was conducted to determine if there is evidence of trends present in hydrologic and climatic data. All available streamflow-gaging station data, with at least 10 or more years of record, were examined for trends. In addition, the data were divided into an 'early' period (ending in 1971), representing conditions before ground-water levels had declined appreciably, and a 'recent' period (1978-1994), reflecting the condition of declining ground-water levels, including the effects of storage reservoirs.\r\n\r\nTests for trend, moving averages, and comparisons of median and average flows for an early period (ending in 1971) with those for the recent period (1978-1994) show that the total annual volume of flow and the magnitudes of instantaneous annual peak discharges measured at most gaging stations in the Beaver- North Canadian River basin have decreased in recent years. Precipitation records for the panhandle, however, show no corresponding changes.\r\n\r\nThe changes in flow are most pronounced in the headwaters upstream from Woodward, but also are evident at Woodward and near Seiling, which represents the inflow to Canton Lake. The average annual discharge decreased between the early period and the recent period by the following amounts: near Guymon, 18,000 acre-feet; at Beaver, 68,000 acre-feet; at Woodward, 72,000 acre-feet; and near Seiling, 63,000 acre-feet. These decreases, expressed as a percentage of the average flows for the early period, were 91 percent near Guymon, 82 percent at Beaver, 49 percent at Woodward, and 37 percent near Seiling. The medians of the annual peak discharges decreased from the early period to the recent period by the following amounts: near Guymon, 98 percent; at Beaver, 86 percent; at Woodward, 80 percent; and near Seiling, 53 percent. The Guymon gage is not affected by reservoirs; the other three mainstem gaging stations are influenced by reservoirs, but the decreases in annual peak discharges are greater than can be explained by storage in those reservoirs.\r\n\r\nBase flows have undergone substantial change, but unlike the annual volumes the base flows show some increases and some decreases. Flow duration analyses show a shift in the distribution of annual flows. Less contribution is coming from large floods that formerly added substantially to the yearly average flows. Near Seiling, for example, the magnitudes of the large flows that occur less than about 20 percent of the time were greatly reduced in the recent period.\r\n\r\nA primary mechanism producing these decreased streamflows appears to be the depletion of ground water in the High Plains aquifer that underlies more than 90 percent of the basin. Changes in farming and conservation practices and in water use also may be having an effect.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri964304","usgsCitation":"Wahl, K.L., and Tortorelli, R.L., 1997, Changes in flow in the Beaver-North Canadian River basin upstream from Canton Lake, western Oklahoma: U.S. Geological Survey Water-Resources Investigations Report 96-4304, vi, 58 p., https://doi.org/10.3133/wri964304.","productDescription":"vi, 58 p.","costCenters":[],"links":[{"id":2458,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/wri964304/pdf/wri96-4304.pdf","linkFileType":{"id":5,"text":"html"}},{"id":124820,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/wri_96_4304.jpg"}],"country":"United States","state":"Oklahoma","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"coordinates\": [\n          [\n            [\n              -98.28223256564006,\n              36.366114435776524\n            ],\n            [\n              -98.65668214895032,\n              36.55732225973237\n            ],\n            [\n              -99.99994573352308,\n              36.98104291572069\n            ],\n            [\n              -100.62402837237414,\n              36.91456402858782\n            ],\n            [\n              -102.70430383520873,\n              36.890799658844145\n            ],\n            [\n              -102.5735436632592,\n              36.54299803318963\n            ],\n            [\n              -99.75625632216278,\n              36.50478711905258\n            ],\n            [\n              -98.78149867672028,\n              35.659387111580685\n            ],\n            [\n              -98.28223256564006,\n              36.366114435776524\n            ]\n          ]\n        ],\n        \"type\": \"Polygon\"\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e2e4b07f02db5e4f0e","contributors":{"authors":[{"text":"Wahl, Kenneth L.","contributorId":61024,"corporation":false,"usgs":true,"family":"Wahl","given":"Kenneth","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":203052,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Tortorelli, Robert L.","contributorId":65071,"corporation":false,"usgs":true,"family":"Tortorelli","given":"Robert","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":203053,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":31699,"text":"ofr96631 - 1997 - Physical characteristics of stream subbasins in the Middle Minnesota - Little Cottonwood River Basin, south-central Minnesota","interactions":[],"lastModifiedDate":"2022-07-12T23:21:09.610275","indexId":"ofr96631","displayToPublicDate":"1997-09-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-631","title":"Physical characteristics of stream subbasins in the Middle Minnesota - Little Cottonwood River Basin, south-central Minnesota","docAbstract":"<p>Data that describe the physical characteristics of stream subbasins upstream from selected sites on streams in the Middle Minnesota-Little Cottonwood River Basin, located in south-central Minnesota are presented in this report. The physical characteristics are the drainage area of the subbasin, the percentage area of the subbasin covered only by lakes, the percentage area of the subbasin covered by both lakes and wetlands, the main-channel length, and the main-channel slope. Stream sites include outlets of subbasins of at least 5 square miles, outfalls of sewage treatment plants, and locations of U.S. Geological Survey low-flow, high-flow, and continuous-record gaging stations.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Mounds View, MN","doi":"10.3133/ofr96631","collaboration":"Prepared in cooperation with Minnesota Department of Transportation","usgsCitation":"Sanocki, C.A., 1997, Physical characteristics of stream subbasins in the Middle Minnesota - Little Cottonwood River Basin, south-central Minnesota: U.S. Geological Survey Open-File Report 96-631, Document: 13 p.; Plate: 43.00 × 31.00 inches, https://doi.org/10.3133/ofr96631.","productDescription":"Document: 13 p.; Plate: 43.00 × 31.00 inches","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":392,"text":"Minnesota Water Science Center","active":true,"usgs":true}],"links":[{"id":403571,"rank":4,"type":{"id":36,"text":"NGMDB Index 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,{"id":30260,"text":"wri964274 - 1997 - Geohydrology and simulation of ground-water flow for the Ohio River alluvial aquifer near Owensboro, northwestern Kentucky","interactions":[],"lastModifiedDate":"2012-02-02T00:09:02","indexId":"wri964274","displayToPublicDate":"1997-08-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4274","title":"Geohydrology and simulation of ground-water flow for the Ohio River alluvial aquifer near Owensboro, northwestern Kentucky","docAbstract":"The Ohio River alluvial aquifer is the primary source of drinking water for the residents of Owensboro and Daviess County and adjacent counties in Kentucky. The aquifer consists of sand and gravel deposits that partly fill a bedrock-valley system consisting of shales of Pennsylvanian age. The valley is a result of dissection by the Ohio River during the Pleistocene epoch. The sand and gravel deposits in the bedrock valley are glacial-outwash deposits of Illinoian and Wisconsin age. The thickness of the alluvium ranges from just a few feet near the bedrock-valley walls to nearly 150 feet in the Bon Harbor Hills area west of Owensboro. Estimates of transmissivity of the alluvium near the Ohio River are in excess of 50,000 gallons per day per foot.  A two-dimensional, steady-state ground-water-flow model was developed to estimate the hydraulic properties, the rate of recharge, and the contributing areas to discharge boundaries for the Ohio River alluvial aquifer near Owensboro. Results from previous studies, available geohydrologic data, and observations of water levels from area ground-water wells were compiled to conceptualize the ground-water-flow system and construct the numerical model. Ground water enters the modeled area primarily by infiltration from precipitation and river leakage towards nearby wells and exits the modeled area primarily by withdrawal wells, flow through the valley across model boundaries, and discharge to the Ohio River. A sensitivity analysis of the model indicates the model is most sensitive to changes in horizontal hydraulic conductivity, especially near the Ohio River boundary. Particle tracking was used to compute the contributing areas to discharge boundaries. Contributing areas for withdrawal wells at Owensboro Municipal Utilities extended south and east toward the valley walls and model boundaries and toward the Ohio River, where most of the water withdrawn by the wells is from induced flow from the river.","language":"ENGLISH","publisher":"U.S. Geological Survey ;\r\nBranch of Information Services [distributor],","doi":"10.3133/wri964274","usgsCitation":"Unthank, M., 1997, Geohydrology and simulation of ground-water flow for the Ohio River alluvial aquifer near Owensboro, northwestern Kentucky: U.S. Geological Survey Water-Resources Investigations Report 96-4274, iv, 29 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri964274.","productDescription":"iv, 29 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":122750,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4274/report-thumb.jpg"},{"id":59049,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4274/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1be4b07f02db6a8c4e","contributors":{"authors":[{"text":"Unthank, M.D.","contributorId":35351,"corporation":false,"usgs":true,"family":"Unthank","given":"M.D.","email":"","affiliations":[],"preferred":false,"id":202952,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":25539,"text":"wri954240 - 1997 - Geology, hydrology, and ground-water quality at the Byron Superfund site near Byron, Illinois","interactions":[],"lastModifiedDate":"2012-02-02T00:08:28","indexId":"wri954240","displayToPublicDate":"1997-07-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"95-4240","title":"Geology, hydrology, and ground-water quality at the Byron Superfund site near Byron, Illinois","docAbstract":"A study was conducted by the U.S. Geological Survey and the U.S. Environmental Protection Agency to define the geohydrology and contaminant distribution at a Superfund site near Byron, Illinois. Geologic units of interest beneath the site are the St. Peter Sandstone; the shale, dolomite and sandstone of the Glenwood Formation; the dolomite of the Platteville and Galena Groups; and sands, gravels, tills and loess of Quaternary age. The hydrologic units of interest are the unconsolidated aquifer, Galena-Platteville aquifer, Harmony Hill Shale semiconfining unit, and the St. Peter aquifer.\r\nGround-water flow generally is from the upland areas northwest and southwest toward the Rock River. Water levels indicate the potential for downward ground-water flow in most of the area except near the Rock River. The Galena-Platteville aquifer can be subdivided into four zones characterized by differing water-table altitudes, hydraulic gradients, and vertical and horizontal permeabilities. Geophysical, hydraulic, and aquifer-test data indicate that lithology, stratigraphy, and tectonic structures affect the distribution of primary and secondary porosity of dolomite in the Galena and Platteville Groups, which affects the permeability distribution in the Galena-Platteville aquifer.\r\n\r\nThe distribution of cyanide, chlorinated aliphatic hydrocarbons, and aromatic hydrocarbons in ground water indicates that these contaminants are derived from multiple sources in the study area. Contaminants in the northern part of this area migrate northwest to the Rock River. Contaminants in the central and southern parts of this area appear to migrate to the southwest in the general direction of the Rock River.","language":"ENGLISH","publisher":"U.S. Geological Survey ;\r\nBranch of Information Services [distributor],","doi":"10.3133/wri954240","usgsCitation":"Kay, R.T., Yeskis, D.J., Bolen, W.J., Rauman, J.R., and Prinos, S.T., 1997, Geology, hydrology, and ground-water quality at the Byron Superfund site near Byron, Illinois: U.S. Geological Survey Water-Resources Investigations Report 95-4240, vi, 83 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri954240.","productDescription":"vi, 83 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":1892,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://il.water.usgs.gov/pubsearch/reports.cgi/view?series=WRIR&number=95-4240","linkFileType":{"id":5,"text":"html"}},{"id":123721,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1995/4240/report-thumb.jpg"},{"id":54260,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1995/4240/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac9e4b07f02db67c629","contributors":{"authors":[{"text":"Kay, Robert T. 0000-0002-6281-8997 rtkay@usgs.gov","orcid":"https://orcid.org/0000-0002-6281-8997","contributorId":1122,"corporation":false,"usgs":true,"family":"Kay","given":"Robert","email":"rtkay@usgs.gov","middleInitial":"T.","affiliations":[{"id":344,"text":"Illinois Water Science Center","active":true,"usgs":true}],"preferred":true,"id":194102,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Yeskis, Douglas J. djyeskis@usgs.gov","contributorId":2323,"corporation":false,"usgs":true,"family":"Yeskis","given":"Douglas","email":"djyeskis@usgs.gov","middleInitial":"J.","affiliations":[],"preferred":true,"id":194103,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Bolen, William J.","contributorId":105339,"corporation":false,"usgs":true,"family":"Bolen","given":"William","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":194106,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Rauman, James R.","contributorId":94699,"corporation":false,"usgs":true,"family":"Rauman","given":"James","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":194105,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Prinos, Scott T. 0000-0002-5776-8956 stprinos@usgs.gov","orcid":"https://orcid.org/0000-0002-5776-8956","contributorId":4045,"corporation":false,"usgs":true,"family":"Prinos","given":"Scott","email":"stprinos@usgs.gov","middleInitial":"T.","affiliations":[{"id":156,"text":"Caribbean Water Science Center","active":true,"usgs":true},{"id":269,"text":"FLWSC-Ft. Lauderdale","active":true,"usgs":true}],"preferred":true,"id":194104,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}}
,{"id":6411,"text":"pp1572 - 1997 - Numerical simulation of ground-water flow through glacial deposits and crystalline bedrock in the Mirror Lake area, Grafton County, New Hampshire","interactions":[],"lastModifiedDate":"2019-10-10T09:03:24","indexId":"pp1572","displayToPublicDate":"1997-06-01T00:00:00","publicationYear":"1997","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":"1572","title":"Numerical simulation of ground-water flow through glacial deposits and crystalline bedrock in the Mirror Lake area, Grafton County, New Hampshire","docAbstract":"This report documents the development of a computer model to simulate steady-state (long-term average) flow of ground water in the vicinity of Mirror Lake, which lies at the eastern end of the Hubbard Brook valley in central New Hampshire. The 10-km2 study area includes Mirror Lake, the three streams that flow into Mirror Lake, Leeman's Brook, Paradise Brook, and parts of Hubbard Brook and the Pemigewasset River. The topography of the area is characterized by steep hillsides and relatively flat valleys. Major hydrogeologic units include glacial deposits, composed of till containing pockets of sand and gravel, and fractured crystalline bedrock, composed of schist intruded by granite, pegmatite, and lamprophyre. Ground water occurs in both the glacial deposits and bedrock. Precipitation and snowmelt infiltrate to the water table on the hillsides, flow downslope through the saturated glacial deposits and fractured bedrock, and discharge to streams and to Mirror Lake. \r\n\r\n      The model domain includes the glacial deposits, the uppermost 150m of bedrock, Mirror Lake, the layer of organic sediments on the lake bottom, and streams and rivers within the study area. A streamflow routing package was included in the model to simulate baseflow in streams and interaction between streams and ground water. Recharge from precipitation is assumed to be areally uniform, and riparian evapotranspiration along stream banks is assumed negligible. The spatial distribution of hydraulic conductivity is represented by dividing the model domain into several zones, each having uniform hydraulic properties. Local variations in recharge and hydraulic conductivities are ignored; therefore, the simulation results characterize the general ground-water system, not local details of ground-water movement. \r\n\r\n      The model was calibrated using a nonlinear regression method to match hydraulic heads measured in piezometers and wells, and baseflow in three inlet streams to Mirror Lake. Model calibration indicates that recharge from precipitation to the water table is 26 to 28 cm/year. Hydraulic conductivities are 1.7 x 10-6 to 2.7 x 10-6 m/s for glacial deposits, about 3 x 10-7 m/s for bedrock beneath lower hillsides and valleys, and about 6x10-8 m/s for bedrock beneath upper hillsides and hilltops. Analysis of parameter uncertainty indicates that the above values are well constrained, at least within the context of regression analysis. In the regression, several attributes of the ground-water flow model are assumed perfectly known. The hydraulic conductivity for bedrock beneath upper hillsides and hilltops was determined from few data, and additional data are needed to further confirm this result. Model fit was not improved by introducing a 10-to-1 ration of horizontal-to-vertical anisotropy in the hydraulic conductivity of the glacial deposits, or by varying hydraulic conductivity with depth in the modeled part (uppermost 150m) of the bedrock. \r\n\r\n      The calibrated model was used to delineate the Mirror Lake ground-water basin, defined as the volumes of subsurface through which ground water flows from the water table to Mirror Lake or its inlet streams. Results indicate that Mirror Lake and its inlet streams drain an area of ground-water recharge that is about 1.5 times the area of the surface-water basin. The ground-water basin extends far up the hillside on the northwestern part of the study area. Ground water from this area flows at depth under Norris Brook to discharge into Mirror Lake or its inlet streams. As a result, the Mirror Lake ground-water basin extends beneath the adjacent ground-water basin that drains into Norris Brook. \r\n\r\n      Model simulation indicates that approximately 300,000 m3/year of precipitation recharges the Mirror Lake ground-water basin. About half the recharge enters the basin in areas where the simulated water table lies in glacial deposits; the other half enters the basin in areas where the simulated water table lies in be","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/pp1572","usgsCitation":"Tiedeman, C.R., Goode, D., and Hsieh, P.A., 1997, Numerical simulation of ground-water flow through glacial deposits and crystalline bedrock in the Mirror Lake area, Grafton County, New Hampshire: U.S. Geological Survey Professional Paper 1572, 50 p., https://doi.org/10.3133/pp1572.","productDescription":"50 p.","costCenters":[{"id":532,"text":"Pennsylvania Water Science Center","active":true,"usgs":true},{"id":589,"text":"Toxic Substances Hydrology 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Claire R. 0000-0002-0128-3685 tiedeman@usgs.gov","orcid":"https://orcid.org/0000-0002-0128-3685","contributorId":196777,"corporation":false,"usgs":true,"family":"Tiedeman","given":"Claire","email":"tiedeman@usgs.gov","middleInitial":"R.","affiliations":[{"id":37277,"text":"WMA - Earth System Processes Division","active":true,"usgs":true},{"id":438,"text":"National Research Program - Western Branch","active":true,"usgs":true}],"preferred":true,"id":152675,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Goode, Daniel J. 0000-0002-8527-2456 djgoode@usgs.gov","orcid":"https://orcid.org/0000-0002-8527-2456","contributorId":2433,"corporation":false,"usgs":true,"family":"Goode","given":"Daniel J.","email":"djgoode@usgs.gov","affiliations":[{"id":532,"text":"Pennsylvania Water Science Center","active":true,"usgs":true}],"preferred":false,"id":152673,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Hsieh, Paul A. 0000-0003-4873-4874 pahsieh@usgs.gov","orcid":"https://orcid.org/0000-0003-4873-4874","contributorId":1634,"corporation":false,"usgs":true,"family":"Hsieh","given":"Paul","email":"pahsieh@usgs.gov","middleInitial":"A.","affiliations":[{"id":37277,"text":"WMA - Earth System Processes Division","active":true,"usgs":true},{"id":438,"text":"National Research Program - Western Branch","active":true,"usgs":true},{"id":39113,"text":"WMA - Office of Quality Assurance","active":true,"usgs":true}],"preferred":true,"id":152674,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":23744,"text":"ofr96250 - 1997 - Summary of surface-water hydrologic data for the Houston metropolitan area, Texas, water years 1964-89","interactions":[],"lastModifiedDate":"2017-03-29T14:07:45","indexId":"ofr96250","displayToPublicDate":"1997-06-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-250","title":"Summary of surface-water hydrologic data for the Houston metropolitan area, Texas, water years 1964-89","docAbstract":"<p>The study area, a metropolitan area in southeast Texas about 45 miles north of the Gulf of Mexico, has been undergoing extensive urban development since the 1950s. The Houston Urban Runoff Program was begun by the U.S. Geological Survey in water year 1964 to define the magnitude and frequency of flood peaks, to determine the impact of continuing urban development on surface-water hydrologic responses, and to determine variations in stream water quality for different flow conditions, seasons, and urban development. An extensive data base has been developed.</p><p>During water years 1964-89, the Houston Urban Runoff Program collected information from a total of 54 U.S. Geological Survey streamflow-gaging stations, 30 U.S. Geological Survey water-quality sampling sites, and 102 rain gages (operated by the U.S. Geological Survey, the National Weather Service, and local agencies). In addition, basin characteristics were developed to aid in understanding the effects of urban development on surface-water hydrologic responses.</p><p>Surface-water hydrologic data on diskettes describe the 54 U.S. Geological Survey streamflow-gaging stations, list annual peaks (and where available, peaks above an arbitrary base) for 50 streamflow sites, tabulate 1,125 storm hydrographs from 43 sites, and document 102 waterquality parameters determined from 3,242 available samples.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96250","issn":"0094-9140","collaboration":"Prepared in cooperation with the City of Houston and Harris County Flood Control District","usgsCitation":"Liscum, F., Brown, D.W., and Kasmarek, M., 1997, Summary of surface-water hydrologic data for the Houston metropolitan area, Texas, water years 1964-89: U.S. Geological Survey Open-File Report 96-250, iv, 44 p, https://doi.org/10.3133/ofr96250.","productDescription":"iv, 44 p","numberOfPages":"56","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true}],"links":[{"id":156826,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0250/report-thumb.jpg"},{"id":52978,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0250/report.pdf","text":"Report","size":"4.43 MB","linkFileType":{"id":1,"text":"pdf"},"description":"Report"},{"id":277650,"type":{"id":4,"text":"Application Site"},"url":"https://pubs.usgs.gov/of/1996/0250/application.zip"}],"country":"United States","state":"Texas","city":"Houston","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -94.3505859375,\n              29.554345125748267\n            ],\n            [\n              -94.52636718749999,\n              30.031055426540206\n            ],\n            [\n              -94.7021484375,\n              30.29701788337205\n            ],\n            [\n              -94.976806640625,\n              30.675715404167743\n            ],\n            [\n              -95.07568359375,\n              30.829139422013956\n            ],\n            [\n              -95.25970458984374,\n              30.954057859276126\n            ],\n            [\n              -95.614013671875,\n              30.95876857077987\n            ],\n            [\n              -96.064453125,\n              30.798474179567823\n            ],\n            [\n              -96.2841796875,\n              30.64027517241868\n            ],\n            [\n              -96.3446044921875,\n              30.462879341709886\n            ],\n            [\n              -96.2237548828125,\n              30.073847754270204\n            ],\n            [\n              -96.03149414062499,\n              29.410890376109\n            ],\n            [\n              -95.82275390625,\n              29.080175989623203\n            ],\n            [\n              -95.6304931640625,\n              28.9072060763367\n            ],\n            [\n              -95.3558349609375,\n              28.8831596093235\n            ],\n            [\n              -94.7515869140625,\n              29.291189838184863\n            ],\n            [\n              -94.3505859375,\n              29.554345125748267\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","publicComments":"The USGS does not support this software or technical questions for the software associated with the publication.","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b01e4b07f02db69860e","contributors":{"authors":[{"text":"Liscum, Fred","contributorId":95463,"corporation":false,"usgs":true,"family":"Liscum","given":"Fred","email":"","affiliations":[],"preferred":false,"id":190641,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Brown, D. W.","contributorId":63370,"corporation":false,"usgs":true,"family":"Brown","given":"D.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":190639,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Kasmarek, M. C.","contributorId":91532,"corporation":false,"usgs":true,"family":"Kasmarek","given":"M. C.","affiliations":[],"preferred":false,"id":190640,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":24334,"text":"ofr96315 - 1997 - Water-temperature, specific-conductance, and meteorological data for the Tualatin River basin, Oregon, 1994-95","interactions":[],"lastModifiedDate":"2017-02-07T10:00:25","indexId":"ofr96315","displayToPublicDate":"1997-06-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"96-315","title":"Water-temperature, specific-conductance, and meteorological data for the Tualatin River basin, Oregon, 1994-95","docAbstract":"<p>Water-temperature, air-temperature, specific- conductance, wind-speed, and solar-radiation data are presented from a study conducted in the Tualatin River Basin in northwestern Oregon during 7-month periods from May 1 through November 30, 1994 and May 1 through November 30, 1995. The study was done to assist local and State agencies in understanding temporal and spatial patterns of water temperatures in the river, determining the relation between water temperature and human activities, and developing urban and agricultural management strategies for controlling impacts on stream temperatures. Data were collected at 14 fixed-station continuous monitoring sites located on or near the main stem and major tributaries. Data fromtemperature and specific-conductance sites were collected instantaneously every 30 minutes on the hour and half hour. Wind-speed and solar-radiation data at two sites were averaged every 60 minutes. Wind-speed and solar-radiation data at a third site were averaged every 30 minutes. Water temperature data were also collected during seven synoptic surveys near the two main wastewater-treatment plants. The surveys were conducted during the low-flow period from August to October of 1994 and August to September 1995. During each survey, up to six recording temperature probes were positioned at locations upstream and downstream of plant effluent outlets. The probes collected data every 16 minutes over 48-hour periods.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Portland, OR","doi":"10.3133/ofr96315","issn":"0094-9140","collaboration":"Prepared in cooperation with the Unified Sewerage Agency of Washington County, Oregon","usgsCitation":"Risley, J.C., and Doyle, M.C., 1997, Water-temperature, specific-conductance, and meteorological data for the Tualatin River basin, Oregon, 1994-95: U.S. Geological Survey Open-File Report 96-315, v, 124 p., https://doi.org/10.3133/ofr96315.","productDescription":"v, 124 p.","numberOfPages":"138","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":518,"text":"Oregon Water Science Center","active":true,"usgs":true}],"links":[{"id":53440,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0315/report.pdf","text":"Report","size":"414.86 KB","linkFileType":{"id":1,"text":"pdf"},"description":"Report"},{"id":157506,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1996/0315/report-thumb.jpg"}],"country":"United States","state":"Oregon","otherGeospatial":"Tualatin River Basin","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -122.98095703125,\n              45.370478735401555\n            ],\n            [\n              -122.98095703125,\n              45.50875295937584\n            ],\n            [\n              -122.67471313476561,\n              45.50875295937584\n            ],\n            [\n              -122.67471313476561,\n              45.370478735401555\n            ],\n            [\n              -122.98095703125,\n              45.370478735401555\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a14e4b07f02db602b98","contributors":{"authors":[{"text":"Risley, John C. 0000-0002-8206-5443 jrisley@usgs.gov","orcid":"https://orcid.org/0000-0002-8206-5443","contributorId":2698,"corporation":false,"usgs":true,"family":"Risley","given":"John","email":"jrisley@usgs.gov","middleInitial":"C.","affiliations":[{"id":518,"text":"Oregon Water Science Center","active":true,"usgs":true}],"preferred":true,"id":191711,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Doyle, Micelis C. 0000-0003-0968-7809 mcdoyle@usgs.gov","orcid":"https://orcid.org/0000-0003-0968-7809","contributorId":3446,"corporation":false,"usgs":true,"family":"Doyle","given":"Micelis","email":"mcdoyle@usgs.gov","middleInitial":"C.","affiliations":[{"id":518,"text":"Oregon Water Science Center","active":true,"usgs":true}],"preferred":true,"id":191712,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70019313,"text":"70019313 - 1997 - Subsidence of ash-flow calderas: Relation to caldera size and magma-chamber geometry","interactions":[],"lastModifiedDate":"2023-11-08T01:29:24.051936","indexId":"70019313","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1109,"text":"Bulletin of Volcanology","active":true,"publicationSubtype":{"id":10}},"title":"Subsidence of ash-flow calderas: Relation to caldera size and magma-chamber geometry","docAbstract":"Diverse subsidence geometries and collapse processes for ash-flow calderas are inferred to reflect varying sizes, roof geometries, and depths of the source magma chambers, in combination with prior volcanic and regional tectonic influences. Based largely on a review of features at eroded pre-Quaternary calderas, a continuum of geometries and subsidence styles is inferred to exist, in both island-arc and continental settings, between small funnel calderas and larger plate (piston) subsidences bounded by arcuate faults. Within most ring-fault calderas, the subsided block is variably disrupted, due to differential movement during ash-flow eruptions and postcollapse magmatism, but highly chaotic piecemeal subsidence appears to be uncommon for large-diameter calderas. Small-scale downsag structures and accompanying extensional fractures develop along margins of most calderas during early stages of subsidence, but downsag is dominant only at calderas that have not subsided deeply. Calderas that are loci for multicyclic ash-flow eruption and subsidence cycles have the most complex internal structures. Large calderas have flared inner topographic walls due to landsliding of unstable slopes, and the resulting slide debris can constitute large proportions of caldera fill. Because the slide debris is concentrated near caldera walls, models from geophysical data can suggest a funnel geometry, even for large plate-subsidence calderas bounded by ring faults. Simple geometric models indicate that many large calderas have subsided 3-5 km, greater than the depth of most naturally exposed sections of intracaldera deposits. Many ring-fault platesubsidence calderas and intrusive ring complexes have been recognized in the western U.S., Japan, and elsewhere, but no well-documented examples of exposed eroded calderas have large-scale funnel geometry or chaotically disrupted caldera floors. Reported ignimbrite \"shields\" in the central Andes, where large-volume ash-flows are inferred to have erupted without caldera collapse, seem alternatively interpretable as more conventional calderas that were filled to overflow by younger lavas and tuffs. Some exposed subcaldera intrusions provide insights concerning subsidence processes, but such intrusions may continue to evolve in volume, roof geometry, depth, and composition after formation of associated calderas.","language":"English","publisher":"Springer","doi":"10.1007/s004450050186","issn":"02588900","usgsCitation":"Lipman, P.W., 1997, Subsidence of ash-flow calderas: Relation to caldera size and magma-chamber geometry: Bulletin of Volcanology, v. 59, no. 3, p. 198-218, https://doi.org/10.1007/s004450050186.","productDescription":"21 p.","startPage":"198","endPage":"218","numberOfPages":"21","costCenters":[],"links":[{"id":226919,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"59","issue":"3","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505b9d4fe4b08c986b31d787","contributors":{"authors":[{"text":"Lipman, P. W.","contributorId":93470,"corporation":false,"usgs":true,"family":"Lipman","given":"P.","middleInitial":"W.","affiliations":[],"preferred":false,"id":382319,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":70019358,"text":"70019358 - 1997 - Slope failures in Northern Vermont, USA","interactions":[],"lastModifiedDate":"2023-12-17T15:10:39.081665","indexId":"70019358","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1574,"text":"Environmental & Engineering Geoscience","printIssn":"1078-7275","active":true,"publicationSubtype":{"id":10}},"title":"Slope failures in Northern Vermont, USA","docAbstract":"Rockfalls and debris avalanches from steep hillslopes in northern Vermont are a continuing hazard for motorists, mountain climbers, and hikers. Huge blocks of massive schist and gneiss can reach the valley floor intact, whereas others may trigger debris avalanches on their downward travel. Block movement is facilitated by major joints both parallel and perpendicular to the glacially over-steepened valley walls. The slope failures occur most frequently in early spring, accompanying freeze/thaw cycles, and in the summer, following heavy rains. The study reported here began in August 1986 and ended in June 1989. Manual and automated measurements of temperature and displacement were made at two locations on opposing valley walls. Both cyclic-reversible and permanent displacements occurred during the 13-month monitoring period. The measurements indicate that freeze/thaw mechanisms produce small irreversible incremental movements, averaging 0.53 mm/yr, that displace massive blocks and produce rockfalls. The initial freeze/thaw weakening of the rock mass also makes slopes more susceptible to attrition by water, and heavy rains have triggered rockfalls and consequent debris flows and avalanches. Temperature changes on the rock surface produced time-dependent cyclic displacements of the rock blocks that were not instantaneous but lagged behind the temperature changes. Statistical analyses of the data were used to produce models of cyclic time-dependent rock block behavior. Predictions based solely on temperature changes gave poor results. A model using time and temperature and incorporating the lag effect predicts block displacement more accurately.","language":"English","publisher":"Environmental Engineering Geologists","doi":"10.2113/gseegeosci.III.2.161","issn":"10787275","usgsCitation":"Lee, F.T., Odum, J.K., and Lee, J., 1997, Slope failures in Northern Vermont, USA: Environmental & Engineering Geoscience, v. 3, no. 2, p. 161-182, https://doi.org/10.2113/gseegeosci.III.2.161.","productDescription":"22 p.","startPage":"161","endPage":"182","numberOfPages":"22","costCenters":[],"links":[{"id":226334,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Vermont","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"coordinates\": [\n          [\n            [\n              -72.84405015838415,\n              44.956890287085855\n            ],\n            [\n              -72.84405015838415,\n              44.36299789778971\n            ],\n            [\n              -72.19585679900901,\n              44.36299789778971\n            ],\n            [\n              -72.19585679900901,\n              44.956890287085855\n            ],\n            [\n              -72.84405015838415,\n              44.956890287085855\n            ]\n          ]\n        ],\n        \"type\": \"Polygon\"\n      }\n    }\n  ]\n}","volume":"3","issue":"2","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505b915fe4b08c986b319880","contributors":{"authors":[{"text":"Lee, F. T.","contributorId":50163,"corporation":false,"usgs":true,"family":"Lee","given":"F.","email":"","middleInitial":"T.","affiliations":[],"preferred":false,"id":382464,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Odum, J. K.","contributorId":105705,"corporation":false,"usgs":true,"family":"Odum","given":"J.","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":382465,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Lee, J.D.","contributorId":15773,"corporation":false,"usgs":true,"family":"Lee","given":"J.D.","email":"","affiliations":[],"preferred":false,"id":382463,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":70019113,"text":"70019113 - 1997 - Permeability and porosity of the Illinois UPH 3 drillhole granite and a comparison with other deep drillhole rocks","interactions":[],"lastModifiedDate":"2024-09-30T13:48:18.000108","indexId":"70019113","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2314,"text":"Journal of Geophysical Research B: Solid Earth","active":true,"publicationSubtype":{"id":10}},"title":"Permeability and porosity of the Illinois UPH 3 drillhole granite and a comparison with other deep drillhole rocks","docAbstract":"Permeability, porosity, and volumetric strain measurements were conducted on granite cores obtained at depths of 0.7 to 1.6 km from the Illinois UPH 3 drillhole at effective confining pressures from 5 to 100 MPa. Initial permeabilities were in the range of 10-17 to 10-19 m2 and dropped rapidly with applied pressure to values between 10-20 and 10-24 m2 at 100 MPa, typical of other deep granite core samples. These values are several decades lower than equivalent weathered surface granites at comparable effective confining pressures, where weathering products in cracks and pores inhibit crack closure with applied pressure. Permeabilities of the Illinois cores were inversely related to sample depth, suggesting that stress relief and thermal microfractures induced during core retrieval dominated the fluid flow. Thus these samples provide an upper bound on in situ matrix permeability values. A comparison of core permeability from UPH 3 and other deep drillholes shows that stress relief damage can often dominate laboratory permeability measurements. We conclude that it may be difficult to make meaningful estimates of in situ permeability based on either borehole samples (possible damage during retrieval) or surface-derived analogs (altered by weathering). Volumetric strain determined from porosity measurements was compared with differential strain analysis (DSA) data reported by other investigators on samples from the same depths in the drillhole. Our strain measurements (0.002 to 0.005 at 100 MPa) were nearly twice as large as the DSA values, probably because of the crack-enhancing effects of fluids present in our samples that are absent in the dry DSA cores, as well as other time-dependent deformation effects. This difference in observed strain magnitudes between the two measurement methods may be an important consideration if strain and/or porosity data from deep core samples are used in models of stress, fluid circulation, and excess fluid pressure generation in the midcrust.","language":"English","publisher":"American Geophysical Union","doi":"10.1029/96JB03178","issn":"01480227","usgsCitation":"Morrow, C., and Lockner, D., 1997, Permeability and porosity of the Illinois UPH 3 drillhole granite and a comparison with other deep drillhole rocks: Journal of Geophysical Research B: Solid Earth, v. 102, no. B2, p. 3067-3075, https://doi.org/10.1029/96JB03178.","productDescription":"9 p.","startPage":"3067","endPage":"3075","numberOfPages":"9","costCenters":[],"links":[{"id":479963,"rank":2,"type":{"id":40,"text":"Open Access Publisher Index Page"},"url":"https://doi.org/10.1029/96jb03178","text":"Publisher Index Page"},{"id":226680,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"102","issue":"B2","noUsgsAuthors":false,"publicationDate":"1997-02-10","publicationStatus":"PW","scienceBaseUri":"505a76ace4b0c8380cd78253","contributors":{"authors":[{"text":"Morrow, C.A.","contributorId":99977,"corporation":false,"usgs":true,"family":"Morrow","given":"C.A.","email":"","affiliations":[],"preferred":false,"id":381710,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lockner, D.A. 0000-0001-8630-6833","orcid":"https://orcid.org/0000-0001-8630-6833","contributorId":85603,"corporation":false,"usgs":true,"family":"Lockner","given":"D.A.","affiliations":[],"preferred":false,"id":381709,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70176099,"text":"70176099 - 1997 - Status, trends, and changes in freshwater inflows to bay systems in the Corpus Christi Bay National Estuary Program study area","interactions":[],"lastModifiedDate":"2016-08-25T16:20:18","indexId":"70176099","displayToPublicDate":"1997-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":9,"text":"Other Report"},"seriesNumber":"CCBNEP–17","title":"Status, trends, and changes in freshwater inflows to bay systems in the Corpus Christi Bay National Estuary Program study area","docAbstract":"<p>This report presents the results of a study to quantify current (1983&ndash;93) mean freshwater inflows to the six bay systems (open water and wetlands) in the Corpus Christi Bay National Estuary Program study area, to test for historical temporal trends in inflows, and to quantify historical and projected changes in inflows. The report also addresses the adequacy of existing data to estimate freshwater inflows.</p>\n<p>The six bay systems are the St. Charles, Copano, Redfish, Nueces and Corpus Christi, upper Laguna Madre, and Baffin. Each bay system has one or more adjacent contributing watersheds, for a total of 13 watersheds for purposes of this study, that together comprise about 6,000 square miles. All freshwater runoff to each bay system except the Nueces and Corpus Christi originates in adjacent watersheds. Freshwater that enters the Nueces and Corpus Christi Bay system is a combination of water that originates in the adjacent contributing watersheds and water that originates in the large regional watershed of the Nueces River (greater Nueces River Basin) upstream of the adjacent contributing watersheds.</p>\n<p>The watershed simulation model Hydrologic Simulation Program&mdash;Fortran (HSPF) was used to generate simulated flow (runoff) from the 13 watersheds to the six bay systems because adequate gaged streamflow data from which to estimate freshwater inflows are not available; only about 23 percent of the adjacent contributing watershed area is gaged. The model was calibrated for the gaged parts of three watersheds&mdash;that is, selected input parameters (meteorologic and hydrologic properties and conditions) that control runoff were adjusted in a series of simulations until an adequate match between model-generated flows and a set (time series) of gaged flows was achieved. The primary model input is rainfall and evaporation data and the model output is a time series of runoff volumes. After calibration, simulations driven by daily rainfall for a 26-year period (1968&ndash;93) were done for the 13 watersheds to obtain runoff under current (1983&ndash;93), predevelopment (pre-1940 streamflow and pre-urbanization), and future (2010) land-use conditions for estimating freshwater inflows and for comparing runoff under the three land-use conditions; and to obtain time series of runoff from which to estimate time series of freshwater inflows for trend analysis.</p>","language":"English","publisher":"Corpus Christi Bay National Estuary Program","publisherLocation":"Corpus Christi, TX","usgsCitation":"Asquith, W., Mosier, J.G., and Bush, P.W., 1997, Status, trends, and changes in freshwater inflows to bay systems in the Corpus Christi Bay National Estuary Program study area, 47 p.","productDescription":"47 p.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true}],"links":[{"id":327863,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"57c016cee4b0f2f0ceb8736b","contributors":{"authors":[{"text":"Asquith, W.H.","contributorId":87980,"corporation":false,"usgs":true,"family":"Asquith","given":"W.H.","email":"","affiliations":[],"preferred":false,"id":647098,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mosier, J. G.","contributorId":174057,"corporation":false,"usgs":false,"family":"Mosier","given":"J.","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":647099,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Bush, P. W.","contributorId":14826,"corporation":false,"usgs":true,"family":"Bush","given":"P.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":647100,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":54350,"text":"wdrHI951 - 1997 - Water resources data, Hawaii, water year 1995: Volume 1. Hawaii","interactions":[],"lastModifiedDate":"2026-03-24T15:45:24.948879","indexId":"wdrHI951","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"HI-95-1","title":"Water resources data, Hawaii, water year 1995: Volume 1. Hawaii","docAbstract":"<p>Water-resources data for the 1995 water year for Hawaii consist of records of stage, discharge, and water quality of streams and springs; and water levels and quality of water wells. This report contains discharge records for 91 gaging stations; water quality at 12 gaging stations; 22 partial-record flow stations, and 167 wells; and water levels for 78 observation wells. Also included are 107 crest-stage partial record stations, 4 miscellaneous partial-record stations, 6 low-flow partial-record stations, and 44 rainfall stations. These data represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating Federal, State, and other local agencies in Hawaii.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrHI951","collaboration":"Prepared in cooperation with the State of Hawaii Department of Land and Natural Resources, Commission on Water Resource Management and with other agencies","usgsCitation":"Fontaine, R.A., Taogoshi, R., Kunishige, V., and Shibata, W., 1997, Water resources data--Hawaii, water year 1995, volume 1. 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 \"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f5e4b07f02db5f0a56","contributors":{"authors":[{"text":"Fontaine, R. A.","contributorId":78331,"corporation":false,"usgs":true,"family":"Fontaine","given":"R.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":250001,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Taogoshi, R.I.","contributorId":22835,"corporation":false,"usgs":true,"family":"Taogoshi","given":"R.I.","email":"","affiliations":[],"preferred":false,"id":249998,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Kunishige, V.E.","contributorId":44980,"corporation":false,"usgs":true,"family":"Kunishige","given":"V.E.","email":"","affiliations":[],"preferred":false,"id":249999,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Shibata, W.S.","contributorId":52651,"corporation":false,"usgs":true,"family":"Shibata","given":"W.S.","email":"","affiliations":[],"preferred":false,"id":250000,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":49949,"text":"ofr97406 - 1997 - Level II scour analysis for Bridge 29 (PUTNTH00210029) on Town Highway 21, crossing East Putney Brook, Putney, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T10:52:24","indexId":"ofr97406","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-406","title":"Level II scour analysis for Bridge 29 (PUTNTH00210029) on Town Highway 21, crossing East Putney Brook, Putney, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPUTNTH00210029 on Town Highway 21 crossing East Putney Brook, Putney, 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 southeastern Vermont. The 10.3-mi<sup>2</sup>\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover consists of pasture and \nforest.\nIn the study area, East Putney Brook has an incised, sinuous channel with a slope of \napproximately 0.009 ft/ft, an average channel top width of 33 ft and an average bank height \n(channel depth) of 3 ft. The channel bed material is cobbles predominantly with a median \ngrain size (D<sub>50</sub>) of 80.7 mm (0.265 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on August 19, 1996, indicated that the reach was stable.\nThe Town Highway 21 crossing of East Putney Brook is a 35-ft-long, one-lane bridge \nconsisting of one 29-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 30, 1995). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 40 degrees to the opening. Historical \nrecords show an opening-skew-to-roadway of 10 degrees but 20 degrees was computed \nusing field survey data and used in this study.\nThe scour protection measures at the site were type-2 stone fill (less than 36 inches \ndiameter) on each abutment wall, the upstream right wingwall and the upstream right bank, \nand type-3 stone fill (less than 48 inches diameter) on the left bank upstream, the upstream \nleft wingwall, and the downstream right bank. Additional details describing conditions at \nthe site are included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.9 feet. The worst-case \ncontraction scour occurred at the incipient-overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 6.1 to 18.4 feet. The worst-case abutment \nscour occurred at the 500-year discharge for the right abutment and the incipient \novertopping discharge for the left abutment. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A crosssection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97406","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 29 (PUTNTH00210029) on Town Highway 21, crossing East Putney Brook, Putney, Vermont: U.S. Geological Survey Open-File Report 97-406, iv, 50 p., https://doi.org/10.3133/ofr97406.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176360,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97406.PNG"},{"id":279734,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0406/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Putney","otherGeospatial":"Putney Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,42.5 ], [ -72.75,43.125 ], [ -72.0,43.125 ], [ -72.0,42.5 ], [ -72.75,42.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f25","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240524,"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":240523,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50018,"text":"ofr97794 - 1997 - Level II scour analysis for Bridge 39 (STOWTH00160039) on Town Highway 16, crossing Moss Glen Brook, Stowe, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:56:53","indexId":"ofr97794","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-794","title":"Level II scour analysis for Bridge 39 (STOWTH00160039) on Town Highway 16, crossing Moss Glen Brook, Stowe, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure STOWTH00160039 on Town Highway 16 crossing Moss Glen Brook, Stowe, 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.\nThe site is in the Green Mountain section of the New England physiographic province in north-central Vermont. The 4.75-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 forest upstream and on the right bank downstream. The downstream left bank is pasture while the immediate bank has dense woody vegetation.\nIn the study area, Moss Glen Brook has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 52 ft and an average bank height of 7 ft. The channel bed material ranges from sand to cobble with a median grain size (D<sub>50</sub>) of 56.5 mm (0.185 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 10, 1996, indicated that the reach was stable.\nThe Town Highway 16 crossing of Moss Glen Brook is a 22-ft-long galvanized plate arch culvert with an opening span width of 21 ft (Vermont Agency of Transportation, written communication, October 13, 1995). The opening length of the structure parallel to the culvert face is 20.6 ft. The culvert is supported by vertical, concrete abutments with no wingwalls. The channel is skewed approximately zero degrees to the opening. The opening skew-to-roadway value from the VTAOT database is 5 degrees while zero degrees was computed from surveyed points.\nThe only scour counter measure at the site was type-3 stone fill (less than 48 inches diameter) at the upstream and downstream ends of the left and right abutments and extending along the banks upstream and downstream. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) for the 100- and 500-year discharges. 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.\nContraction scour for all modelled flows ranged from 0.0 to 1.2 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 12.6 to 16.2 ft. Right abutment scour ranged from 12.1 to 14.3 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.\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97794","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Hammond, R.E., 1997, Level II scour analysis for Bridge 39 (STOWTH00160039) on Town Highway 16, crossing Moss Glen Brook, Stowe, Vermont: U.S. Geological Survey Open-File Report 97-794, iv, 46 p., https://doi.org/10.3133/ofr97794.","productDescription":"iv, 46 p.","numberOfPages":"51","costCenters":[],"links":[{"id":161565,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97794.PNG"},{"id":279661,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0794/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Stowe","otherGeospatial":"Glen Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.375 ], [ -72.75,44.5 ], [ -72.625,44.5 ], [ -72.625,44.375 ], [ -72.75,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a62bb","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240643,"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":240644,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50013,"text":"ofr97779 - 1997 - Level II scour analysis for Bridge 27 (STJOTH00080027) on Town Highway 8, crossing the Sleepers River, St. Johnsbury, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:40:15","indexId":"ofr97779","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-779","title":"Level II scour analysis for Bridge 27 (STJOTH00080027) on Town Highway 8, crossing the Sleepers River, St. Johnsbury, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nSTJOTH00080027 on Town Highway 8 crossing the Sleepers River, \nSt. Johnsbury, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the \nsite, including a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin northeastern Vermont. The 40.4-mi<sup>2</sup>\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is forest on the upstream \nright bank with some pasture on the upstream left bank. The downstream right overbank \ncover is comprised of cut grass, trees and shrubs while the immediate banks have dense \nwoody vegetation. The downstream left bank is forested with some pasture.\nIn the study area, the Sleepers River has an incised, sinuous channel with a slope of \napproximately 0.007 ft/ft, an average channel top width of 72 ft and an average bank height \nof 5 ft. The channel bed material ranges from gravel to cobble with a median grain size \n(D<sub>50</sub>) of 48.5 mm (0.159 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 10, 1995, indicated that the reach was stable.\nThe Town Highway 8 crossing of the Sleepers River is a 74-ft-long, two-lane bridge \nconsisting of one 71-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, March 28, 1995). The opening length of the structure parallel to the bridge \nface is 68 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 50 degrees to the opening while the computed openingskew-to-roadway is 45 degrees. The VTAOT database states the opening-skew-to-roadway \nas 30 degrees.\nA scour hole 2.5 ft deeper than the mean thalweg depth was observed along the right \nabutment during the Level I assessment. There is also a three to four foot deep scour hole in \nthe channel adjacent to the upstream right wingwall. The scour protection at the site \nincluded type-3 stone fill (less than 48 inches diameter) at the upstream end of the upstream \nleft wingwall, at the downstream end of the downstream right wingwall, and along the \ndownstream left bank. There was also type-2 stone fill (less than 36 inches diameter) at the \ndownstream end of the downstream left wingwall, along the upstream left bank, and along \nthe downstream right bank. Additional details describing conditions at the site are included \nin the Level II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour computed for all modelled flows was zero ft. Abutment scour ranged \nfrom 6.2 to 9.7 ft. The worst-case abutment scour occurred at the 100-year discharge at the \nright abutment and at the 500-year discharge at the left abutment. Additional information on \nscour depths and depths to armoring are included in the section titled “Scour Results”. \nScoured-streambed elevations, based on the calculated scour depths, are presented in tables \n1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour \ndepths were calculated assuming an infinite depth of erosive material and a homogeneous \nparticle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97779","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 27 (STJOTH00080027) on Town Highway 8, crossing the Sleepers River, St. Johnsbury, Vermont: U.S. Geological Survey Open-File Report 97-779, iv, 51 p., https://doi.org/10.3133/ofr97779.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176811,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97779.PNG"},{"id":279666,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0779/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"St. Johnsbury","otherGeospatial":"Sleepers River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.375 ], [ -72.25,44.5 ], [ -72.0,44.5 ], [ -72.0,44.375 ], [ -72.25,44.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a7fe8","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240634,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":54443,"text":"wdrCA964 - 1997 - Water Resources Data, California, Water Year 1996. Volume 4. Northern Central Valley Basins and the Great Basin from Honey Lake Basin to Oregon State Line","interactions":[],"lastModifiedDate":"2012-09-01T01:01:51","indexId":"wdrCA964","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"CA-96-4","title":"Water Resources Data, California, Water Year 1996. Volume 4. Northern Central Valley Basins and the Great Basin from Honey Lake Basin to Oregon State Line","docAbstract":"Water-resources data for the 1996 water year for California consist of records of stage, discharge, and water quality of streams, stage and contents in lakes and reservoirs, and water levels and water quality in wells. Volume 4 contains discharge records for 180 gaging stations, stage and contents for 45 lakes and reservoirs, gage-height records for 5 stations, precipitation data for 3 stations, and water quality for 15 stations. Also included is 1 low-flow partial-record station. These data represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State and Federal agencies in California.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Sacramento, CA","doi":"10.3133/wdrCA964","collaboration":"Prepared in cooperation with the California Department of Water Resources and with other agencies.","usgsCitation":"Anderson, S., Rockwell, G., Friebel, M., and Webster, M., 1997, Water Resources Data, California, Water Year 1996. Volume 4. Northern Central Valley Basins and the Great Basin from Honey Lake Basin to Oregon State Line (Legacy Report): U.S. Geological Survey Water Data Report CA-96-4, xvii, 469 p., https://doi.org/10.3133/wdrCA964.","productDescription":"xvii, 469 p.","numberOfPages":"492","costCenters":[{"id":631,"text":"Water Resources Division-California District","active":false,"usgs":true}],"links":[{"id":177029,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/wdr_CA_96_4.jpg"},{"id":260066,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/ca-96/WRD-1996-vol4.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"California","otherGeospatial":"Great Basin;Honey Lake Basin;Northern Central Valley Basins","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -123,38 ], [ -123,42 ], [ -120,42 ], [ -120,38 ], [ -123,38 ] ] ] } } ] }","edition":"Legacy Report","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0be4b07f02db5fc082","contributors":{"authors":[{"text":"Anderson, S.W.","contributorId":25628,"corporation":false,"usgs":true,"family":"Anderson","given":"S.W.","email":"","affiliations":[],"preferred":false,"id":250378,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Rockwell, G.L.","contributorId":47408,"corporation":false,"usgs":true,"family":"Rockwell","given":"G.L.","email":"","affiliations":[],"preferred":false,"id":250379,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Friebel, M.F.","contributorId":23207,"corporation":false,"usgs":true,"family":"Friebel","given":"M.F.","email":"","affiliations":[],"preferred":false,"id":250377,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Webster, M.D.","contributorId":68385,"corporation":false,"usgs":true,"family":"Webster","given":"M.D.","email":"","affiliations":[],"preferred":false,"id":250380,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":49987,"text":"ofr97672 - 1997 - Level II scour analysis for Bridge 21 (MONKTH00340021) on Town Highway 34, crossing Little Otter Creek, Monkton, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T14:42:17","indexId":"ofr97672","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-672","title":"Level II scour analysis for Bridge 21 (MONKTH00340021) on Town Highway 34, crossing Little Otter Creek, Monkton, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nMONKTH00340021 on Town Highway 34 crossing Little Otter Creek, Monkton, 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 D 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 C.</p>\n<br/>\n<p>The site is in the Champlain section of the Saint Lawrence Valley physiographic province \nin northwestern Vermont. The 34.1-mi<sup>2</sup>\n drainage area is in a predominantly rural and \nforested basin with pasture in the valleys. In the vicinity of the study site, the surface cover \nconsists of pasture. The most significant tree cover is immediately adjacent to the channel \non the right bank downstream.</p>\n<br/>\n<p>In the study area, Little Otter Creek has a sinuous channel with a slope of approximately \n0.008 ft/ft, an average channel top width of 92 feet and an average bank height of 6 feet. \nThe predominant channel bed materials are silt and clay. Sieve analysis indicates that \ngreater than 50% of the sample is silt and clay and thus a median grain size by use of sieve \nanalysis was indeterminate. Therefore, the median grain size was assumed to be medium \nsilt with a size (D<sub>50</sub>) of 0.0310 mm (0.000102 ft). The geomorphic assessment at the time of \nthe Level I and Level II site visit on June 19 and June 20, 1996, indicated that the reach was \nstable.</p>\n<br/>\n<p>The Town Highway 34 crossing of Little Otter Creek is a 50-ft-long, one-lane bridge \nconsisting of one 26-foot concrete span and three “boiler tube” smooth metal pipe culverts \nthrough the left road approach (Vermont Agency of Transportation, written \ncommunication, December 15, 1995). The opening length of the bridge parallel to the \nbridge face is 25.1 feet. The bridge is supported by vertical, concrete abutments with \nwingwalls on the right abutment only. The channel is skewed approximately 25 degrees to \nthe opening. The VTAOT records indicate the opening-skew-to-roadway is 20 degrees but \nmeasurement from surveyed data suggests the skew is five degrees.</p>\n<br/>\n<p>The scour protection measures at the site were type-1 stone fill (less than 12 inches \ndiameter) on the upstream and downstream embankments of the left road approach and \ntype-2 stone fill (less than 36 inches diameter) surrounding the entrance of each culvert. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices C and D.</p>\n<br/>\n<p>Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 10.3 to 12.3 feet. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 8.6 to \n22.5 feet. The worst-case abutment scour occurred at the 500-year discharge for the left \nabutment and at the incipient overtopping discharge for the right abutment. 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. </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/ofr97672","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Medalie, L., 1997, Level II scour analysis for Bridge 21 (MONKTH00340021) on Town Highway 34, crossing Little Otter Creek, Monkton, Vermont: U.S. Geological Survey Open-File Report 97-672, iv, 48 p., https://doi.org/10.3133/ofr97672.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":176248,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97672.GIF"},{"id":279691,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0672/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Monkton","otherGeospatial":"Little Otter Creek","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8126","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240589,"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":240588,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49991,"text":"ofr97751 - 1997 - Level II scour analysis for Bridge 16 (RIPTTH00110016) on Town Highway 11, crossing the Middle Branch Middlebury River, Ripton, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:44:59","indexId":"ofr97751","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-751","title":"Level II scour analysis for Bridge 16 (RIPTTH00110016) on Town Highway 11, crossing the Middle Branch Middlebury River, Ripton, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nRIPTTH00110016 on Town Highway 11 crossing the Middle Branch Middlebury River, \nRipton, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, \nincluding a quantitative analysis of stream stability and scour (U.S. Department of \nTransportation, 1993). Results of a Level I scour investigation also are included in \nAppendix E of this report. A Level I investigation provides a qualitative geomorphic \ncharacterization of the study site. Information on the bridge, gleaned from Vermont Agency \nof Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II \nanalyses and is found in Appendix D.</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province in \nwest-central Vermont. The 6.6-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover consists of shrubs, brush and trees \nexcept for the upstream left bank which is completely forested.</p>\n<br/>\n<p>In the study area, the Middle Branch Middlebury River has an incised, sinuous channel with \na slope of approximately 0.03 ft/ft, an average channel top width of 68 ft and an average \nbank height of 5 ft. The channel bed material ranges from gravel to boulder with a median \ngrain size (D<sub>50</sub>) of 97.6 mm (0.320 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on June 11, 1996, indicated that the reach was stable.</p>\n<br/>\n<p>The Town Highway 11 crossing of the Middle Branch Middlebury River is a 44-ft-long, \ntwo-lane bridge consisting of one 42-foot steel-beam span (Vermont Agency of \nTransportation, written communication, December 15, 1995). The opening length of the \nstructure parallel to the bridge face is 40.2 ft. The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 40 degrees to the opening. \nThe opening-skew-to-roadway value from the VTAOT database is 20 degrees while 30 \ndegrees was computed from surveyed points.</p>\n<br/>\n<p>A scour hole, 3 ft deeper than the mean thalweg depth, was observed along the left \nabutment and upstream left wingwall during the Level I assessment. In addition, 1 ft of \nchannel scour was observed just downstream of the downstream left wingwall along the left \nbank. Scour countermeasures at the site included type-2 stone fill (less than 36 inches \ndiameter) along the upstream left and right banks and along the upstream end of the \ndownstream left wingwall. Additional details describing conditions at the site are included \nin the Level II Summary and Appendices D \nand E.</p>\n<br/>\n<p>Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. Total scour at a highway crossing is comprised of \nthree components: 1) long-term streambed degradation; 2) contraction scour (due to \naccelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused \nby accelerated flow around piers and abutments). Total scour is the sum of the three \ncomponents. Equations are available to compute depths for contraction and local scour and \na summary of the results of these computations follows.</p>\n<br/>\n<p>Contraction scour for all modelled flows ranged from 0.1 to 0.4 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.2 to \n8.6 ft along the right abutment and from 11.7 to 13.7 ft along the left abutment. The worstcase abutment scour occurred at the 500-year discharge. Additional information on scour \ndepths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. \nA cross-section of the scour computed at the bridge is presented in figure 8. Scour depths \nwere calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution. </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/ofr97751","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., 1997, Level II scour analysis for Bridge 16 (RIPTTH00110016) on Town Highway 11, crossing the Middle Branch Middlebury River, Ripton, Vermont: U.S. Geological Survey Open-File Report 97-751, iv, 48 p., https://doi.org/10.3133/ofr97751.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":176252,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97751.GIF"},{"id":279687,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0751/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Ripton","otherGeospatial":"Middlebury River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8286","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240596,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":24769,"text":"ofr97421 - 1997 - A Graphical-User Interface for the U. S. Geological Survey's SUTRA Code using Argus ONE (for simulation of variable-density saturated-unsaturated ground-water flow with solute or energy transport)","interactions":[],"lastModifiedDate":"2012-02-02T00:15:57","indexId":"ofr97421","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-421","title":"A Graphical-User Interface for the U. S. Geological Survey's SUTRA Code using Argus ONE (for simulation of variable-density saturated-unsaturated ground-water flow with solute or energy transport)","docAbstract":"This report describes a Graphical-User Interface (GUI) for SUTRA, the U.S. Geological Survey (USGS) model for saturated-unsaturated variable-fluid-density ground-water flow with solute or energy transport,which combines a USGS-developed code that interfaces SUTRA with Argus ONE, a commercial software product developed by Argus Interware. This product, known as Argus Open Numerical Environments (Argus ONE<sup>TM</sup>), is a programmable system with geographic-information-system-like (GIS-like) functionality that includes automated gridding and meshing capabilities for linking geospatial information with finite-difference and finite-element numerical model discretizations. The GUI for SUTRA is based on a public-domain Plug-In Extension (PIE) to Argus ONE that automates the use of ArgusONE to: automatically create the appropriate geospatial information coverages (information layers) for SUTRA, provide menus and dialogs for inputting geospatial information and simulation control parameters for SUTRA, and allow visualization of SUTRA simulation results. Following simulation control data and geospatial data input bythe user through the GUI, ArgusONE creates text files in a format required for normal input to SUTRA,and SUTRA can be executed within the Argus ONE environment. Then, hydraulic head, pressure, solute concentration, temperature, saturation and velocity results from the SUTRA simulation may be visualized. Although the GUI for SUTRA discussed in this report provides all of the graphical pre- and post-processor functions required for running SUTRA, it is also possible for advanced users to apply programmable features within Argus ONE to modify the GUI to meet the unique demands of particular ground-water modeling projects.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/ofr97421","issn":"0094-9140","usgsCitation":"Voss, C.I., Boldt, D., and Shapiro, A.M., 1997, A Graphical-User Interface for the U. S. Geological Survey's SUTRA Code using Argus ONE (for simulation of variable-density saturated-unsaturated ground-water flow with solute or energy transport): U.S. Geological Survey Open-File Report 97-421, vi, 90 p.; Appendices; Index, https://doi.org/10.3133/ofr97421.","productDescription":"vi, 90 p.; Appendices; Index","startPage":"i","endPage":"106","numberOfPages":"112","costCenters":[{"id":494,"text":"Office of Groundwater","active":false,"usgs":true}],"links":[{"id":118751,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr_97_421.jpg"},{"id":53792,"rank":300,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1997/0421/","linkFileType":{"id":5,"text":"html"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"53cd4957e4b0b290850ef131","contributors":{"authors":[{"text":"Voss, Clifford I. 0000-0001-5923-2752 cvoss@usgs.gov","orcid":"https://orcid.org/0000-0001-5923-2752","contributorId":1559,"corporation":false,"usgs":true,"family":"Voss","given":"Clifford","email":"cvoss@usgs.gov","middleInitial":"I.","affiliations":[{"id":438,"text":"National Research Program - Western Branch","active":true,"usgs":true}],"preferred":true,"id":192530,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boldt, David","contributorId":55143,"corporation":false,"usgs":true,"family":"Boldt","given":"David","affiliations":[],"preferred":false,"id":192532,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Shapiro, Allen M. 0000-0002-6425-9607 ashapiro@usgs.gov","orcid":"https://orcid.org/0000-0002-6425-9607","contributorId":2164,"corporation":false,"usgs":true,"family":"Shapiro","given":"Allen","email":"ashapiro@usgs.gov","middleInitial":"M.","affiliations":[{"id":37277,"text":"WMA - Earth System Processes Division","active":true,"usgs":true},{"id":436,"text":"National Research Program - Eastern Branch","active":true,"usgs":true}],"preferred":true,"id":192531,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":54441,"text":"wdrCA962 - 1997 - Water Resources Data, California, Water Year 1996. Volume 2. Pacific Slope Basins from Arroyo Grande to Oregon State Line except Central Valley","interactions":[],"lastModifiedDate":"2012-09-01T01:01:51","indexId":"wdrCA962","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"CA-96-2","title":"Water Resources Data, California, Water Year 1996. Volume 2. Pacific Slope Basins from Arroyo Grande to Oregon State Line except Central Valley","docAbstract":"Water-resources data for the 1996 water year for California consist of records of stage, discharge, and water quality of streams, stage and contents in lakes and reservoirs, and water levels and water quality in wells. Volume 2 contains discharge records for 107 gaging stations, gage height records for 7 stations, stage and contents for 6 lakes and reservoirs, precipitation data for 1 station, and water quality for 21 stations. Also included are data for 1 low-flow partial-record station and 7 miscellaneous measurement stations. These data represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State and Federal agencies in California.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Sacramento, CA","doi":"10.3133/wdrCA962","collaboration":"Prepared in cooperation with the California Department of Water Resources and with other agencies.","usgsCitation":"Freeman, L., Webster, M., and Friebel, M., 1997, Water Resources Data, California, Water Year 1996. Volume 2. Pacific Slope Basins from Arroyo Grande to Oregon State Line except Central Valley (Legacy Report): U.S. Geological Survey Water Data Report CA-96-2, xvii, 337 p., https://doi.org/10.3133/wdrCA962.","productDescription":"xvii, 337 p.","numberOfPages":"360","costCenters":[{"id":631,"text":"Water Resources Division-California District","active":false,"usgs":true}],"links":[{"id":177027,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/wdr_CA_96_2.jpg"},{"id":260064,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/ca-96/WRD-1996-vol2.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"California","otherGeospatial":"Arroyo Grande;Pacific Slope Basins","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -124.4,35 ], [ -124.4,42 ], [ -119.83333333333333,42 ], [ -119.83333333333333,35 ], [ -124.4,35 ] ] ] } } ] }","edition":"Legacy Report","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0be4b07f02db5fc149","contributors":{"authors":[{"text":"Freeman, L.A.","contributorId":86374,"corporation":false,"usgs":true,"family":"Freeman","given":"L.A.","email":"","affiliations":[],"preferred":false,"id":250373,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Webster, M.D.","contributorId":68385,"corporation":false,"usgs":true,"family":"Webster","given":"M.D.","email":"","affiliations":[],"preferred":false,"id":250372,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Friebel, M.F.","contributorId":23207,"corporation":false,"usgs":true,"family":"Friebel","given":"M.F.","email":"","affiliations":[],"preferred":false,"id":250371,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":54161,"text":"wdrCO971 - 1997 - Water Resources Data, Colorado, Water Year 1997--Volume 1. Missouri River Basin, Arkansas River Basin, and Rio Grande Basin","interactions":[],"lastModifiedDate":"2012-02-02T00:12:07","indexId":"wdrCO971","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"CO-97-1","title":"Water Resources Data, Colorado, Water Year 1997--Volume 1. Missouri River Basin, Arkansas River Basin, and Rio Grande Basin","docAbstract":"Water-resources data for Colorado for the 1997 water year consist of records of stage, discharge, and water quality of streams; stage, contents, and water quality of lakes and reservoirs; and water levels and water quality of wells and springs. This report (Volumes 1 and 2) contains discharge records for 327 gaging stations, stage and contents of 26 lakes and reservoirs, discharge measurements for 1 partial-record low-flow station and 1 miscellaneous site, peak-flow information for 30 crest-stage partial-record stations; water quality for 129 gaging stations and for 7 lakes and reservoirs, supplemental water quality for 186 gaged sites; water quality for 25 miscellaneous sites and 14 observation wells; water levels for 3 observation wells, and meteorological data for 34 sites. Eight pertinent stations operated by bordering States also are included in this report. The records were collected and computed by the Water Resources Division of the U.S. Geological Survey under the direction of W.F. Horak, District Chief. These data represent that part of the National Water Data System collected by the U.S. Geological Survey and cooperating State and Federal agencies.","language":"ENGLISH","doi":"10.3133/wdrCO971","usgsCitation":"Crowfoot, R., Paillet, A., Ritz, G., Smith, M., Steger, R., and O’Neill, G.B., 1997, Water Resources Data, Colorado, Water Year 1997--Volume 1. Missouri River Basin, Arkansas River Basin, and Rio Grande Basin: U.S. Geological Survey Water Data Report CO-97-1, 513 p.; 5 figs., https://doi.org/10.3133/wdrCO971.","productDescription":"513 p.; 5 figs.","costCenters":[],"links":[{"id":181070,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":5607,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.water.usgs.gov/wdrCO971","linkFileType":{"id":5,"text":"html"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0be4b07f02db5fbdbd","contributors":{"authors":[{"text":"Crowfoot, R.M.","contributorId":6116,"corporation":false,"usgs":true,"family":"Crowfoot","given":"R.M.","affiliations":[],"preferred":false,"id":249370,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Paillet, A.V.","contributorId":89217,"corporation":false,"usgs":true,"family":"Paillet","given":"A.V.","email":"","affiliations":[],"preferred":false,"id":249374,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Ritz, G.F.","contributorId":69581,"corporation":false,"usgs":true,"family":"Ritz","given":"G.F.","email":"","affiliations":[],"preferred":false,"id":249371,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Smith, M.E.","contributorId":104525,"corporation":false,"usgs":true,"family":"Smith","given":"M.E.","email":"","affiliations":[],"preferred":false,"id":249375,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Steger, R.D.","contributorId":78008,"corporation":false,"usgs":true,"family":"Steger","given":"R.D.","email":"","affiliations":[],"preferred":false,"id":249373,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"O’Neill, G. B.","contributorId":72450,"corporation":false,"usgs":true,"family":"O’Neill","given":"G.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":249372,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}}
,{"id":54651,"text":"wdrMARI961 - 1997 - Water resources data, Massachusetts and Rhode Island, water year 1996","interactions":[],"lastModifiedDate":"2025-07-22T19:16:34.329749","indexId":"wdrMARI961","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"MA-RI-96-1","title":"Water resources data, Massachusetts and Rhode Island, water year 1996","docAbstract":"<p>Water resources data for the 1996 water year for Massachusetts and Rhode Island consists of records of stage, discharge, and water quality of streams; contents of lakes and reservoirs; and ground-water levels. This report contains discharge records for 88 gaging stations, month end contents of 4 lakes and reservoirs, water quality at 16 gaging stations, and water levels for 143 observation wells. Data also are included for 35 low-flow partial-record stations. Miscellaneous hydrologic data were collected at various sites that were not a part of the systematic data-collection program and are published as miscellaneous discharge measurements. A few pertinent stations in bordering States are also included in this report. These data represent that part of the National Water Data System operated by the U.S. Geological Survey and cooperating State and Federal agencies in Massachusetts and Rhode Island.</p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrMARI961","collaboration":"Prepared in cooperation with the States of Massachusetts and Rhode Island and with other agencies.","usgsCitation":"Socolow, R., Murino, D., Casey, R., and Ramsbey, L., 1997, Water resources data, Massachusetts and Rhode Island, water year 1996: U.S. Geological Survey Water Data Report MA-RI-96-1, xvi, 367 p., https://doi.org/10.3133/wdrMARI961.","productDescription":"xvi, 367 p.","costCenters":[],"links":[{"id":181400,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1996/mari-96-1/report-thumb.jpg"},{"id":492735,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1996/mari-96-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Massachusetts, Rhode Island","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"coordinates\": [\n          [\n            [\n              -73.61942990666182,\n              42.90282170145497\n            ],\n            [\n              -73.61942990666182,\n              41.086508397370466\n            ],\n            [\n              -69.6441324266006,\n              41.086508397370466\n            ],\n            [\n              -69.6441324266006,\n              42.90282170145497\n            ],\n            [\n              -73.61942990666182,\n              42.90282170145497\n            ]\n          ]\n        ],\n        \"type\": \"Polygon\"\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fb6d7","contributors":{"authors":[{"text":"Socolow, R.S.","contributorId":17639,"corporation":false,"usgs":true,"family":"Socolow","given":"R.S.","affiliations":[],"preferred":false,"id":251038,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Murino, D. Jr.","contributorId":68398,"corporation":false,"usgs":true,"family":"Murino","given":"D.","suffix":"Jr.","affiliations":[],"preferred":false,"id":251039,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Casey, R.G.","contributorId":68823,"corporation":false,"usgs":true,"family":"Casey","given":"R.G.","email":"","affiliations":[],"preferred":false,"id":251040,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Ramsbey, L.R.","contributorId":78393,"corporation":false,"usgs":true,"family":"Ramsbey","given":"L.R.","email":"","affiliations":[],"preferred":false,"id":251041,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":49909,"text":"ofr97226 - 1997 - Level II scour analysis for Bridge 12 (HUNTTH00010012) on Town Highway 001, crossing Brush Brook, Huntington, Vermont","interactions":[],"lastModifiedDate":"2014-01-06T11:07:06","indexId":"ofr97226","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-226","title":"Level II scour analysis for Bridge 12 (HUNTTH00010012) on Town Highway 001, crossing Brush Brook, Huntington, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure \nHUNTTH00010012 on Town Highway 1 crossing Brush Brook, Huntington, Vermont \n(figures 1–9). 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.</p>\n<br/>\n<p>In August 1976, Hurricane Belle caused flooding at this site which resulted in road and \nbridge damage (figures 7-8). This was approximately a 25-year flood event based on flood-\nfrequency data contained in the Flood Insurance Study for the Town of Huntington (U.S. \nDepartment of Housing and Urban Development, 1978).</p>\n<br/>\n<p>The site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 9.19-mi<sup>2</sup>\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, the surface cover is pasture while the immediate banks have \nsome woody vegetation. </p>\n<br/>\n<p>In the study area, the Brush Brook has a sinuous channel with a slope of approximately 0.02 \nft/ft, an average channel top width of 62 ft and an average bank height of 5 ft. The channel \nbed material ranges from gravel to cobble with a median grain size (D<sub>50</sub>) of 100.0 mm \n(0.328 ft). The geomorphic assessment at the time of the Level I and Level II site visit on \nJune 25, 1996, indicated that the reach was stable.</p>\n<br/>\n<p>The Town Highway 1 crossing of Brush Brook is a 64-ft-long, two-lane bridge consisting of \none 62-foot steel-stringer span (Vermont Agency of Transportation, written \ncommunication, November 30, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 10 degrees to the opening \nwhile the opening-skew-to-roadway is 6 degrees. </p>\n<br/>\n<p>Channel scour 2.2 ft deeper than the mean thalweg depth was observed along the upstream \nright bank and along the base of the spill-through protection for the right abutment during \nthe Level I assessment. Scour protection measured at the site was type-2 stone fill (less \nthan 36 inches diameter) along the upstream left and right banks and in front of all four \nwingwalls. In front of the abutments, there was type-3 stone fill (less than 48 inches \ndiameter) forming a spill-through slope. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D and E.</p>\n<br/>\n<p>Scour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.</p>\n<br/>\n<p>There was no computed contraction scour for any modelled flow. Abutment scour ranged \nfrom 1.4 to 2.8 ft. 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 9. 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/ofr97226","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Wild, E.C., 1997, Level II scour analysis for Bridge 12 (HUNTTH00010012) on Town Highway 001, crossing Brush Brook, Huntington, Vermont: U.S. Geological Survey Open-File Report 97-226, iv, 49 p., https://doi.org/10.3133/ofr97226.","productDescription":"iv, 49 p.","numberOfPages":"54","costCenters":[],"links":[{"id":169718,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97226.GIF"},{"id":279777,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0226/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Huntington","otherGeospatial":"Brush Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.0,44.25 ], [ -73.0,44.375 ], [ -72.875,44.375 ], [ -72.875,44.25 ], [ -73.0,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a83b3","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240462,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240461,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49902,"text":"ofr97213 - 1997 - Level II scour analysis for Bridge 7 (CHARTH00010007) on Town Highway 1, crossing Mad Brook, Charleston, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:20:57","indexId":"ofr97213","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-213","title":"Level II scour analysis for Bridge 7 (CHARTH00010007) on Town Highway 1, crossing Mad Brook, Charleston, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHARTH00010007 on town highway 1 crossing Mad Brook, Charleston, 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.\nThe site is in the White Mountain section of the New England physiographic province in \nnorth-central Vermont in the town of Charleston. The 6.59-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 \npasture except for the upstream left bank, which is forest. The stream banks are tree covered \nupstream and on the downstream left bank side.\nIn the study area, Mad Brook has an incised, sinuous channel with a slope of approximately \n0.01 ft/ft, an average channel top width of 41 ft and an average channel depth of 5 ft. The \npredominant channel bed materials range from gravel to boulders with a median grain size \n(D<sub>50</sub>) of 105 mm (0.344 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on October 28, 1994, indicated that the reach was stable.\nThe town highway 1 crossing of Mad Brook is a 27-ft-long, two-lane bridge consisting of \none 25-foot concrete T-beam span (Vermont Agency of Transportation, written \ncommunication, August 4, 1994). The bridge is supported by vertical, concrete abutments \nwith wingwalls. The channel is skewed approximately 10 degrees to the opening. The \nopening-skew-to-roadway computed from surveyed data is 5 degrees, but historical bridge \nrecords indicate this angle is closer to 10 degrees.\nThere was scour evident during the Level I assessment due to the presence of two \nsubfootings at the base of each abutment wall. Although the subfootings may have been \nconstructed at the same time as the abutment walls, the subfootings may have been \nconstructed at a later time in response to streambed degradation under the bridge. The right \nabutment was noted as undermined during the Level I assessment. Scour protection \nmeasures at the site were type-1 stone fill (less than 12 inches diameter) on the upstream \nright and downstream road embankments and type-2 stone fill on each wingwall and the \ndownstream left bank. Additional details describing conditions at the site are included in the \nLevel 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 0.3 ft. The worst-case \ncontraction scour occurred at the incipient overtopping discharge, which was less than the \n100-year discharge. Abutment scour ranged from 6.2 to 9.4 ft. The worst-case abutment \nscour for the right abutment was 9.4 feet at the 100-year discharge. The worst-case \nabutment scour for the left abutment was 8.6 feet at the incipient overtopping 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, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97213","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Weber, M.A., 1997, Level II scour analysis for Bridge 7 (CHARTH00010007) on Town Highway 1, crossing Mad Brook, Charleston, Vermont: U.S. Geological Survey Open-File Report 97-213, iv, 50 p., https://doi.org/10.3133/ofr97213.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":170453,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97213.PNG"},{"id":279801,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0213/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Charleston","otherGeospatial":"Mad Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5749","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240451,"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":240450,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":49901,"text":"ofr97212 - 1997 - Level II scour analysis for Bridge 19 (CHARTH00390019) on Town  Highway 39, crossing Mad Brook, Charleston, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:29:33","indexId":"ofr97212","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-212","title":"Level II scour analysis for Bridge 19 (CHARTH00390019) on Town  Highway 39, crossing Mad Brook, Charleston, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure CHARTH00390019 on Town Highway 39 crossing Mad Brook, Charleston, 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 investigation also are included in this report in Appendix E. A Level I study 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.\nThe site is in the White Mountain section of the New England physiographic province in northeastern Vermont in the town of Charleston. The 6.54-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 forest except for the upstream left side which is covered primarily with shrubs and brush. The immediate banks have dense woody vegetation.\nIn the study area, Mad Brook has an incised, sinuous channel with a slope of approximately 0.023 ft/ft, an average channel top width of 40 ft and an average channel depth of 4 ft. The predominant channel bed material is cobble with a median grain size (D<sub>50</sub>) of 135.0 mm (0.443 ft). The geomorphic assessment on October 26, 1994 indicated that the reach was laterally unstable due to long-term lateral migration of the channel. Data collection for the level II analysis was accomplished on October 26, 1994 and July 24, 1995.\nThe Town Highway 39 crossing of Mad Brook is a 34-ft-long, two-lane bridge consisting of one 31-foot steel-beam span (Vermont Agency of Transportation, written communication, August 4, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 40 degrees to the opening while the opening-skew-to-roadway is 45 degrees.\nA scour hole 1.5 ft deeper than the mean thalweg depth was observed along the right abutment during the Level I assessment. The scour protection measures evident at the site were type-2 stone fill (less than 36 inches diameter) on the upstream left wingwall and upstream end of the left abutment wall. Type-3 stone fill (less than 48 inches diameter) was\nnoted on the upstream right wingwall and the upstream side of the left road approach embankment. Additional details describing conditions 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 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.\nContraction scour for all modelled flows was 0.0 ft. Abutment scour ranged from 9.5 to 16.7 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.\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97212","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Hammond, R.E., 1997, Level II scour analysis for Bridge 19 (CHARTH00390019) on Town  Highway 39, crossing Mad Brook, Charleston, Vermont: U.S. Geological Survey Open-File Report 97-212, iv, 47 p., https://doi.org/10.3133/ofr97212.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":170452,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97212.PNG"},{"id":279802,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0212/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Charleston","otherGeospatial":"Mad Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a81cf","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240449,"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":240448,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
]}