{"pageNumber":"1473","pageRowStart":"36800","pageSize":"25","recordCount":41022,"records":[{"id":29707,"text":"wri854052 - 1986 - Calibration and verification of a streamflow simulation model for the Kentucky River near Lexington and Frankfort, Kentucky","interactions":[],"lastModifiedDate":"2012-02-02T00:08:56","indexId":"wri854052","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4052","title":"Calibration and verification of a streamflow simulation model for the Kentucky River near Lexington and Frankfort, Kentucky","docAbstract":"A streamflow-routing model was developed to simulate flows that could be used to evaluate stresses on the streamflow characteristics of the Kentucky River near Lexington and Frankfort. The study area was divided into four reaches, and the model simulated daily streamflows at the downstream ends of each reach. Statistical analyses on the observed and simulated flows between October 1, 1940 and September 30, 1981, were compared to evaluate the model. Observed and simulated annual minimum 7-day average discharges compared satisfactorily. Frequency analyses showed the 7-day, 10-year simulated low flow values to be about 7 to 29 percent less than the observed flows. Flow duration curves showed very close comparison between observed and simulated discharges. These statistical results indicate the model was calibrated sufficiently to give reasonable simulated values. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri854052","usgsCitation":"Sholar, C., 1986, Calibration and verification of a streamflow simulation model for the Kentucky River near Lexington and Frankfort, Kentucky: U.S. Geological Survey Water-Resources Investigations Report 85-4052, iv, 31 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri854052.","productDescription":"iv, 31 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":126724,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1985/4052/report-thumb.jpg"},{"id":58525,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4052/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a07e4b07f02db5f95a0","contributors":{"authors":[{"text":"Sholar, C.J.","contributorId":44186,"corporation":false,"usgs":true,"family":"Sholar","given":"C.J.","affiliations":[],"preferred":false,"id":201983,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":26131,"text":"wri864322 - 1986 - Techniques for estimating flood-peak discharges from urban basins in Missouri","interactions":[],"lastModifiedDate":"2012-02-02T00:08:29","indexId":"wri864322","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4322","title":"Techniques for estimating flood-peak discharges from urban basins in Missouri","docAbstract":"Techniques are defined for estimating the magnitude and frequency of future flood peak discharges of rainfall-induced runoff from small urban basins in Missouri. These techniques were developed from an initial analysis of flood records of 96 gaged sites in Missouri and adjacent states. Final regression equations are based on a balanced, representative sampling of 37 gaged sites in Missouri. This sample included 9 statewide urban study sites, 18 urban sites in St. Louis County, and 10 predominantly rural sites statewide. Short-term records were extended on the basis of long-term climatic records and use of a rainfall-runoff model. Linear least-squares regression analyses were used with log-transformed variables to relate flood magnitudes of selected recurrence intervals (dependent variables) to selected drainage basin indexes (independent variables). For gaged urban study sites within the State, the flood peak estimates are from the frequency curves defined from the synthesized long-term discharge records. Flood frequency estimates are made for ungaged sites by using regression equations that require determination of the drainage basin size and either the percentage of impervious area or a basin development factor. Alternative sets of equations are given for the 2-, 5-, 10-, 25-, 50-, and 100-yr recurrence interval floods. The average standard errors of estimate range from about 33% for the 2-yr flood to 26% for the 100-yr flood. The techniques for estimation are applicable to flood flows that are not significantly affected by storage caused by manmade activities. Flood peak discharge estimating equations are considered applicable for sites on basins draining approximately 0.25 to 40 sq mi. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864322","usgsCitation":"Becker, L., 1986, Techniques for estimating flood-peak discharges from urban basins in Missouri: U.S. Geological Survey Water-Resources Investigations Report 86-4322, vi, 38 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri864322.","productDescription":"vi, 38 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":158219,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4322/report-thumb.jpg"},{"id":54928,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4322/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4adbe4b07f02db685c5c","contributors":{"authors":[{"text":"Becker, L.D.","contributorId":84797,"corporation":false,"usgs":true,"family":"Becker","given":"L.D.","email":"","affiliations":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"preferred":false,"id":195867,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":29052,"text":"wri864341 - 1986 - Simulation of rain floods on Willow Creek, Valley County, Montana","interactions":[],"lastModifiedDate":"2012-02-02T00:08:52","indexId":"wri864341","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4341","title":"Simulation of rain floods on Willow Creek, Valley County, Montana","docAbstract":"The Hydrologic Engineering Center-1 rainfall-runoff simulation model was used to assess the effects of a system of reservoirs and waterspreaders in the 550-sq mi Willow Creek Basin in northeastern Montana. For simulation purposes, the basin was subdivided into 100 subbasins containing 84 reservoirs and 14 waterspreaders. Precipitation input to the model was a 24-hr duration, 100-yr frequency synthetic rainstorm developed from National Weather Service data. Infiltration and detention losses were computed using the U.S. Soil Conservation Service Curve Number concept, and the dimensionless unit hydrograph developed by the U.S. Soil Conservation Service was used to compute runoff. Channel and reservoir flow routing was based on the modified Puls storage routing procedure. Waterspreaders were simulated by assuming that each dike in a spreader system functions as a reservoir, with only an emergency spillway discharging directly into the next dike. Waterspreader and reservoir volumes were calculated from surface areas measured on maps. The first simulation run was made with no structures in place, and resulted in a 100-yr frequency peak at the mouth of Willow Creek of 22,700 cu ft/sec. With all structures in place, the 100-yr frequency peak was decreased by 74% to 5,870 cu ft/sec. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864341","usgsCitation":"Parrett, C., 1986, Simulation of rain floods on Willow Creek, Valley County, Montana: U.S. Geological Survey Water-Resources Investigations Report 86-4341, iv, 89 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri864341.","productDescription":"iv, 89 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":159585,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4341/report-thumb.jpg"},{"id":57917,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4341/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f7e4b07f02db5f2050","contributors":{"authors":[{"text":"Parrett, Charles","contributorId":9635,"corporation":false,"usgs":true,"family":"Parrett","given":"Charles","email":"","affiliations":[],"preferred":false,"id":200865,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":29040,"text":"wri864009 - 1986 - Estimated monthly percentile discharges at ungaged sites in the upper Yellowstone River Basin in Montana","interactions":[],"lastModifiedDate":"2023-03-22T21:39:54.567544","indexId":"wri864009","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4009","title":"Estimated monthly percentile discharges at ungaged sites in the upper Yellowstone River Basin in Montana","docAbstract":"

Once-monthly streamflow measurements were used to estimate selected percentile discharges on flow-duration curves of monthly mean discharge for 40 ungaged stream sites in the upper Yellowstone River basin in Montana. The estimation technique was a modification of the concurrent-discharge method previously described and used by H.C. Riggs to estimate annual mean discharge. The modified technique is based on the relationship of various mean seasonal discharges to the required discharges on the flow-duration curves. The mean seasonal discharges are estimated from the monthly streamflow measurements, and the percentile discharges are calculated from regression equations. The regression equations, developed from streamflow record at nine gaging stations, indicated a significant log-linear relationship between mean seasonal discharge and various percentile discharges. The technique was tested at two discontinued streamflow-gaging stations; the differences between estimated monthly discharges and those determined from the discharge record ranged from -31 to +27 percent at one site and from -14 to +85 percent at the other. The estimates at one site were unbiased, and the estimates at the other site were consistently larger than the recorded values. Based on the test results, the probable average error of the technique was + or - 30 percent for the 21 sites measured during the first year of the program and + or - 50 percent for the 19 sites measured during the second year. 

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri864009","usgsCitation":"Parrett, C., and Hull, J.A., 1986, Estimated monthly percentile discharges at ungaged sites in the upper Yellowstone River Basin in Montana: U.S. Geological Survey Water-Resources Investigations Report 86-4009, iv, 34 p., https://doi.org/10.3133/wri864009.","productDescription":"iv, 34 p.","costCenters":[],"links":[{"id":414587,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_36480.htm","linkFileType":{"id":5,"text":"html"}},{"id":57906,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4009/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":126687,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4009/report-thumb.jpg"}],"country":"United States","state":"Montana","otherGeospatial":"upper Yellowstone River basin","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -111.129,\n 46.225\n ],\n [\n -111.129,\n 45\n ],\n [\n -109.221,\n 45\n ],\n [\n -109.221,\n 46.225\n ],\n [\n -111.129,\n 46.225\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ce4b07f02db5fcd7a","contributors":{"authors":[{"text":"Parrett, Charles","contributorId":9635,"corporation":false,"usgs":true,"family":"Parrett","given":"Charles","email":"","affiliations":[],"preferred":false,"id":200838,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hull, J. A.","contributorId":39345,"corporation":false,"usgs":true,"family":"Hull","given":"J.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":200839,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":29000,"text":"wri864052 - 1986 - Geophysical well-log analysis of fractured crystalline rocks at East Bull Lake, Ontario, Canada","interactions":[],"lastModifiedDate":"2012-02-02T00:08:52","indexId":"wri864052","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4052","title":"Geophysical well-log analysis of fractured crystalline rocks at East Bull Lake, Ontario, Canada","docAbstract":"Various conventional geophysical borehole measurements were made in conjunction with measurements using a recently designed, low-frequency, acoustic-waveform probe and slow velocity flowmeter for characterization of a fractured mafic intrusion in southern Ontario, Canada. Conventional geophysical measurements included temperature, caliper, gamma, acoustic, single-point resistance, and acoustic televiewer logs. Hole stability problems prevented the use of neutron and gamma-gamma logs, because these logs require that a radioactive source be lowered into the borehole. Measurements were made in three boreholes as much as 850 m deep and penetrating a few tens of meters into granitic basement. All rocks within the mafic intrusion were characterized by minimal gamma radiation and acoustic velocities of about 6.9 km/sec. The uniformity of the acoustic velocities and the character of acoustic-waveform logs made with a conventional high-frequency logging source correlated with the density of fractures evident on televiewer logs. Sample intervals of high-frequency waveform logs were transformed into interpretations of effective fracture opening using a recent model for acoustic attenuation in fractured rocks. The new low-frequency sparker source did not perform as expected at depths below 250 m because of previously unsuspected problems with source firing under large hydrostatic heads. A new heat-pulse, slow velocity flowmeter was used to delineate in detail the flow regime indicated in a general way by temperature logs. The flowmeter measurements indicated that water was entering 2 of the boreholes at numerous fractures above a depth of 200 m, with flow in at least 2 of the boreholes exiting through large isolated fractures below a depth of 400 m. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864052","usgsCitation":"Paillet, F.L., and Hess, A., 1986, Geophysical well-log analysis of fractured crystalline rocks at East Bull Lake, Ontario, Canada: U.S. Geological Survey Water-Resources Investigations Report 86-4052, vi, 37 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri864052.","productDescription":"vi, 37 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":118934,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4052/report-thumb.jpg"},{"id":57867,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4052/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac7e4b07f02db67b368","contributors":{"authors":[{"text":"Paillet, Frederick L.","contributorId":63820,"corporation":false,"usgs":true,"family":"Paillet","given":"Frederick","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":200763,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hess, A.E.","contributorId":71979,"corporation":false,"usgs":true,"family":"Hess","given":"A.E.","email":"","affiliations":[],"preferred":false,"id":200764,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":29921,"text":"wri844350 - 1986 - Evaluation of six methods for estimating magnitude and frequency of peak discharges on urban streams in New York","interactions":[],"lastModifiedDate":"2012-02-02T00:09:03","indexId":"wri844350","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"84-4350","title":"Evaluation of six methods for estimating magnitude and frequency of peak discharges on urban streams in New York","docAbstract":"Six methods of estimating peak discharges of urban streams were compared and evaluated for applicability to urban streams in New York. Discharge and frequency values developed from a series of synthesized annual flood records were compared with values obtained from the six methods. The synthesized flood records were computed from rainfall-runoff models of 11 urban basins in three counties across the State. Four of these basins had a sufficient period of record to enable rainfall-runoff modeling of two different 5-year periods so that increases in peak flow due to increased urbanization could also be used for comparison of the six methods. A graphical analysis and three types of mathematical analyses were made to evaluate the closeness of fit and bias of the methods. All methods showed a tendency to overestimate synthetic urban flood-magnitude values, but the two adjust rural flood-frequency estimates on a nationwide basis showed smallest standard errors of estimate and bias. The standard errors for these two methods ranged from 44 to 57 percent over the six recurrence intervals (2, 5, 10, 25, 50, and 100 year), and the bias ranged from +28 to +53 percent. The bias , however, is probably due to errors inherent in using synthetic records and in applying the New York rural flood-frequency equations to urban basins with small drainage areas. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri844350","usgsCitation":"Stedfast, D., 1986, Evaluation of six methods for estimating magnitude and frequency of peak discharges on urban streams in New York: U.S. Geological Survey Water-Resources Investigations Report 84-4350, iv, 24 p. :ill., map ;28 cm., https://doi.org/10.3133/wri844350.","productDescription":"iv, 24 p. :ill., map ;28 cm.","costCenters":[],"links":[{"id":123558,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4350/report-thumb.jpg"},{"id":58741,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4350/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e3e4b07f02db5e5869","contributors":{"authors":[{"text":"Stedfast, D.A.","contributorId":89520,"corporation":false,"usgs":true,"family":"Stedfast","given":"D.A.","affiliations":[],"preferred":false,"id":202362,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":29958,"text":"wri854343 - 1986 - Cost-effectiveness of the U.S. Geological Survey stream-gaging program in Indiana","interactions":[],"lastModifiedDate":"2012-02-02T00:09:02","indexId":"wri854343","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4343","title":"Cost-effectiveness of the U.S. Geological Survey stream-gaging program in Indiana","docAbstract":"Analysis of the stream gaging program in Indiana was divided into three phases. The first phase involved collecting information concerning the data need and the funding source for each of the 173 surface water stations in Indiana. The second phase used alternate methods to produce streamflow records at selected sites. Statistical models were used to generate stream flow data for three gaging stations. In addition, flow routing models were used at two of the sites. Daily discharges produced from models did not meet the established accuracy criteria and, therefore, these methods should not replace stream gaging procedures at those gaging stations. The third phase of the study determined the uncertainty of the rating and the error at individual gaging stations, and optimized travel routes and frequency of visits to gaging stations. The annual budget, in 1983 dollars, for operating the stream gaging program in Indiana is $823,000. The average standard error of instantaneous discharge for all continuous record gaging stations is 25.3%. A budget of $800,000 could maintain this level of accuracy if stream gaging stations were visited according to phase III results. A minimum budget of $790,000 is required to operate the gaging network. At this budget, the average standard error of instantaneous discharge would be 27.7%. A maximum budget of $1 ,000,000 was simulated in the analysis and the average standard error of instantaneous discharge was reduced to 16.8%. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri854343","usgsCitation":"Stewart, J.A., Miller, R.L., and Butch, G., 1986, Cost-effectiveness of the U.S. Geological Survey stream-gaging program in Indiana: U.S. Geological Survey Water-Resources Investigations Report 85-4343, v, 92 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri854343.","productDescription":"v, 92 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":123218,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1985/4343/report-thumb.jpg"},{"id":58776,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4343/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ad0e4b07f02db680952","contributors":{"authors":[{"text":"Stewart, J. A.","contributorId":50158,"corporation":false,"usgs":true,"family":"Stewart","given":"J.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":202428,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Miller, R. L.","contributorId":54178,"corporation":false,"usgs":true,"family":"Miller","given":"R.","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":202429,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Butch, G.K.","contributorId":63849,"corporation":false,"usgs":true,"family":"Butch","given":"G.K.","affiliations":[],"preferred":false,"id":202430,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":30078,"text":"wri864011 - 1986 - Simulation of mine drainage for preliminary development of oil shale and associated minerals, Piceance basin, northwestern Colorado","interactions":[],"lastModifiedDate":"2012-02-02T00:08:54","indexId":"wri864011","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4011","title":"Simulation of mine drainage for preliminary development of oil shale and associated minerals, Piceance basin, northwestern Colorado","docAbstract":"The Piceance basin of northwestern Colorado contains large resources of oil shale, nahcolite, and dawsonite. Development of these minerals will require drainage of water from mines. A six-layer hydrologic model of the basin was prepared to simulate mine drainage for mineral development. Streams and major tributaries were simulated as head-dependent nodes. Stream nodes were gaining or losing, but the rate of loss was constrained by the leakance of the streambed and the stream stage. Springs also were simulated as head-dependent nodes that stop flowing if the aquifer head declines below the spring orifice. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864011","usgsCitation":"Taylor, O., 1986, Simulation of mine drainage for preliminary development of oil shale and associated minerals, Piceance basin, northwestern Colorado: U.S. Geological Survey Water-Resources Investigations Report 86-4011, iv, 25 p. :ill., maps ;28 cm. 1 over-size sheet, https://doi.org/10.3133/wri864011.","productDescription":"iv, 25 p. :ill., maps ;28 cm. 1 over-size sheet","costCenters":[],"links":[{"id":159509,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4011/report-thumb.jpg"},{"id":58888,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1986/4011/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":58889,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4011/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f7e4b07f02db5f22c6","contributors":{"authors":[{"text":"Taylor, O. James","contributorId":23958,"corporation":false,"usgs":true,"family":"Taylor","given":"O. James","affiliations":[],"preferred":false,"id":202638,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":28909,"text":"wri864115 - 1986 - Application of the precipitation-runoff modeling system to small basins in the Parachute Creek basin, Colorado","interactions":[],"lastModifiedDate":"2012-02-02T00:08:47","indexId":"wri864115","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4115","title":"Application of the precipitation-runoff modeling system to small basins in the Parachute Creek basin, Colorado","docAbstract":"The U.S. Geological Survey 's Precipitation-Runoff Modeling System was calibrated and verified for two small basins in western Colorado. Average monthly mean, average monthly maximum, average annual total, and average daily mean observed and model predicted streamflow differences were small, on the average < 10 %, indicating the Precipitation-Runoff Modeling System can, when adequately calibrated, satisfactorily estimate these streamflow factors. Average monthly minimum streamflow generally was over-predicted, but actual differences between observed and model predicted average monthly minimum streamflow are small. To determine relative errors of streamflow prediction in ungaged basins, three different model parameter sets were used to predict streamflow in a nearby gaged basin. The first set of parameters was based on the assumption that little information about this basin was available. Model parameters used to calibrate basins approximately 75 mi away were adjusted to model this basin on the basis of easily obtainable physical basin characteristics, such as elevation and slope. The second set of parameters was based on the first set, except it was assumed that local climate information was available to estimate the model 's climatic parameters for the basin better. The second set of parameters improved streamflow estimation in this basin by about 7% over the first model parameter set. The third set of model parameters assumed that the model had been calibrated to similar, nearby basins. This model parameter set was derived from the model parameters of the earlier calibrated basins. Using these calibrated model parameter values improved streamflow estimates by approximately 21% over the second parameter set. The average difference between observed and predicted average annual streamflow for the basin using these parameters was 16.3%. For comparison, the average difference between observed and predicted average annual total streamflow for the calibration basins was 12.9%. This suggests that, with some increase in error, this model can be used to estimate streamflow in ungaged basins, if the model has been calibrated to a nearby gaged basin with similar physical characteristics. (Lantz-PTT)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864115","usgsCitation":"Norris, J.M., 1986, Application of the precipitation-runoff modeling system to small basins in the Parachute Creek basin, Colorado: U.S. Geological Survey Water-Resources Investigations Report 86-4115, v, 38 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri864115.","productDescription":"v, 38 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":123490,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4115/report-thumb.jpg"},{"id":57779,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4115/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac6e4b07f02db67a672","contributors":{"authors":[{"text":"Norris, J. M.","contributorId":87953,"corporation":false,"usgs":true,"family":"Norris","given":"J.","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":200602,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":30112,"text":"wri854207 - 1986 - Simulation analysis of water-level changes in the Navajo sandstone due to changes in the altitude of Lake Powell near Wahweap Bay, Utah and Arizona","interactions":[],"lastModifiedDate":"2012-02-02T00:08:58","indexId":"wri854207","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4207","title":"Simulation analysis of water-level changes in the Navajo sandstone due to changes in the altitude of Lake Powell near Wahweap Bay, Utah and Arizona","docAbstract":"A two-dimensional, finite difference, digital computer model was used to simulate various concepts of groundwater flow near Wahweap Bay, Lake Powell. The filling of Lake Powell started in March 1963; and by 1983 the lake had risen almost 550 ft. This resulted in a maximum observed water level rise of 395 ft in a well in the Navajo Sandstone 1 mi from the lake. A steady-state model was prepared with subsurface recharge rates of 5,720 acre-ft/yr, 10,440 acre-ft/yr, and 14,820 acre-ft/yr, resulting in a range of hydraulic conductivity of 0.25 to 3.38 ft/da. Comparing measured and simulated water level changes resulted in a range of specific yield of 0.02 to 0.15. Using larger values for hydraulic conductivity in the model area corresponding to the axis of the Wahweap syncline and the Echo monocline was instrumental in attaining a reasonable match for the water level distribution. This supports previous concepts that areas where rocks are structurally deformed more readily transmit groundwater because of the higher degree of fracturing. Using the most likely simulation of the flow system, groundwater storage in the Navajo increased by about 25,000 acre ft/mi of shoreline form 1963-83, but the flow system will require about 400 yr to reach a state of equilibrium. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri854207","usgsCitation":"Thomas, B.E., 1986, Simulation analysis of water-level changes in the Navajo sandstone due to changes in the altitude of Lake Powell near Wahweap Bay, Utah and Arizona: U.S. Geological Survey Water-Resources Investigations Report 85-4207, v, 45 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri854207.","productDescription":"v, 45 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":160076,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1985/4207/report-thumb.jpg"},{"id":58927,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4207/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49fae4b07f02db5f3da4","contributors":{"authors":[{"text":"Thomas, B. E.","contributorId":90767,"corporation":false,"usgs":true,"family":"Thomas","given":"B.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":202696,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":26205,"text":"wri864193 - 1986 - Comparison of flume and towing methods for verifying the calibration of a suspended-sediment sampler","interactions":[],"lastModifiedDate":"2018-03-05T11:08:38","indexId":"wri864193","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4193","title":"Comparison of flume and towing methods for verifying the calibration of a suspended-sediment sampler","docAbstract":"

Suspended-sediment samplers must sample isokinetically (at stream velocity) in order to collect representative water samples of rivers. Each sampler solo by the Federal Interagency Sedimentation Project or by the U.S. Geological Survey Hydrologic Instrumentation Facility has been adjusted to sample isokinetically and tested in a flume to verify the calibration. The test program for a modified U.S. P-61 sampler provided an opportunity to compare flume and towing tank tests. Although the two tests yielded statistically distinct results, the difference between them was quite small. The conclusion is that verifying the calibration of any suspended-sediment sampler by either the flume or towing method should give acceptable results.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Minneapolis, MN","doi":"10.3133/wri864193","collaboration":"Prepared in cooperation with the U.S. Agricultural Research Service, U.S. Bureau of Reclamation, U.S. Forest Service, U.S. Bureau of Land Management, and the U.S. Federal Highways Admininstration","usgsCitation":"Beverage, J., and Futrell, J., 1986, Comparison of flume and towing methods for verifying the calibration of a suspended-sediment sampler: U.S. Geological Survey Water-Resources Investigations Report 86-4193, v, 12 p., https://doi.org/10.3133/wri864193.","productDescription":"v, 12 p.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":392,"text":"Minnesota Water Science Center","active":true,"usgs":true}],"links":[{"id":55000,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4193/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":126635,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4193/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b23e4b07f02db6ae3b9","contributors":{"authors":[{"text":"Beverage, J.P.","contributorId":44120,"corporation":false,"usgs":true,"family":"Beverage","given":"J.P.","affiliations":[],"preferred":false,"id":195978,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Futrell, J.C.","contributorId":32953,"corporation":false,"usgs":true,"family":"Futrell","given":"J.C.","email":"","affiliations":[],"preferred":false,"id":195977,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":26237,"text":"wri864128 - 1986 - Rock riprap design for protection of stream channels near highway structures; Volume 2, Evaluation of Riprap design procedures","interactions":[],"lastModifiedDate":"2012-02-02T00:08:24","indexId":"wri864128","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4128","title":"Rock riprap design for protection of stream channels near highway structures; Volume 2, Evaluation of Riprap design procedures","docAbstract":"In volume 2, seven procedures now being used for design of rock riprap installations were evaluated using data from 26 field sites. Four basic types of riprap failures were identified: Particle erosion, translational slide, modified slump, and slump. Factors associated with riprap failure include stone size , bank side slope, size gradation, thickness, insufficient toe or endwall, failure of the bank material, overtopping during floods, and geomorphic changes in the channel. A review of field data and the design procedures suggests that estimates of hydraulic forces acting on the boundary based on flow velocity rather than shear stress are more reliable. Several adjustments for local conditions, such as channel curvature, superelevation, or boundary roughness, may be unwarranted in view of the difficulty in estimating critical hydraulic forces for which the riprap is to be designed. Success of the riprap is related not only to the appropriate procedure for selecting stone size, but also to the reliability of estimated hydraulic and channel factors applicable to the site. (See also W89-04910) (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864128","usgsCitation":"Blodgett, J.C., and McConaughy, C., 1986, Rock riprap design for protection of stream channels near highway structures; Volume 2, Evaluation of Riprap design procedures: U.S. Geological Survey Water-Resources Investigations Report 86-4128, viii, 95 p. :ill. ;28 cm., https://doi.org/10.3133/wri864128.","productDescription":"viii, 95 p. :ill. ;28 cm.","costCenters":[],"links":[{"id":157569,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4128/report-thumb.jpg"},{"id":55037,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4128/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0fe4b07f02db5feab1","contributors":{"authors":[{"text":"Blodgett, J. C.","contributorId":32154,"corporation":false,"usgs":true,"family":"Blodgett","given":"J.","email":"","middleInitial":"C.","affiliations":[],"preferred":false,"id":196035,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"McConaughy, C.E.","contributorId":43776,"corporation":false,"usgs":true,"family":"McConaughy","given":"C.E.","email":"","affiliations":[],"preferred":false,"id":196036,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":26241,"text":"wri864039 - 1986 - Theoretical technique for predicting the cumulative impact of iron and manganese oxidation in streams receiving discharge from coal mines","interactions":[],"lastModifiedDate":"2016-05-06T14:20:33","indexId":"wri864039","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4039","title":"Theoretical technique for predicting the cumulative impact of iron and manganese oxidation in streams receiving discharge from coal mines","docAbstract":"

Two U.S. Geological Survey computer programs are modified and linked to predict the cumulative impact of iron and manganese oxidation in coal-mine discharge water on the dissolved chemical quality of a receiving stream. The coupled programs calculate the changes in dissolved iron, dissolved manganese, and dissolved oxygen concentrations; alkalinity; and, pH of surface water downstream from the point of discharge. First, the one-dimensional, stead-state stream, water quality program uses a dissolved oxygen model to calculate the changes in concentration of elements as a function of the chemical reaction rates and time-of-travel. Second, a program (PHREEQE) combining pH, reduction-oxidation potential, and equilibrium equations uses an aqueous-ion association model to determine the saturation indices and to calculate pH; it then mixes the discharge with a receiving stream. The kinetic processes of the first program dominate the system, whereas the equilibrium thermodynamics of the second define the limits of the reactions. A comprehensive test of the technique was not possible because a complete set of data was unavailable. However, the cumulative impact of representative discharges from several coal mines on stream quality in a small watershed in southwestern Indiana was simulated to illustrate the operation of the technique and to determine its sensitivity to changes in physical, chemical, and kinetic parameters. Mine discharges averaged 2 cu ft/sec, with a pH of 6.0, and concentrations of 7.0 mg/L dissolved iron, 4.0 mg/L dissolved manganese, and 8.08 mg/L dissolved oxygen. The receiving stream discharge was 2 cu ft/sec, with a pH of 7.0, and concentrations of 0.1 mg/L dissolved iron, 0.1 mg/L dissolved manganese, and 8.70 mg/L dissolved oxygen. Results of the simulations indicated the following cumulative impact on the receiving stream from five discharges as compared with the effect from one discharge: 0.30 unit decrease in pH, 1.82 mg/L increase in dissolved iron, 1.50 mg/L increase in dissolved manganese, and 0.24 mg/L decrease in dissolved oxygen concentration.

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri864039","usgsCitation":"Bobay, K.E., 1986, Theoretical technique for predicting the cumulative impact of iron and manganese oxidation in streams receiving discharge from coal mines: U.S. Geological Survey Water-Resources Investigations Report 86-4039, iv, 29 p. :ill. ;28 cm., https://doi.org/10.3133/wri864039.","productDescription":"iv, 29 p. :ill. ;28 cm.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":346,"text":"Indiana Water Science Center","active":true,"usgs":true}],"links":[{"id":157629,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4039/report-thumb.jpg"},{"id":55042,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4039/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United 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steady-state simulation of flow in the sand-and-gravel aquifer, southern Escambia County, Florida","docAbstract":"The sand-and-gravel aquifer is the only freshwater aquifer in southern Escambia County, Florida and is the source of public water supply for the area, including the City of Pensacola. The aquifer was simulated by a two-layer, digital model to provide hydrologic information for water resource planning. The lower layer represents the main-producing zone; the upper layer represents all of the aquifer above the main-producing zone including an unconfined zone and discontinuous perched, confined , and confining zones. The model was designed for steady-state simulation and predicts the response of the aquifer (changes in water levels) to groundwater pumping where steady-state conditions have been reached. Input to the model includes matrices representing constant-head nodes, starting head, transmissivity of layer 1, leakance between layers 1 and 2, lateral hydraulic conductivity of layer 2, and altitude of the base layer 2. The sources of water to the model are from recharge by infiltrated precipitation (estimated from base runoff), inflow across boundaries, and induced recharge from river leakance in periods of prolonged groundwater pumping. Model output includes final head and drawdown for each layer and total values for discharge and recharge in the model area. The model was calibrated for 1972 pumping and tested by simulating pumpages during 1939-40, 1958, and 1977. Sensitivity analyses showed water levels in both layers were most sensitive to changes in the recharge matrix and least sensitive to river leakage. Suggestions for further development of the model include subdivision and expansion of the grid, assignment of storage coefficients for transient simulations, more intensive study of the stream-aquifer relations, and consideration of the effects of infiltration basins on recharge. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri854278","usgsCitation":"Trapp, H., and Geiger, L., 1986, Three-dimensional steady-state simulation of flow in the sand-and-gravel aquifer, southern Escambia County, Florida: U.S. Geological Survey Water-Resources Investigations Report 85-4278, v, 149 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri854278.","productDescription":"v, 149 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":159962,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1985/4278/report-thumb.jpg"},{"id":58988,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4278/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a07e4b07f02db5f9b76","contributors":{"authors":[{"text":"Trapp, Henry","contributorId":107693,"corporation":false,"usgs":true,"family":"Trapp","given":"Henry","affiliations":[],"preferred":false,"id":202844,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Geiger, L.H.","contributorId":88761,"corporation":false,"usgs":true,"family":"Geiger","given":"L.H.","email":"","affiliations":[],"preferred":false,"id":202843,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":30220,"text":"wri854221 - 1986 - Ground-water flow in Melton Valley, Oak Ridge reservation, Roane County, Tennessee; preliminary model analysis","interactions":[],"lastModifiedDate":"2015-10-22T09:06:58","indexId":"wri854221","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4221","title":"Ground-water flow in Melton Valley, Oak Ridge reservation, Roane County, Tennessee; preliminary model analysis","docAbstract":"

Shallow land burial of low-level radioactive waste has been practiced since 1951 in Melton Valley. Groundwater flow modeling was used to better understand the geohydrology of the valley, and to provide a foundation for future contaminant transport modeling. The three-dimensional, finite difference model simulates the aquifer as a two layer system that represents the regolith and bedrock. Transmissivities, which were adjusted during model calibration, range from 8 to 16 sq ft/day for the regolith, and from 0.2 to 1.5 sq ft/day for bedrock. An anisotropy ratio of 1:3 for strike-normal to strike-parallel transmissivity values, in conjunction with recharge rate = 6% of precipitation that is uniformly distributed over the model area, produces the best match between simulated and observed water levels. Simulated water levels generally compare well to observed or estimated 1978 groundwater conditions. Simulated water levels for the regolith for 39 of 69 comparison points are within +/- 10 ft of average 1978 levels. Simulated vertical flow components are in the observed direction for 9 of 11 comparison points. Preliminary simulations indicate that nearly all groundwater flow is within the regolith and discharges to either the Clinch River or the White Oak Creek-Melton Branch drainage systems. Less than 3% of the flow is between the regolith and bedrock, and < 1% of total groundwater flow discharges to the Clinch River through bedrock. Additional data needed to refine and further calibrate the model, include: (1) quantity and areal distribution of recharge; (2) water levels in the regolith near the model boundaries and beyond the Clinch River; (3) water levels and aquifer characteristics for bedrock; and (4) additional surface water data. (Author 's abstract)

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri854221","usgsCitation":"Tucci, P., 1986, Ground-water flow in Melton Valley, Oak Ridge reservation, Roane County, Tennessee; preliminary model analysis: U.S. Geological Survey Water-Resources Investigations Report 85-4221, iv, 20 p., https://doi.org/10.3133/wri854221.","productDescription":"iv, 20 p.","numberOfPages":"26","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":159308,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/wri854221.PNG"},{"id":310315,"rank":1,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4221/report.pdf","text":"Report","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Tennessee","county":"Roane County","otherGeospatial":"Melton Valley, Oak Ridge Reservation","geographicExtents":"{\"type\":\"FeatureCollection\",\"features\":[{\"type\":\"Feature\",\"geometry\":{\"type\":\"Polygon\",\"coordinates\":[[[-84.2716,35.9104],[-84.2717,35.9072],[-84.2628,35.8971],[-84.268,35.8958],[-84.2792,35.9033],[-84.2843,35.9015],[-84.285,35.8947],[-84.2797,35.8806],[-84.2814,35.8783],[-84.2848,35.8775],[-84.2972,35.8854],[-84.3005,35.8863],[-84.309,35.8882],[-84.3227,35.8866],[-84.3283,35.8899],[-84.3299,35.8931],[-84.3331,35.8791],[-84.3426,35.8316],[-84.3477,35.8325],[-84.3729,35.8224],[-84.3758,35.8166],[-84.3812,35.8058],[-84.3802,35.798],[-84.3775,35.7916],[-84.3885,35.7823],[-84.3807,35.7776],[-84.3888,35.7677],[-84.3916,35.7701],[-84.3994,35.7742],[-84.4073,35.7775],[-84.4101,35.7776],[-84.4164,35.7767],[-84.421,35.7736],[-84.424,35.7664],[-84.4242,35.7578],[-84.4294,35.751],[-84.4368,35.7502],[-84.4435,35.7549],[-84.4474,35.7604],[-84.4531,35.7554],[-84.471,35.7389],[-84.4947,35.7169],[-84.5106,35.7167],[-84.5169,35.7122],[-84.5216,35.7059],[-84.5218,35.6946],[-84.5263,35.6951],[-84.5264,35.6915],[-84.5303,35.6915],[-84.5321,35.6879],[-84.5322,35.6843],[-84.522,35.6837],[-84.5215,35.6769],[-84.5306,35.677],[-84.5313,35.6707],[-84.5398,35.6703],[-84.5399,35.6658],[-84.5489,35.6663],[-84.5491,35.6591],[-84.5751,35.6594],[-84.5758,35.6521],[-84.5843,35.6518],[-84.585,35.6445],[-84.6201,35.645],[-84.6198,35.659],[-84.6306,35.6587],[-84.631,35.666],[-84.6283,35.69],[-84.6226,35.6963],[-84.6265,35.6995],[-84.6241,35.7067],[-84.6301,35.719],[-84.6368,35.7205],[-84.6362,35.7246],[-84.6453,35.7247],[-84.6448,35.7169],[-84.6545,35.7175],[-84.654,35.7102],[-84.6631,35.7103],[-84.6638,35.7031],[-84.6723,35.7032],[-84.6716,35.7104],[-84.6761,35.7105],[-84.6766,35.7173],[-84.6986,35.718],[-84.6985,35.7253],[-84.699,35.733],[-84.6988,35.7411],[-84.7028,35.7416],[-84.7141,35.7422],[-84.7163,35.7468],[-84.7236,35.7532],[-84.7287,35.7523],[-84.7327,35.7506],[-84.7389,35.7516],[-84.7439,35.7539],[-84.7524,35.7567],[-84.7541,35.7594],[-84.7522,35.7667],[-84.751,35.7707],[-84.7464,35.7752],[-84.7419,35.7766],[-84.7379,35.7792],[-84.7383,35.7869],[-84.7377,35.7906],[-84.741,35.7933],[-84.7472,35.7948],[-84.7489,35.7952],[-84.7551,35.798],[-84.763,35.8022],[-84.7731,35.8114],[-84.7804,35.8123],[-84.7844,35.8124],[-84.7889,35.8152],[-84.7872,35.8165],[-84.7832,35.8187],[-84.7803,35.8237],[-84.7785,35.8268],[-84.7722,35.83],[-84.7659,35.8344],[-84.7578,35.8425],[-84.7492,35.8488],[-84.7383,35.8532],[-84.7309,35.859],[-84.7251,35.8653],[-84.7187,35.8734],[-84.7041,35.8941],[-84.6978,35.8999],[-84.6858,35.9025],[-84.6818,35.9052],[-84.6795,35.9075],[-84.6749,35.9115],[-84.6703,35.9155],[-84.6611,35.9181],[-84.6566,35.9199],[-84.653,35.9262],[-84.6502,35.928],[-84.6462,35.9275],[-84.6433,35.9288],[-84.6393,35.931],[-84.6319,35.9305],[-84.6256,35.9336],[-84.6194,35.934],[-84.6159,35.9385],[-84.609,35.9411],[-84.6067,35.9456],[-84.6049,35.9515],[-84.602,35.9524],[-84.5969,35.9501],[-84.5907,35.9486],[-84.5844,35.9495],[-84.5765,35.9503],[-84.5543,35.9505],[-84.5547,35.96],[-84.554,35.9645],[-84.5374,35.9707],[-84.5288,35.9738],[-84.5169,35.9759],[-84.4939,35.9847],[-84.4888,35.9851],[-84.4774,35.9849],[-84.4672,35.9839],[-84.4564,35.9842],[-84.4461,35.9863],[-84.4185,36.0027],[-84.4065,36.008],[-84.3983,36.0156],[-84.3868,36.0214],[-84.3573,36.0441],[-84.347,36.048],[-84.3418,36.0493],[-84.3397,36.0443],[-84.3359,36.0338],[-84.3343,36.0302],[-84.3327,36.0243],[-84.3257,36.0069],[-84.3204,35.9919],[-84.3094,35.9722],[-84.2854,35.9301],[-84.2721,35.9113],[-84.2716,35.9104]]]},\"properties\":{\"name\":\"Roane\",\"state\":\"TN\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aafe4b07f02db66cb6f","contributors":{"authors":[{"text":"Tucci, Patrick ptucci@usgs.gov","contributorId":926,"corporation":false,"usgs":true,"family":"Tucci","given":"Patrick","email":"ptucci@usgs.gov","affiliations":[],"preferred":true,"id":202881,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":28834,"text":"wri854334 - 1986 - Hydrogeology of sand-plain aquifers in Carlton, Kanabec, and Pine Counties, east-central Minnesota","interactions":[],"lastModifiedDate":"2022-02-03T19:27:52.356527","indexId":"wri854334","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4334","title":"Hydrogeology of sand-plain aquifers in Carlton, Kanabec, and Pine Counties, east-central Minnesota","docAbstract":"

Sand-plain aquifers in parts of Carlton, Kanabec, and Pine Counties in east-central Minnesota constitute a major aquifer system. They consist predominantly of fine to medium outwash sand with a combined areal extent of nearly 500 square miles. Saturated thickness in localized areas is as much as 90 feet. Depth to water generally is less than 20 feet. Transmissivities range from about 100 to 25,000 feet squared per day. Yields to properly constructed wells locally may exceed 2,000 gallons per minute. A reconnaissance of sandstone units underlying the outwash indicates that transmissivities of the sandstone aquifers range from 1,850 to 2,200 feet squared per day, and specific capacities range from 9 to 12 gallons per minute per foot of drawdown. Locally, wells may be capable of supplying several hundred gallons per minute. Regionally, the sand-plain and sandstone aquifers are poorly connected hydraulically at all locations tested except in a small localized area near Quamba in Kanabec County.

\n

Ground water in the sand-plain aquifers can be classified chemically, based on predominant ions, as a calcium bicarbonate type that is moderately hard. Concentrations of dissolved solids range from 30 to 610 milligrams per liter. Except for locally high concentrations of iron and manganese, the quality of water is within State drinking-water standards and is suitable for most uses. There are no major differences between the quality of water in the sand-plain and sandstone aquifers.

\n

Ground-water flow, aquifer response, aquifer development, and drought conditions were simulated for sand-plain aquifers areally extensive enough to be hydrologically significant. Simulation of expanded ground-water development and drought in northern Pine County indicates that regional ground-water levels may be lowered as much as 12 feet and ground-water discharge to streams may be reduced as much as 42 percent. Simulation of expanded development and drought in southern Pine County indicates that regional ground-water levels may be lowered as much as 25 feet and ground-water discharge to streams may be reduced as much as 65 percent. The simulations also indicate that each area, especially the northern Pine County area, will support substantial additional development without dewatering the aquifer or reducing streamflow significantly.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"St. Paul, MN","doi":"10.3133/wri854334","collaboration":"Prepared in cooperation with the Onanegozie Resource Conservation and Development Project and the Minnesota Department of Natural Resources","usgsCitation":"Myette, C., 1986, Hydrogeology of sand-plain aquifers in Carlton, Kanabec, and Pine Counties, east-central Minnesota: U.S. Geological Survey Water-Resources Investigations Report 85-4334, Report: vi, 66 p.; 4 Plates: 20.31 x 36.55 inches or smaller, https://doi.org/10.3133/wri854334.","productDescription":"Report: vi, 66 p.; 4 Plates: 20.31 x 36.55 inches or smaller","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":392,"text":"Minnesota Water Science 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C. F.","contributorId":97115,"corporation":false,"usgs":true,"family":"Myette","given":"C. F.","affiliations":[],"preferred":false,"id":200481,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":30267,"text":"wri854232 - 1986 - Simulation of streamflow temperatures in the Yakima River basin, Washington, April-October 1981","interactions":[],"lastModifiedDate":"2012-02-02T00:09:01","indexId":"wri854232","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4232","title":"Simulation of streamflow temperatures in the Yakima River basin, Washington, April-October 1981","docAbstract":"The effects of storage, diversion, return flow, and meteorological variables on water temperature in the Yakima River, in Washington State, were simulated, and the changes in water temperature that could be expected under four alternative-management scenarios were examined for improvement in anadromous fish environment. A streamflow routing model and Lagrangian streamflow temperature model were used to simulate water discharge and temperature in the river. The estimated model errors were 12% for daily discharge and 1.7 C for daily temperature. Sensitivity analysis of the simulation of water temperatures showed that the effect of reservoir outflow temperatures diminishes in a downstream direction. A 4 C increase in outflow temperatures results in a 1.0 C increase in mean irrigation season water temperature at Umtanum in the upper Yakima River basin, but only a 0.01C increase at Prosser in the lower basin. The influence of air temperature on water temperature increases in a downstream direction and is the dominant influence in the lower basin. A 4 C increase in air temperature over the entire basin resulted in a 2.34 C increase in river temperatures at Prosser in the lower basin and 1.46 C at Umtanum in the upper basin. Changes in wind speed and model wind-function parameters had little effect on the model predicted water temperature. Of four alternative management scenarios suggested by the U.S. Bureau of Indian Affairs and the Yakima Indian Nation, the 1981 reservoir releases maintained without diversions or return flow in the river basin produced water temperatures nearest those considered as preferable for salmon and steelhead trout habitat. The alternative management scenario for no reservoir storage and no diversions or return flows in the river basin (estimate of natural conditions) produced conditions that were the least like those considered as preferable for salmon and steelhead trout habitat. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri854232","usgsCitation":"Vaccaro, J.J., 1986, Simulation of streamflow temperatures in the Yakima River basin, Washington, April-October 1981: U.S. Geological Survey Water-Resources Investigations Report 85-4232, vii, 91 p. :ill. ;28 cm., https://doi.org/10.3133/wri854232.","productDescription":"vii, 91 p. :ill. ;28 cm.","costCenters":[],"links":[{"id":160452,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1985/4232/report-thumb.jpg"},{"id":59054,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4232/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e48e5e4b07f02db550dd1","contributors":{"authors":[{"text":"Vaccaro, J. J.","contributorId":48173,"corporation":false,"usgs":true,"family":"Vaccaro","given":"J.","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":202960,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":30285,"text":"wri864069 - 1986 - The effects of urbanization on floods in the Austin metropolitan area, Texas","interactions":[],"lastModifiedDate":"2016-08-10T10:50:58","indexId":"wri864069","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4069","title":"The effects of urbanization on floods in the Austin metropolitan area, Texas","docAbstract":"

The effects of urbanization on flood peaks in streams in the Austin metropolitan area were studied in two separate analyses. In the first analysis, annual peak discharge records at 13 streamflow-gaging sites were used to compute a recorded flood frequency relation for each site. Rainfall and streamflow data for 10 to 20 storms for each of these sites were used to calibrate a rainfall-runoff model in which a 55-year rainfall record was used to simulate 55 annual peak discharges. These simulated discharges also were used to develop a flood-frequency relation at each site. The flood-frequency relations from recorded and generated data were then combined by weighting the recorded flood frequency by the years of record at each site to produce a combined (or weighted) flood frequency at each site. Flood frequencies for all 13 sites were subsequently regressed against basin characteristics at each site to determine possible effects of urbanization.

\n

The regression analysis of the combined flood-frequency data for the 13 sites yielded an equation for estimating floods of a given recurrence interval at ungaged sites in the Austin area as a function of the contributing drainage area, the total impervious area percentage, and basin shape. The regression equation estimates that a near fully developed hypothetical drainage basin (impervious area percentage, 45) would have discharges for the 2- and 100-year recurrence interval that are 99 percent and 73 percent greater, respectively, than discharges for those frequencies from a rural drainage basin (impervious percentage, 0).

\n

In the second analysis, records at one streamflow-gaging site on Waller Creek were analyzed for changes in rainfall-runoff and flood-frequency relations due to urbanization. Annual peak discharges from 1956 to 1980 and data from a total of 80 storms at the Waller Creek site were analyzed.

\n

Both analyses showed increases comparable to those predicted using the equations developed from the 13-station analysis. The last 14 years of record (the near fully developed land-use stage for the Waller Creek analysis) at the two sites on Waller Creek were part of the 13-station analysis.

","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Austin, TX","doi":"10.3133/wri864069","usgsCitation":"Veenhuis, J.E., and Gannett, D.G., 1986, The effects of urbanization on floods in the Austin metropolitan area, Texas: U.S. Geological Survey Water-Resources Investigations Report 86-4069, vi, 66 p., https://doi.org/10.3133/wri864069.","productDescription":"vi, 66 p.","numberOfPages":"73","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true}],"links":[{"id":159745,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4069/report-thumb.jpg"},{"id":59076,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4069/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Texas","city":"Austin","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -98.01589965820312,\n 30.109493896732292\n ],\n [\n -98.01589965820312,\n 30.431505741151742\n ],\n [\n -97.59635925292969,\n 30.431505741151742\n ],\n [\n -97.59635925292969,\n 30.109493896732292\n ],\n [\n -98.01589965820312,\n 30.109493896732292\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4885e4b07f02db519222","contributors":{"authors":[{"text":"Veenhuis, Jack E.","contributorId":66745,"corporation":false,"usgs":true,"family":"Veenhuis","given":"Jack","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":202987,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Gannett, David G.","contributorId":173581,"corporation":false,"usgs":false,"family":"Gannett","given":"David","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":202988,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":45864,"text":"ofr86203 - 1986 - Modified Mercalli intensity distribution for the most significant earthquakes in Alaska, 1899-1981","interactions":[],"lastModifiedDate":"2012-02-02T00:10:56","indexId":"ofr86203","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-203","title":"Modified Mercalli intensity distribution for the most significant earthquakes in Alaska, 1899-1981","language":"ENGLISH","doi":"10.3133/ofr86203","usgsCitation":"Espinosa, A.F., Brockman, S., and Michael, J.A., 1986, Modified Mercalli intensity distribution for the most significant earthquakes in Alaska, 1899-1981: U.S. Geological Survey Open-File Report 86-203, 16 maps on 1 sheet :photocopy ;20 x 23 cm., sheet 107 x 115 cm., https://doi.org/10.3133/ofr86203.","productDescription":"16 maps on 1 sheet :photocopy ;20 x 23 cm., sheet 107 x 115 cm.","costCenters":[],"links":[{"id":168507,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":21200,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1986/0203/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b04e4b07f02db699419","contributors":{"authors":[{"text":"Espinosa, A. F.","contributorId":63782,"corporation":false,"usgs":true,"family":"Espinosa","given":"A.","email":"","middleInitial":"F.","affiliations":[],"preferred":false,"id":232185,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Brockman, S.R.","contributorId":7286,"corporation":false,"usgs":true,"family":"Brockman","given":"S.R.","email":"","affiliations":[],"preferred":false,"id":232183,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Michael, J. A.","contributorId":48567,"corporation":false,"usgs":true,"family":"Michael","given":"J.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":232184,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":28689,"text":"wri854079 - 1986 - Connecticut observation wells; guidelines for network modification","interactions":[],"lastModifiedDate":"2012-02-02T00:08:46","indexId":"wri854079","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"85-4079","title":"Connecticut observation wells; guidelines for network modification","docAbstract":"The U.S. Geological Survey and Connecticut Department of Environmental Protection are developing a baseline observation well network to assess the present status of groundwater storage and relate it to long-term conditions and to describe and characterize natural changes in groundwater storage in relation to climatic variations, topography, and hydrogeologic setting. An evaluation of the present network of 31 observation wells indicates it is not representative of climatic areas or major hydrologic units in the State. Several wells provide equivalent information and six can be discontinued. Network modifications, including deletion of some existing wells and the addition of 50 to 60 new observation wells are needed to meet network objectives. Fourteen existing wells that have long-term records should be retained as a basis for historical comparisons. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri854079","usgsCitation":"Melvin, R., 1986, Connecticut observation wells; guidelines for network modification: U.S. Geological Survey Water-Resources Investigations Report 85-4079, v, 24 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri854079.","productDescription":"v, 24 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":119034,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1985/4079/report-thumb.jpg"},{"id":57531,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1985/4079/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4affe4b07f02db697c8d","contributors":{"authors":[{"text":"Melvin, R.L.","contributorId":50497,"corporation":false,"usgs":true,"family":"Melvin","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":200237,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":26318,"text":"wri824002 - 1986 - Preliminary delineation and description of the regional aquifers of Tennessee – The central basin aquifer system","interactions":[],"lastModifiedDate":"2021-12-07T11:56:21.64265","indexId":"wri824002","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"82-4002","title":"Preliminary delineation and description of the regional aquifers of Tennessee – The central basin aquifer system","docAbstract":"A sand and gravel aquifer about 65 feet thick underlies Wurtsmith Air Force Base in northeastern lower Michigan. The water table ranges in depth from 10 feet to 25 feet below land surface. Mathematical models indicate that ground-water flow ranges from 0.8 feet per day in the eastern part of the Base to 0.3 feet per day in the western part. Trichlorethylene leaked from a buried storage tank in the southeastern part of the Base and moved northeastward in a plume, contaminating Base water-supply wells. Concentrations exceed 1,000 micrograms per liter in the most highly contaminated part of the plume. Purge pumping removed some of the trichloroethylene and seems to have arrested its eastward movement. Pumping of additional purge wells could increase the rate of removal. 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b08e4b07f02db69b96c","contributors":{"authors":[{"text":"Brahana, J. V.","contributorId":32926,"corporation":false,"usgs":true,"family":"Brahana","given":"J. V.","affiliations":[],"preferred":false,"id":196167,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Bradley, M. W.","contributorId":40610,"corporation":false,"usgs":true,"family":"Bradley","given":"M.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":196168,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":30432,"text":"wri864156 - 1986 - Technique for predicting ground-water discharge to surface coal mines and resulting changes in head","interactions":[],"lastModifiedDate":"2019-09-09T10:30:02","indexId":"wri864156","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4156","title":"Technique for predicting ground-water discharge to surface coal mines and resulting changes in head","docAbstract":"Changes in seepage flux and head (groundwater level) from groundwater drainage into a surface coal mine can be predicted by a technique that considers drainage from the unsaturated zone. The user applies site-specific data to precalculated head and seepage-flux profiles. Groundwater flow through hypothetical aquifer cross sections was simulated using the U.S. Geological Survey finite-difference model, VS2D, which considers variably saturated two-dimensional flow. Conceptual models considered were (1) drainage to a first cut, and (2) drainage to multiple cuts, which includes drainage effects of an area surface mine. Dimensionless head and seepage flux profiles from 246 simulations are presented. Step-by-step instructions and examples are presented. Users are required to know aquifer characteristics and to estimate size and timing of the mine operation at a proposed site. Calculated groundwater drainage to the mine is from one excavated face only. First cut considers confined and unconfined aquifers of a wide range of permeabilities; multiple cuts considers unconfined aquifers of higher permeabilities only. The technique, developed for Illinois coal-mining regions that use area surface mining and evaluated with an actual field example, will be useful in assessing potential hydrologic impacts of mining. Application is limited to hydrogeologic settings and mine operations similar to those considered. Fracture flow, recharge, and leakage are nor considered. (USGS)","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri864156","usgsCitation":"Weiss, L., Galloway, D., and Ishii, A., 1986, Technique for predicting ground-water discharge to surface coal mines and resulting changes in head: U.S. Geological Survey Water-Resources Investigations Report 86-4156, 217 p., https://doi.org/10.3133/wri864156.","productDescription":"217 p.","costCenters":[{"id":344,"text":"Illinois Water Science Center","active":true,"usgs":true},{"id":35860,"text":"Ohio-Kentucky-Indiana Water Science Center","active":true,"usgs":true}],"links":[{"id":159748,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4156/report-thumb.jpg"},{"id":59211,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4156/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4adce4b07f02db6861ac","contributors":{"authors":[{"text":"Weiss, L.S.","contributorId":42261,"corporation":false,"usgs":true,"family":"Weiss","given":"L.S.","affiliations":[],"preferred":false,"id":203241,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Galloway, D. L. 0000-0003-0904-5355","orcid":"https://orcid.org/0000-0003-0904-5355","contributorId":31383,"corporation":false,"usgs":true,"family":"Galloway","given":"D. L.","affiliations":[{"id":35860,"text":"Ohio-Kentucky-Indiana Water Science Center","active":true,"usgs":true}],"preferred":false,"id":203240,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Ishii, Audrey L. alishii@usgs.gov","contributorId":1818,"corporation":false,"usgs":true,"family":"Ishii","given":"Audrey L.","email":"alishii@usgs.gov","affiliations":[{"id":344,"text":"Illinois Water Science Center","active":true,"usgs":true}],"preferred":false,"id":203239,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":28627,"text":"wri844221 - 1986 - Ground-water availability and water quality at Southbury and Woodbury, Connecticut","interactions":[],"lastModifiedDate":"2012-02-02T00:08:47","indexId":"wri844221","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"84-4221","title":"Ground-water availability and water quality at Southbury and Woodbury, Connecticut","docAbstract":"Increases in population and commercial and industrial development during the past 20 years have increased the demand for water in the Towns of Southbury and Woodbury, Connecticut. The stratified-drift aquifer, underlying much of the Pomperaug River valley, is the most practical source for additional large supplies. The yield of the aquifer was evaluated with a two-dimensional, digital flow model. The model was constructed with hydrologic data from previous studies, and test boring logs , seismic profiles, water-level measurements, and other information collected during the present study. Simulations made with the calibrated model indicate that, with no pumpage, groundwater levels in the aquifer will fall about 4.6 ft below average during low-recharge (least-favorable) periods, and rise about 0.6 ft above average during high-recharge (most-favorable) periods. Simulated withdrawals from 10 wells indicate that from 5.0 to 8.8 million gallons/day are available as total recharge rates range from 21.4 to 36.1 inches/year. If these pumpages were consumed or exported from the basin, estimated average flow reductions of the Pomperaug River would range from 7.7 to 12.9 cu ft/sec. The quality of the water from the stratified-drift aquifer is generally excellent in most areas and meets State drinking-water standards. Chemical analyses of groundwater from 11 wells in the Middle Quarter area of Woodbury indicate that organohalide compounds are present. A maximum trichloroethane concentration of 260 micrograms/L has been reported and groundwater in the area is presently being monitored for organohalides. The water meets standards established by the State. Surface water samples collected at 7 sites in the study area meet the Connecticut drinking water standards for all constituents except coliform bacteria. Complete conventional treatment of surface water from some wells will be required to meet State drinking water standards relative to coliforms. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri844221","usgsCitation":"Mazzaferro, D., 1986, Ground-water availability and water quality at Southbury and Woodbury, Connecticut: U.S. Geological Survey Water-Resources Investigations Report 84-4221, viii, 105 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri844221.","productDescription":"viii, 105 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":124034,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4221/report-thumb.jpg"},{"id":57461,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4221/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57462,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4221/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57463,"rank":402,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4221/plate-3.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57464,"rank":403,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4221/plate-4.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57465,"rank":404,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4221/plate-5.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57466,"rank":405,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4221/plate-6.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57467,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4221/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b09e4b07f02db69c050","contributors":{"authors":[{"text":"Mazzaferro, D. L.","contributorId":75579,"corporation":false,"usgs":true,"family":"Mazzaferro","given":"D. L.","affiliations":[],"preferred":false,"id":200139,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":30551,"text":"wri864168 - 1986 - History of ground-water pumpage and water-level decline in the Black Creek and upper Cape Fear aquifers of the central coastal plain of North Carolina","interactions":[],"lastModifiedDate":"2017-01-27T09:13:47","indexId":"wri864168","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4168","title":"History of ground-water pumpage and water-level decline in the Black Creek and upper Cape Fear aquifers of the central coastal plain of North Carolina","docAbstract":"Historical ground-water withdrawals and a general water-level decline in the Black Creek and upper Cape Fear aquifers of the central Coastal Plain of North Carolina are documented. Total municipal and industrial pumpage from these aquifers has increased from approximately 120,000 gal/day (gpd) in 1910 to >21 million gpd in 1980. Major pumpage, > 10,000 gpd, began around 1900. Since that time, per capita water use in the central Coastal Plain area has ranged from 17 to 172 gpd/person. The higher values partially represent the increasing availability and use of modern conveniences since the World War II era. The range of per capita water use can be subdivided according to general water-use and population characteristics for both urban and rural areas. The pumpage of ground water from the Black Creek and upper Cape Fear aquifers has created water-level declines from 0.5 to 4.9 ft/year since 1900. Approximately a third of the study area has experienced a decline > 50 ft up to the period 1979-1981, with 148 ft being the maximum.","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri864168","usgsCitation":"Winner, M., and Lyke, W., 1986, History of ground-water pumpage and water-level decline in the Black Creek and upper Cape Fear aquifers of the central coastal plain of North Carolina: U.S. Geological Survey Water-Resources Investigations Report 86-4168, v, 21 p. :maps ;28 cm., https://doi.org/10.3133/wri864168.","productDescription":"v, 21 p. :maps ;28 cm.","costCenters":[{"id":13634,"text":"South Atlantic Water Science Center","active":true,"usgs":true}],"links":[{"id":59319,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1986/4168/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":59320,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4168/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":124143,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4168/report-thumb.jpg"}],"country":"United States","state":"North Carolina","otherGeospatial":"Black Creek Aquifer, Upper Cape Fear Aquifer","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -82.452392578125,\n 33.41310221370827\n ],\n [\n -82.452392578125,\n 36.70365959719456\n ],\n [\n -75.245361328125,\n 36.70365959719456\n ],\n [\n -75.245361328125,\n 33.41310221370827\n ],\n [\n -82.452392578125,\n 33.41310221370827\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a54e4b07f02db62c035","contributors":{"authors":[{"text":"Winner, M.D.","contributorId":59801,"corporation":false,"usgs":true,"family":"Winner","given":"M.D.","email":"","affiliations":[],"preferred":false,"id":203441,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lyke, W.L.","contributorId":75551,"corporation":false,"usgs":true,"family":"Lyke","given":"W.L.","affiliations":[],"preferred":false,"id":203442,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":28615,"text":"wri864328 - 1986 - Geohydrology and simulated response to ground-water pumpage in Carson Valley, a river-dominated basin in Douglas County, Nevada, and Alpine County, California","interactions":[],"lastModifiedDate":"2022-01-04T22:09:26.390973","indexId":"wri864328","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1986","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":"86-4328","title":"Geohydrology and simulated response to ground-water pumpage in Carson Valley, a river-dominated basin in Douglas County, Nevada, and Alpine County, California","docAbstract":"

A numerical model was used to simulate the effect of development of the groundwater reservoir in Carson Valley on Carson River outflow, evapotranspiration, and groundwater levels and storage. The basin-fill groundwater reservoir consists of: (1) confined and unconfined sedimentary deposits of Quaternary age that underlie the valley floor, and (2) sedimentary deposits of Tertiary age that are exposed mainly on the east side of the valley. Water levels indicate the presence of two confined aquifer systems: one < 100 ft deep, and the other, generally deeper than 200 ft. The basin-fill reservoir is surrounded by bedrock that transmits recharge to the basin through weathered and fractured zones near the contact between bedrock and valley fill. Estimates were made of the distribution of hydraulic properties of aquifer materials, and of the components of inflow to and outflow from the basin-fill reservoir. Inflow components consisted of the following approximate quantities, in acre-ft/yr: (1) mainstem Carson River flow, 360,000; (2) direct precipitation, 70,000; (3) runoff from perennial and ephemeral streams, 24,000: and (4) subsurface inflow, 38,000. Approximate estimates of outflow components were, in acre-ft/yr; (1) mainstem Carson River flow, 291,000; (2) potential evapotranspiration, 200,000. Both inflow and outflow totaled about 490,000 acre-ft/yr. These flow volumes show that the hydrologic regimen of the basin is dominated by surface water flow of the Carson River. Steady-state and transient calibration of the model provided an unacceptable fit of observed versus simulated groundwater level fluctuations and storage, and surface water outflow from the valley. These values provide a reasonable balance for the simulated steady-state water budget. Simulations show that surface water flow is the ultimate source of about 75% of pumped water for six scenarios of possible future ground-water development. Model simulations indicate that changes from agricultural to urban land uses could decrease the loss of Carson River outflow to pumpage when streamflow is not used for flood irrigation in that area. 

","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri864328","usgsCitation":"Maurer, D.K., 1986, Geohydrology and simulated response to ground-water pumpage in Carson Valley, a river-dominated basin in Douglas County, Nevada, and Alpine County, California: U.S. Geological Survey Water-Resources Investigations Report 86-4328, Report: viii, 109 p.; 2 Plates: 20.46 × 25.42 inches and 20.36 × 25.25 inches, https://doi.org/10.3133/wri864328.","productDescription":"Report: viii, 109 p.; 2 Plates: 20.46 × 25.42 inches and 20.36 × 25.25 inches","costCenters":[],"links":[{"id":393888,"rank":2,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_36645.htm"},{"id":57440,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1986/4328/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57439,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1986/4328/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":57438,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1986/4328/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":123769,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1986/4328/report-thumb.jpg"}],"country":"United States","state":"California, Nevada","county":"Alpine County, Douglas County","otherGeospatial":"Carson Valley","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -119.902,\n 38.802\n ],\n [\n -119.567,\n 38.802\n ],\n [\n -119.567,\n 39.1190\n ],\n [\n -119.902,\n 39.1190\n ],\n [\n -119.902,\n 38.802\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ae1e4b07f02db688a9b","contributors":{"authors":[{"text":"Maurer, D. K.","contributorId":37757,"corporation":false,"usgs":true,"family":"Maurer","given":"D.","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":200120,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}