Numerous reservoirs have been proposed for the White River basin in Colorado and Utah, primarily to provide water for oil-shale development. A multireservoir-flow model was used to simulate the effects of streamflow withdrawal at four of the proposed reservoirs using historical streamflow data from the 1932-81 water years. The proposed reservoirs considered in the study were Avery, Powell Park, Taylor Draw, and White River Reservoirs; construction of Taylor Draw Dam was completed during the study. Annual streamflow depletions from the White River ranging from about 93,000 to 226,000 acre-feet were simulated for the 50 year period. Simulated streamflow throughout the year generally became smaller and more constant as streamflow throughout the year generally became smaller and more constant as streamflow depletion increased. Minimum streamflow requirements would not have been met for a maximum of 13 years and water-use requirements associated with the proposed reservoirs would not have been met for a maximum of 3 years. The current water-use pattern, which depletes about 40,000 acre-feet per year and is dominated by irrigation of hay meadows and pastureland, was maintained in the simulation. Relations between reservoir active capacity and yield applicable to the White River also were developed. These relations show that reservoir storage of about 400,000 acre-feet is the maximum practicable for the White River.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844297","usgsCitation":"Kuhn, G., and Ellis, S.R., 1984, Simulated effects of proposed reservoir-development alternatives on streamflow quantity in the White River, Colorado and Utah: U.S. Geological Survey Water-Resources Investigations Report 84-4297, v, 59 p., https://doi.org/10.3133/wri844297.","productDescription":"v, 59 p.","costCenters":[],"links":[{"id":410591,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_36139.htm","linkFileType":{"id":5,"text":"html"}},{"id":56999,"rank":1,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4297/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":159358,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4297/report-thumb.jpg"}],"country":"United States","state":"Colorado, Utah","otherGeospatial":"White River","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -109.717,\n 40.225\n ],\n [\n -109.717,\n 39.683\n ],\n [\n -107.267,\n 39.683\n ],\n [\n -107.267,\n 40.225\n ],\n [\n -109.717,\n 40.225\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e2e4b07f02db5e4e84","contributors":{"authors":[{"text":"Kuhn, Gerhard","contributorId":102080,"corporation":false,"usgs":true,"family":"Kuhn","given":"Gerhard","email":"","affiliations":[],"preferred":false,"id":199321,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ellis, S. R.","contributorId":103278,"corporation":false,"usgs":true,"family":"Ellis","given":"S.","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":199322,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":29851,"text":"wri844086 - 1984 - Appraisal of the surficial aquifers in the Pomme de Terre and Chippewa River Valleys, western Minnesota","interactions":[],"lastModifiedDate":"2018-04-02T11:06:56","indexId":"wri844086","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4086","title":"Appraisal of the surficial aquifers in the Pomme de Terre and Chippewa River Valleys, western Minnesota","docAbstract":"The surf icial sands in the Pomme de Terre and Chippewa River valleys in Grant, Pope, Stevens, and Swift Counties have been studied to determine the occurrence, availability, and quality of ground water in these aquifers.
\nIn the northern part of the Pomme de Terre and Chippewa River valleys, the aquifers consist of coarse sand and gravel ranging from 0 to 100 feet in thickness; transmissivities range from 0 to 35,000 feet squared per day in narrow, steep-sided erosional valleys. In the north, well yields commonly exceed 1,000 gallons per minute and may be as much as 4,000 gallons per minute locally. Farther south, the deposits are medium to fine grained, range from 0 to 90 feet thick, and reach a maximum width of 10 miles near Benson, Minnesota. Transmissivities range from 0 to 25,000 feet squared per day. Wells may yield as much as 1,500 gallons per minute locally. Southeast of Clontarf, well yields generally do not exceed 500 gallons per minute because the deposits are thinly saturated and fine grained.
\nGround water in the surf icial aquifer is a mixed calcium magnesium-sulf ate bicarbonate type that is chemically suitable for most uses. Concentrations of most constituents analyzed were below limits recommended by the Minnesota Pollution Control Agency for drinking water, but concentrations of manganese, iron, nitrite plus nitrate, and dissolved solids exceed recommended limits locally. Salinity, as indicated by the specific conductance (values ranged from 580 to 1,000 micromhos per centimeter) was in the medium to high range at several locations.
\nAn analytical model was used to estimate the effect on streamflow of pumpage from the surficial aquifer in the narrow, 50-mile reach of the Pomme de Terre River valley in Stevens and Grant Counties. The model indicates that the 43 existing wells pumping at maximum potential yields could reduce streamflow by 55 cubic feet per second. Addition of 23 wells also pumping at maximum potential yields could reduce streamflow by 77 cubic feet per second; this rate exceeds low base flow of the Pomme de Terre River.
\nFinite-difference models were used to simulate flow in the surficial aquifer along the Pomme de Terre River near Appleton in Swift County and along the Chippewa River between Cyrus in Pope County and Danvers in Swift County. In the Appleton area/ model analyses indicate that pumping lowered water levels as much as 3 feet from 1973-80 and reduced streamflow by about 14 cubic feet per second. Additional regional water-level declines of 1 to 2 feet/ and up to 4 feet locally near aquifer-till boundaries, can be expected after about 4 years if pumping continues at the 1980 rate and area! recharge from precipitation is near normal. However/ simulation of increased pumping rates and decreased area! recharge during a 3-year drought indicates that water levels may decline as much as 9 feet near aquifer-till boundaries and streamflow may be reduced by about 41 cubic feet per second, which is about 95 percent of the available flow in the Pomme de Terre River at the 55-percent flow duration. Model results also suggest that/ during the first year of a drought/ the combined pumpage from wells operated during 1980 along the Pomme de Terre River in Stevens and Grant Counties and in the Appleton area could reduce streamflow to zero during base flow. Model-computed streamflow deficiencies are 48 and 60 cubic feet per second at the 55- and 70-percent flow duration/ respectively. Under such conditions/ pumping could not be sustained at the rates simulated unless there was sufficient water stored in the stream channel or streamflow was augmented.
\nIn the Cyrus-Benson area/ model results indicate that tinder 1980 development and average area! recharge/ dynamic equilibrium would be reached in less than 4 years and additional drawdown would be less than 2 feet. A 3-year drought coupled with increased pumping from irrigation wells operated during 1980 would lower water levels as much as 6 feet and reduce flow in the Chippewa River by about 26 cubic feet per second. At maximum hypothetical development in terms of the number of wells and normal area! recharge/ water levels would be lowered as much as 9 feet and streamflow would be reduced about 12 cubic feet per second. At maximum hypothetical development/ drought conditions and increased pumping would lower water levels as much as 12 feet and reduce flow in the Chippewa River by about 30 cubic feet per second/ which equals about 75 percent of available streamflow at the 70-percent flow duration.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"St. Paul, MN","doi":"10.3133/wri844086","collaboration":"Prepared in cooperation with the Pomme de Terre and Chippewa Ground-Water Study Steering Committee and the Minnesota Department of Natural Resources","usgsCitation":"Soukup, W., Gillies, D.C., and Myette, C., 1984, Appraisal of the surficial aquifers in the Pomme de Terre and Chippewa River Valleys, western Minnesota: U.S. Geological Survey Water-Resources Investigations Report 84-4086, Document: vi, 63 p.; 4 Plates: 17.05 x 37.31 inches or smaller, https://doi.org/10.3133/wri844086.","productDescription":"Document: vi, 63 p.; 4 Plates: 17.05 x 37.31 inches or smaller","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":392,"text":"Minnesota Water Science Center","active":true,"usgs":true}],"links":[{"id":58660,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4086/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":58661,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4086/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":124175,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4086/report-thumb.jpg"},{"id":58662,"rank":402,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4086/plate-3.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":58663,"rank":403,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4086/plate-4.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":58664,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4086/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Minnesota","otherGeospatial":"Pomme de Terre and Chippewa River Valleys","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -96.016667,\n 46.116667\n ],\n [\n -95.75,\n 46.116667\n ],\n [\n -95.75,\n 45.766667\n ],\n [\n -95.633333,\n 45.766667\n ],\n [\n -95.633333,\n 45.416667\n ],\n [\n -95.5,\n 45.416667\n ],\n [\n -95.5,\n 45.15\n ],\n [\n -95.733333,\n 45.15\n ],\n [\n -95.733333,\n 44.966667\n ],\n [\n -95.833333,\n 44.966667\n ],\n [\n -96.1,\n 45.166667\n ],\n [\n -96.1,\n 45.416667\n ],\n [\n -96.016667,\n 45.416667\n ],\n [\n -96.016667,\n 46.116667\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ac6e4b07f02db67a3e4","contributors":{"authors":[{"text":"Soukup, W.G.","contributorId":82732,"corporation":false,"usgs":true,"family":"Soukup","given":"W.G.","email":"","affiliations":[],"preferred":false,"id":202243,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Gillies, D. C.","contributorId":53809,"corporation":false,"usgs":true,"family":"Gillies","given":"D.","email":"","middleInitial":"C.","affiliations":[],"preferred":false,"id":202242,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Myette, C. F.","contributorId":97115,"corporation":false,"usgs":true,"family":"Myette","given":"C. F.","affiliations":[],"preferred":false,"id":202244,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":29849,"text":"wri844278 - 1984 - Quantitative analysis of the hydrothermal system in Lassen Volcanic National Park and Lassen Known Geothermal Resource Area","interactions":[],"lastModifiedDate":"2022-08-22T19:22:52.092101","indexId":"wri844278","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4278","title":"Quantitative analysis of the hydrothermal system in Lassen Volcanic National Park and Lassen Known Geothermal Resource Area","docAbstract":"The conceptual model of the Lassen system is termed a liquid-dominated hydrothermal system with a parasitic vapor-dominated zone. The essential feature of this model is that steam and steam-heated discharge at relatively high elevations in Lassen Volcanic National Park (LVNP) and liquid discharge with high chloride concentrations at relatively low elevations outside LVNP are both fed by an upflow of high-enthalpy two-phase fluid within the Park. Liquid flows laterally away from the upflow area towards the areas of high-chloride discharge, and steam rises through a vapor-dominated zone to feed the steam and steam-heated features. Numerical simulations show that several conditions are necessary for the development of this type of system, including (1) large-scale topographic relief, (2) an initial period of convective heating within an upflow zone followed by some change in hydrologic or geologic conditions that initiates drainage of liquid from portions of the upflow zone, and (3) low permeability barriers that inhibit the movement of cold water into the vapor zone. Simulations of thermal fluid withdrawal south of LVNP, carried out in order to determine the effects of such withdrawal on portions of the hydrothermal system within the Park, showed decreases in pressure and liquid saturation beneath the vapor zone which result in a temporary increase and subsequent decrease in the rate of upflow of steam.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844278","usgsCitation":"Sorey, M., and Ingebritsen, S.E., 1984, Quantitative analysis of the hydrothermal system in Lassen Volcanic National Park and Lassen Known Geothermal Resource Area: U.S. Geological Survey Water-Resources Investigations Report 84-4278, viii, 80 p., https://doi.org/10.3133/wri844278.","productDescription":"viii, 80 p.","costCenters":[],"links":[{"id":405396,"rank":2,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_36121.htm","linkFileType":{"id":5,"text":"html"}},{"id":58658,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4278/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":160298,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4278/report-thumb.jpg"}],"country":"United States","state":"California","otherGeospatial":"Lassen Volcanic Park and Lassen Known Geothermal Area","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -121.9921875,\n 40.01078714046552\n ],\n [\n -120.7012939453125,\n 40.01078714046552\n ],\n [\n -120.7012939453125,\n 40.91766362458114\n ],\n [\n -121.9921875,\n 40.91766362458114\n ],\n [\n -121.9921875,\n 40.01078714046552\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4adbe4b07f02db685ecb","contributors":{"authors":[{"text":"Sorey, M.L.","contributorId":73185,"corporation":false,"usgs":true,"family":"Sorey","given":"M.L.","affiliations":[],"preferred":false,"id":202238,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ingebritsen, S. E.","contributorId":8078,"corporation":false,"usgs":true,"family":"Ingebritsen","given":"S.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":202237,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":28150,"text":"wri834186 - 1984 - Evaluation of alternative reservoir-management practices in the Rock River basin, Wisconsin","interactions":[],"lastModifiedDate":"2015-10-19T15:48:01","indexId":"wri834186","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"83-4186","title":"Evaluation of alternative reservoir-management practices in the Rock River basin, Wisconsin","docAbstract":"Simulation of the operation of upstream impoundments in the Rock River basin to reduce spring floods showed that such operation would reduce flood peaks by 0.11 foot on the average, and would increase flood peaks some years. The most significant reductions would occur during the average- size floods, whereas little or no reductions would occur for larger and smaller floods. Modifying the simulation of impoundment operations to reduce larger floods produced only minor reductions in flood peaks for the larger floods, and slightly increased flood peaks for average-size floods.
\nAlternative operating procedures for Indianford Dam which controls Lake Koshkonong were simulated with estimated power generation and the use of flashboards during the summer, neither of which are currently used. The simulation showed that, for most periods without significant runoff, the stage of Lake Koshkonong would tend toward the stage at which power generation was prohibited. It also showed that use of flashboards to raise the minimum lake stage during the summer would not raise the peak stage of the lake measurably if the flashboards were removed when the stage rose above its normal level. Simulation showed that winter drawdown of Lake Koshkonong would not lower spring flood peaks significantly downstream.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri834186","collaboration":"Prepared in cooperation with the Wisconsin Department of Natural Resources","usgsCitation":"Krug, W., and House, L.B., 1984, Evaluation of alternative reservoir-management practices in the Rock River basin, Wisconsin: U.S. Geological Survey Water-Resources Investigations Report 83-4186, v, 21 p., https://doi.org/10.3133/wri834186.","productDescription":"v, 21 p.","numberOfPages":"26","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":677,"text":"Wisconsin Water Science Center","active":true,"usgs":true}],"links":[{"id":120168,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1983/4186/report-thumb.jpg"},{"id":56980,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1983/4186/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Wisconsin","county":"Columbia County, Dane County, Dodge County, Fond du Lac County, Green County, Green Lake County, Jefferson County, Rock County, Washington County, Waukesha County","otherGeospatial":"Rock River","geographicExtents":"{\"type\":\"FeatureCollection\",\"features\":[{\"type\":\"Feature\",\"geometry\":{\"type\":\"Polygon\",\"coordinates\":[[[-88.8857,43.8954],[-88.7651,43.8953],[-88.6446,43.895],[-88.524,43.8941],[-88.4561,43.8932],[-88.404,43.8923],[-88.4033,43.9388],[-88.315,43.938],[-88.2826,43.9377],[-88.1619,43.9379],[-88.1622,43.8914],[-88.1608,43.8044],[-88.1599,43.7197],[-88.1597,43.6305],[-88.1601,43.6132],[-88.1608,43.5431],[-88.0402,43.5423],[-88.0401,43.4581],[-88.0401,43.3675],[-88.0622,43.3673],[-88.0633,43.2827],[-88.0639,43.194],[-88.0664,43.1076],[-88.0682,43.0202],[-88.0692,42.9725],[-88.0675,42.9334],[-88.0699,42.8447],[-88.1868,42.8451],[-88.3044,42.8444],[-88.3027,42.6134],[-88.3016,42.4979],[-88.4099,42.4977],[-88.5047,42.4981],[-88.6288,42.4985],[-88.6737,42.4977],[-88.7059,42.4972],[-88.7719,42.4957],[-88.7737,42.4958],[-88.9385,42.4984],[-88.9798,42.4989],[-89.0467,42.4997],[-89.154,42.501],[-89.2345,42.5018],[-89.2705,42.5021],[-89.3185,42.5024],[-89.3645,42.5029],[-89.4018,42.503],[-89.4031,42.503],[-89.4537,42.5038],[-89.4883,42.5044],[-89.5693,42.5057],[-89.6811,42.5074],[-89.803,42.5077],[-89.8379,42.5076],[-89.8377,42.5975],[-89.8375,42.6857],[-89.8373,42.7735],[-89.8375,42.8135],[-89.8377,42.8598],[-89.8375,42.9471],[-89.8386,43.0317],[-89.8384,43.1181],[-89.8394,43.205],[-89.8325,43.2123],[-89.825,43.2187],[-89.8175,43.226],[-89.8125,43.2342],[-89.8088,43.2369],[-89.8012,43.2365],[-89.7874,43.2356],[-89.771,43.237],[-89.7579,43.2379],[-89.7529,43.2443],[-89.7485,43.2507],[-89.7391,43.2548],[-89.7259,43.2644],[-89.7171,43.2739],[-89.714,43.2821],[-89.7165,43.2867],[-89.7235,43.2935],[-89.7292,43.3026],[-89.7279,43.3108],[-89.7254,43.3153],[-89.7229,43.3181],[-89.7185,43.3195],[-89.7129,43.3226],[-89.7078,43.3277],[-89.7028,43.3345],[-89.6909,43.3495],[-89.684,43.3573],[-89.6783,43.3586],[-89.6708,43.3582],[-89.6613,43.3577],[-89.6456,43.36],[-89.6311,43.3646],[-89.6166,43.371],[-89.6009,43.3806],[-89.6004,43.4688],[-89.5999,43.5544],[-89.6075,43.5603],[-89.6138,43.5626],[-89.6277,43.5617],[-89.6359,43.5603],[-89.6511,43.5621],[-89.658,43.5634],[-89.6643,43.5657],[-89.6707,43.5666],[-89.6783,43.5671],[-89.6877,43.5634],[-89.6934,43.5616],[-89.6991,43.562],[-89.706,43.5648],[-89.7187,43.5652],[-89.7288,43.5661],[-89.7351,43.5693],[-89.7364,43.5743],[-89.7326,43.5793],[-89.7288,43.5829],[-89.7244,43.587],[-89.7188,43.5929],[-89.7207,43.597],[-89.727,43.5979],[-89.7428,43.597],[-89.751,43.5997],[-89.7567,43.6029],[-89.7662,43.6029],[-89.7738,43.6092],[-89.7763,43.6161],[-89.7808,43.6215],[-89.7802,43.6274],[-89.7789,43.6343],[-89.784,43.6388],[-89.7866,43.6411],[-89.779,43.6411],[-89.7195,43.643],[-89.6,43.6427],[-89.4837,43.6423],[-89.3648,43.6427],[-89.2453,43.643],[-89.2456,43.7304],[-89.2455,43.7572],[-89.243,43.759],[-89.241,43.7636],[-89.2296,43.7649],[-89.2227,43.7604],[-89.2201,43.7604],[-89.2176,43.7626],[-89.1897,43.7617],[-89.1834,43.7621],[-89.1751,43.7639],[-89.1713,43.7635],[-89.1682,43.7625],[-89.168,43.8099],[-89.1749,43.8076],[-89.1851,43.8022],[-89.1902,43.8013],[-89.194,43.8022],[-89.1971,43.8045],[-89.199,43.8077],[-89.1977,43.8109],[-89.1977,43.8127],[-89.1975,43.876],[-89.1651,43.8759],[-89.1658,43.983],[-89.1283,43.9833],[-89.0063,43.9834],[-88.944,43.9836],[-88.8862,43.9833],[-88.8857,43.8954]]]},\"properties\":{\"name\":\"Columbia\",\"state\":\"WI\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5faebb","contributors":{"authors":[{"text":"Krug, W.R.","contributorId":23147,"corporation":false,"usgs":true,"family":"Krug","given":"W.R.","email":"","affiliations":[],"preferred":false,"id":199301,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"House, L. B.","contributorId":49386,"corporation":false,"usgs":true,"family":"House","given":"L.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":199302,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":28129,"text":"wri834197 - 1984 - Preliminary estimate of possible flood elevations in the Columbia River at Trojan Nuclear Power Plant due to failure of debris dam blocking Spirit Lake, Washington","interactions":[],"lastModifiedDate":"2012-02-02T00:08:36","indexId":"wri834197","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"83-4197","title":"Preliminary estimate of possible flood elevations in the Columbia River at Trojan Nuclear Power Plant due to failure of debris dam blocking Spirit Lake, Washington","docAbstract":"Failure of the debris dam, blocking the outflow of Spirit Lake near Mount St. Helens, could result in a mudflow down the Toutle and Cowlitz Rivers into the Columbia River. Flood elevations at the Trojan Nuclear Power Plant on the Columbia River, 5 mi upstream from the Cowlitz River, were simulated with a hydraulic routing model. The simulations are made for four Columbia River discharges in each of two scenarios, one in which Columbia River floods coincide with a mudflow and the other in which Columbia River floods follow a mudflow sediment deposit upstream from the Cowlitz River. In the first scenario, Manning 's roughness coefficients for clear water and for mudflow in the Columbia River are used; in the second scenario only clear water coefficients are used. The grade elevation at the power plant is 45 ft above sea level. The simulated elevations exceed 44 ft if the mudflow coincides with a Columbia River discharge that has a recurrence interval greater than 10 years (610,000 cu ft/sec); the mudflow is assumed to extend downstream from the Cowlitz River to the mouth of the Columbia River, and Manning 's roughness coefficients for a mudflow are used. The simulated elevation is 32 ft if the mudflow coincides with a 100-yr flood (820,000 cu ft/sec) and clear-water Manning 's coefficients are used throughout the entire reach of the Columbia River. The elevations exceed 45 ft if a flow exceeding the 2-yr peak discharge in the Columbia River (410,000 cu ft/sec) follows the deposit of 0.5 billion cu yd of mudflow sediment upstream of the Cowlitz River before there has been any appreciable scour or dredging of the deposit. In this simulation it is assumed that: (1) the top of the sediment deposited in the Columbia River is at an elevation of 30 ft at the mouth of the Cowlitz River, (2) the surface elevation of the sediment deposit decreases in an upstream direction at a rate of 2.5 ft/mi, and (3) clear water Manning 's coefficients apply to the entire modeled reach of the Columbia River. (Author 's abstract)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri834197","usgsCitation":"Kresch, D., and Laenen, A., 1984, Preliminary estimate of possible flood elevations in the Columbia River at Trojan Nuclear Power Plant due to failure of debris dam blocking Spirit Lake, Washington: U.S. Geological Survey Water-Resources Investigations Report 83-4197, iv, 11 p. :map ;28 cm., https://doi.org/10.3133/wri834197.","productDescription":"iv, 11 p. :map ;28 cm.","costCenters":[],"links":[{"id":158616,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1983/4197/report-thumb.jpg"},{"id":56962,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1983/4197/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b05e4b07f02db699d45","contributors":{"authors":[{"text":"Kresch, D. L.","contributorId":52559,"corporation":false,"usgs":true,"family":"Kresch","given":"D. L.","affiliations":[],"preferred":false,"id":199267,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Laenen, Antonius","contributorId":107673,"corporation":false,"usgs":true,"family":"Laenen","given":"Antonius","email":"","affiliations":[],"preferred":false,"id":199268,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":28085,"text":"wri844312 - 1984 - Simulated artificial recharge in the Big Sioux Aquifer in Minnehaha County, South Dakota","interactions":[],"lastModifiedDate":"2012-02-02T00:08:43","indexId":"wri844312","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4312","title":"Simulated artificial recharge in the Big Sioux Aquifer in Minnehaha County, South Dakota","docAbstract":"The Big Sioux aquifer in Minnehaha County is a water-table aquifer hydraulically connected to the Big Sioux River. A digital-computer model previously developed by the U.S. Geological Survey was used to simulate potential effects of artificial recharge on the aquifer. A simulation was made by recharging water at the rate of 870 gallons per minute for four 30-day periods. Total water recharged to the aquifer during the 120 days was 150.3 million gallons. About 24.4 million gallons of water discharged from the aquifer to the river during the 120-day recharge period and about 30 million gallons discharged from the aquifer to the river during three 30-day recovery periods, both as a result of the artificial recharge, therefore, a total of 54.4 million gallons or 36 percent of the 150.3 million gallons that was artificially recharged from the aquifer to the river. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri844312","usgsCitation":"Koch, N., 1984, Simulated artificial recharge in the Big Sioux Aquifer in Minnehaha County, South Dakota: U.S. Geological Survey Water-Resources Investigations Report 84-4312, iii, 8 p. :maps ;28 cm., https://doi.org/10.3133/wri844312.","productDescription":"iii, 8 p. :maps ;28 cm.","costCenters":[],"links":[{"id":159042,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4312/report-thumb.jpg"},{"id":56905,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4312/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49f9e4b07f02db5f388b","contributors":{"authors":[{"text":"Koch, N.C.","contributorId":67529,"corporation":false,"usgs":true,"family":"Koch","given":"N.C.","email":"","affiliations":[],"preferred":false,"id":199193,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":28041,"text":"wri844048 - 1984 - Trend analysis of salt load and evaluation of the frequency of water-quality measurements for the Gunnison, the Colorado, and the Dolores rivers in Colorado and Utah","interactions":[],"lastModifiedDate":"2012-02-02T00:08:25","indexId":"wri844048","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4048","title":"Trend analysis of salt load and evaluation of the frequency of water-quality measurements for the Gunnison, the Colorado, and the Dolores rivers in Colorado and Utah","docAbstract":"Monthly values were computed for water-quality constituents at four streamflow gaging stations in the Upper Colorado River basin for the determination of trends. Seasonal regression and seasonal Kendall trend analysis techniques were applied to two monthly data sets at each station site for four different time periods. A recently developed method for determining optimal water-discharge data-collection frequency was also applied to the monthly water-quality data. Trend analysis results varied with each monthly load computational method, period of record, and trend detection model used. No conclusions could be reached regarding which computational method was best to use in trend analysis. Time-period selection for analysis was found to be important with regard to intended use of the results. Seasonal Kendall procedures were found to be applicable to most data sets. Seasonal regression models were more difficult to apply and were sometimes of questionable validity; however, those results were more informative than seasonal Kendall results. The best model to use depends upon the characteristics of the data and the amount of trend information needed. The measurement-frequency optimization method had potential for application to water-quality data, but refinements are needed. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey :\r\nOpen-File Services Section [distributor],","doi":"10.3133/wri844048","usgsCitation":"Kircher, J.E., Dinicola, R., and Middelburg, R., 1984, Trend analysis of salt load and evaluation of the frequency of water-quality measurements for the Gunnison, the Colorado, and the Dolores rivers in Colorado and Utah: U.S. Geological Survey Water-Resources Investigations Report 84-4048, v, 69 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri844048.","productDescription":"v, 69 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":157949,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4048/report-thumb.jpg"},{"id":56879,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4048/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4affe4b07f02db697cc3","contributors":{"authors":[{"text":"Kircher, J. E.","contributorId":11207,"corporation":false,"usgs":true,"family":"Kircher","given":"J.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":199114,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Dinicola, Richard S. 0000-0003-4222-294X dinicola@usgs.gov","orcid":"https://orcid.org/0000-0003-4222-294X","contributorId":352,"corporation":false,"usgs":true,"family":"Dinicola","given":"Richard S.","email":"dinicola@usgs.gov","affiliations":[{"id":622,"text":"Washington Water Science Center","active":true,"usgs":true}],"preferred":true,"id":199113,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Middelburg, R.F.","contributorId":102489,"corporation":false,"usgs":true,"family":"Middelburg","given":"R.F.","email":"","affiliations":[],"preferred":false,"id":199115,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":27974,"text":"wri844052 - 1984 - Enhanced job control language procedures for the SIMSYS2D two-dimensional water-quality simulation system","interactions":[],"lastModifiedDate":"2012-02-02T00:08:43","indexId":"wri844052","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4052","title":"Enhanced job control language procedures for the SIMSYS2D two-dimensional water-quality simulation system","docAbstract":"The SIMSYS2D two-dimensional water-quality simulation system is a large-scale digital modeling software system used to simulate flow and transport of solutes in freshwater and estuarine environments. Due to the size, processing requirements, and complexity of the system, there is a need to easily move the system and its associated files between computer sites when required. A series of job control language (JCL) procedures was written to allow transferability between IBM and IBM-compatible computers. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri844052","usgsCitation":"Karavitis, G., 1984, Enhanced job control language procedures for the SIMSYS2D two-dimensional water-quality simulation system: U.S. Geological Survey Water-Resources Investigations Report 84-4052, iii, 21 p. :ill. ;28 cm., https://doi.org/10.3133/wri844052.","productDescription":"iii, 21 p. :ill. ;28 cm.","costCenters":[],"links":[{"id":119954,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4052/report-thumb.jpg"},{"id":56793,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4052/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a14e4b07f02db60268e","contributors":{"authors":[{"text":"Karavitis, G.A.","contributorId":102527,"corporation":false,"usgs":true,"family":"Karavitis","given":"G.A.","affiliations":[],"preferred":false,"id":198993,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27933,"text":"wri834235 - 1984 - An assessment of cumulative impacts of coal mining on the hydrology in part of the Powder River structural basin, Wyoming: A progress report","interactions":[],"lastModifiedDate":"2025-04-09T14:12:54.54617","indexId":"wri834235","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"83-4235","title":"An assessment of cumulative impacts of coal mining on the hydrology in part of the Powder River structural basin, Wyoming: A progress report","docAbstract":"The U.S. Geological Survey and the Wyoming Department of Environmental Quality are involved in a cooperative effort to assess the probable cumulative impacts of coal mining on the hydrology of a part of the Powder River Structural Basin in Wyoming. It was assumed that the principal impacts on the ground-water system due to mining will occur in the relatively shallow aquifers which can be grouped into three homogeneous aquifers, namely, the Wyodak coal, the overburden, and the under burden. Emphasis of this report is on the results of analysis of surface-water resources in the Caballo Creek drainage. A surface-water model of the Caballo Creek drainage was developed using the Hydrological Simulation Program-Fortran model to help assess the impacts of mining activities on streamflow. The Caballo Creek drainage was divided into 10 land segments and 6 stream reaches in the modeling process. Three simulation runs show little, if any, change in streamflow between pre- and post-mining conditions and very little change between pre-mining and during-mining conditions. The principal reason for the absence of change is the high infiltration rate used in the model for all three conditions.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri834235","usgsCitation":"Jordan, P.R., Bloyd, R., and Daddow, P., 1984, An assessment of cumulative impacts of coal mining on the hydrology in part of the Powder River structural basin, Wyoming: A progress report: U.S. Geological Survey Water-Resources Investigations Report 83-4235, iv, 29 p., https://doi.org/10.3133/wri834235.","productDescription":"iv, 29 p.","costCenters":[],"links":[{"id":394363,"rank":2,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_35874.htm"},{"id":56748,"rank":3,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1983/4235/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":123888,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1983/4235/report-thumb.jpg"}],"country":"United States","state":"Wyoming","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -105.75,\n 44\n ],\n [\n -105.25,\n 44\n ],\n [\n -105.25,\n 44.217\n ],\n [\n -105.75,\n 44.217\n ],\n [\n -105.75,\n 44\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ad9e4b07f02db684e08","contributors":{"authors":[{"text":"Jordan, P. R.","contributorId":7282,"corporation":false,"usgs":true,"family":"Jordan","given":"P.","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":198927,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Bloyd, R. M.","contributorId":34549,"corporation":false,"usgs":true,"family":"Bloyd","given":"R. M.","affiliations":[],"preferred":false,"id":198929,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Daddow, P. B.","contributorId":26700,"corporation":false,"usgs":true,"family":"Daddow","given":"P. B.","affiliations":[],"preferred":false,"id":198928,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":27340,"text":"wri834078 - 1984 - Storage analyses for ephemeral streams in semiarid regions","interactions":[],"lastModifiedDate":"2012-02-02T00:08:44","indexId":"wri834078","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"83-4078","title":"Storage analyses for ephemeral streams in semiarid regions","docAbstract":"A model has been developed for determining the probability of a reservoir being unable to provide a specified downstream water supply. By applying the model with a number of assumed storage capacities, the long-term water supply potential of a stream below a reservoir can be evaluated. Previous methods for determining available water supply from streamflow records using a reservoir storage analysis have met with limited success in semiarid regions. The shortcomings are due to the failure of the methods to account for zero-flow periods and the high day-to-day variability of discharge of many streams. The reservoir storage model presented in this report is designed to account for these streamflow characteristics. Reservoir inflow, outflow, and evaporation are modeled as varying daily, and values of storage probability are adjusted for zero-flow periods. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri834078","usgsCitation":"Glover, K.C., 1984, Storage analyses for ephemeral streams in semiarid regions: U.S. Geological Survey Water-Resources Investigations Report 83-4078, v, 55 p. :ill. ;28 cm., https://doi.org/10.3133/wri834078.","productDescription":"v, 55 p. :ill. ;28 cm.","costCenters":[],"links":[{"id":158905,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1983/4078/report-thumb.jpg"},{"id":56205,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1983/4078/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b32e4b07f02db6b42fe","contributors":{"authors":[{"text":"Glover, K. C.","contributorId":14828,"corporation":false,"usgs":true,"family":"Glover","given":"K.","email":"","middleInitial":"C.","affiliations":[],"preferred":false,"id":197945,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27865,"text":"wri844041 - 1984 - Low-flow transport models for conservative and sorbed solutes — Uvas Creek, near Morgan Hill, California","interactions":[],"lastModifiedDate":"2022-01-20T21:02:14.126583","indexId":"wri844041","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4041","title":"Low-flow transport models for conservative and sorbed solutes — Uvas Creek, near Morgan Hill, California","docAbstract":"Models describing low-flow transport of conservative (nonreactive) and reactive solutes, which adsorb on the streambed, are developed and tested. Temporary storage within the bed plays an important role in solute movement. Three different models of bed-storage processes are developed for conservative solutes. One model assumes the bed is a well-mixed, nondiffusing, nonreacting zone. Solute flux into the bed is then proportional to the difference between stream and bed-solute concentrations. A second model assumes that solute is transported within the bed by a vertical diffusion process. The bed-solute concentration, which matches the stream concentration at the interface, varies with depth in the bed according to Fick 's law. A third model assumes convection in the downstream direction occurs in certain parts of the bed, while the mechanism of the first model functions elsewhere. Storage of absorbing species is assumed to occur by equilibrium adsorption within streambed particles. Uptake rate is described by an intraparticle diffusion process. Model equations were solved using finite element numerical methods. Models were calibrated using data from a 24-hour injection of conservative chloride and adsorptive Sr ions at Uvas Creek near Morgan Hill, California. All models predict well except for some overestimation by the adsorption model during dieaway.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844041","usgsCitation":"Jackman, A.P., Walters, R.A., and Kennedy, V.C., 1984, Low-flow transport models for conservative and sorbed solutes — Uvas Creek, near Morgan Hill, California: U.S. Geological Survey Water-Resources Investigations Report 84-4041, 82 p., https://doi.org/10.3133/wri844041.","productDescription":"82 p.","costCenters":[],"links":[{"id":394617,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_35942.htm"},{"id":123415,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4041/report-thumb.jpg"},{"id":56689,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4041/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"California","otherGeospatial":"Uvas Creek","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -121.75,\n 37.05\n ],\n [\n -121.667,\n 37.05\n ],\n [\n -121.667,\n 37.167\n ],\n [\n -121.75,\n 37.167\n ],\n [\n -121.75,\n 37.05\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a7fe4b07f02db6487d9","contributors":{"authors":[{"text":"Jackman, A. P.","contributorId":46957,"corporation":false,"usgs":true,"family":"Jackman","given":"A.","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":198809,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Walters, R. A.","contributorId":34174,"corporation":false,"usgs":true,"family":"Walters","given":"R.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":198807,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Kennedy, V. C.","contributorId":46080,"corporation":false,"usgs":true,"family":"Kennedy","given":"V.","email":"","middleInitial":"C.","affiliations":[],"preferred":false,"id":198808,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":26891,"text":"wri844082 - 1984 - Projected effects of ground-water withdrawals in the Arkansas River Valley, 1980-99, Hamilton and Kearny Counties, southwestern Kansas","interactions":[],"lastModifiedDate":"2022-10-13T19:11:46.467113","indexId":"wri844082","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4082","title":"Projected effects of ground-water withdrawals in the Arkansas River Valley, 1980-99, Hamilton and Kearny Counties, southwestern Kansas","docAbstract":"A study was made, in cooperation with the Kansas State Board of Agriculture, to determine the effects that additional ground-water development would have on streamflow and water levels on an area along the Arkansas River in Hamilton and Kearny Counties, southwestern Kansas. A computer model was used to simulate the changes in streamflow and water levels from 1980 through 1999. Six pumpage options were tested using variations in pumpage rate and number of wells pumping in the model area. If the full amount appropriated by water rights were pumped rather than actual 1979 conditions of pumpage, annual pumpage would be reduced 24 percent, but net annual river loss would be reduced only 1 percent. A pumpage increase of approximately 19 percent over 1979 pumpage conditions would cause an increase of net annual river loss from 5 to 9 percent. Increased pumpage, in the form of additional wells in the model area, would cause additional ground water to be removed from storage in the aquifer and an increase in net annual river loss.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844082","usgsCitation":"Dunlap, L.E., Lindgren, R.J., and Carr, J.E., 1984, Projected effects of ground-water withdrawals in the Arkansas River Valley, 1980-99, Hamilton and Kearny Counties, southwestern Kansas: U.S. Geological Survey Water-Resources Investigations Report 84-4082, vi, 168 p., https://doi.org/10.3133/wri844082.","productDescription":"vi, 168 p.","costCenters":[],"links":[{"id":408273,"rank":2,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_35975.htm","linkFileType":{"id":5,"text":"html"}},{"id":55778,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4082/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":157450,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4082/report-thumb.jpg"}],"country":"United States","state":"Kansas","county":"Hamilton County, Kearny County","otherGeospatial":"Arkansas River Valley","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -102.079,\n 37.8030\n ],\n [\n -101.373,\n 37.8030\n ],\n [\n -101.373,\n 38.056\n ],\n [\n -102.079,\n 38.056\n ],\n [\n -102.079,\n 37.8030\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9ae4b07f02db65d9c1","contributors":{"authors":[{"text":"Dunlap, L. E.","contributorId":45685,"corporation":false,"usgs":true,"family":"Dunlap","given":"L.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":197198,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lindgren, Richard J. lindgren@usgs.gov","contributorId":1667,"corporation":false,"usgs":true,"family":"Lindgren","given":"Richard","email":"lindgren@usgs.gov","middleInitial":"J.","affiliations":[],"preferred":true,"id":197197,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Carr, J. E.","contributorId":49373,"corporation":false,"usgs":true,"family":"Carr","given":"J.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":197199,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":27820,"text":"wri844002 - 1984 - Hydrogeology of well-field areas near Tampa, Florida, phase 2 — Development and documentation of a quasi-three-dimensional finite-difference model for simulation of steady-state ground-water flow","interactions":[],"lastModifiedDate":"2022-01-12T21:24:27.720127","indexId":"wri844002","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4002","title":"Hydrogeology of well-field areas near Tampa, Florida, phase 2 — Development and documentation of a quasi-three-dimensional finite-difference model for simulation of steady-state ground-water flow","docAbstract":"This report describes a quasi-three-dimensional finite-difference model for simulation of steady-state ground-water flow in the Floridan aquifer over a 932-square-mile area that contains 10 municipal well fields. The over-lying surficial aquifer contains a water table and is coupled to the Floridan aquifer by leakage term that represents flow through a confining layer separating the two aquifers. Under the steady-state condition, all storage terms are set to zero. Use of the head-controlled flux condition allows simulated head and flow changes to occur in the Floridan aquifer at the model boundaries. Procedures used to calibrate the model, test its sensitivity to input-parameter errors, and validate its accuracy for predictive purposes are described. Also included are attachments that describe setting up and running the model. Example model-interrogation runs show anticipated drawdowns under high, average, and low recharge conditions with 10 well fields pumping simultaneously at the maximum annual permitted rates totaling 186.9 million gallons per day.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844002","usgsCitation":"Hutchinson, C.B., 1984, Hydrogeology of well-field areas near Tampa, Florida, phase 2 — Development and documentation of a quasi-three-dimensional finite-difference model for simulation of steady-state ground-water flow: U.S. Geological Survey Water-Resources Investigations Report 84-4002, vi, 174 p., https://doi.org/10.3133/wri844002.","productDescription":"vi, 174 p.","costCenters":[],"links":[{"id":394282,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_35910.htm"},{"id":56656,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4002/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":119960,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4002/report-thumb.jpg"}],"country":"United States","state":"Florida","city":"Tampa","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -82.75,\n 28\n ],\n [\n -82.25,\n 28\n ],\n [\n -82.25,\n 28.417\n ],\n [\n -82.75,\n 28.417\n ],\n [\n -82.75,\n 28\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a2de4b07f02db6149e5","contributors":{"authors":[{"text":"Hutchinson, C. B.","contributorId":94655,"corporation":false,"usgs":true,"family":"Hutchinson","given":"C.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":198735,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27817,"text":"wri844016 - 1984 - Ground-water models as a management tool in Florida","interactions":[],"lastModifiedDate":"2012-02-02T00:08:43","indexId":"wri844016","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4016","title":"Ground-water models as a management tool in Florida","docAbstract":"Highly sophisticated computer models provide powerful tools for analyzing historic data and for simulating future water levels, water movement, and water chemistry under stressed conditions throughout the ground-water system in Florida. Models that simulate the movement of heat and subsidence of land in response to aquifer pumping also have potential for application to hydrologic problems in the State. Florida, with 20 ground-water modeling studies reported since 1972, has applied computer modeling techniques to a variety of water-resources problems. Models in Florida generally have been used to provide insight to problems of water supply, contamination, and impact on the environment. The model applications range from site-specific studies, such as estimating contamination by wastewater injection at St. Petersburg, to a regional model of the entire State that may be used to assess broad-scale environmental impact of water-resources development. Recently, groundwater models have been used as management tools by the State regulatory authority to permit or deny development of water resources. As modeling precision, knowledge, and confidence increase, the use of ground-water models will shift more and more toward regulation of development and enforcement of environmental laws. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri844016","usgsCitation":"Hutchinson, C.B., 1984, Ground-water models as a management tool in Florida: U.S. Geological Survey Water-Resources Investigations Report 84-4016, iv, 26 p. :ill. ;28 cm., https://doi.org/10.3133/wri844016.","productDescription":"iv, 26 p. :ill. ;28 cm.","costCenters":[],"links":[{"id":126884,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4016/report-thumb.jpg"},{"id":56653,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4016/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9fe4b07f02db660d9a","contributors":{"authors":[{"text":"Hutchinson, C. B.","contributorId":94655,"corporation":false,"usgs":true,"family":"Hutchinson","given":"C.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":198732,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":26150,"text":"wri844280 - 1984 - Impact of the proposed I-326 crossing on the 500-year flood stages of the Congaree River near Columbia, South Carolina","interactions":[],"lastModifiedDate":"2023-01-12T22:54:44.770483","indexId":"wri844280","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4280","title":"Impact of the proposed I-326 crossing on the 500-year flood stages of the Congaree River near Columbia, South Carolina","docAbstract":"A two-dimensional finite-element surface water flow modeling system based on the shallow water equations was used to study the hydraulic impact of the proposed Interstate crossing on the 500-year flood. Infrared aerial photography was used to define regions of homogeneous roughness in the flood plain. Finite-element networks approximating flood plain topography were designed using elements of three roughness types. High water marks established during an 8-year flood that occurred in October 1976 were used to calibrate the model. The 500-year flood (630,000 cu ft/sec) was simulated using the dike on the left bank as the left boundary and the right edge of the flood plain as the right boundary. Simulations were performed without and with the proposed highway embankments in place. Detailed information was obtained about backwater effects upstream from the proposed highway embankments, changes in flow distribution resulting from embankments, and velocities in the vicinity of the bridge openings. The results of the study indicate that the four bridge openings in the right flood plain should be adequate to handle the 500-yr flood flow. Forty percent of the flow passes through the main channel bridge, while the remaining 60% of the flow passes through the three overflow bridges. Average velocities in the bridge openings ranged from 3.4 ft/sec to 6.9 ft/sec with a maximum vertically averaged velocity of 9.3 ft/sec occurring at the right edge of one of the overflow bridges.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844280","usgsCitation":"Bennett, C., 1984, Impact of the proposed I-326 crossing on the 500-year flood stages of the Congaree River near Columbia, South Carolina: U.S. Geological Survey Water-Resources Investigations Report 84-4280, Report: iv, 23 p.; 3 Plates: 32.00 x 34.86 inches or smaller, https://doi.org/10.3133/wri844280.","productDescription":"Report: iv, 23 p.; 3 Plates: 32.00 x 34.86 inches or smaller","costCenters":[{"id":13634,"text":"South Atlantic Water Science Center","active":true,"usgs":true}],"links":[{"id":411819,"rank":6,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_36123.htm","linkFileType":{"id":5,"text":"html"}},{"id":54945,"rank":4,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4280/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":54946,"rank":5,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4280/plate-3.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":54947,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4280/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":54944,"rank":3,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4280/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":124078,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4280/report-thumb.jpg"}],"country":"United States","state":"South Carolina","city":"Columbia","otherGeospatial":"Congaree River","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -81.059,\n 33.974\n ],\n [\n -81.059,\n 33.891\n ],\n [\n -80.966,\n 33.891\n ],\n [\n -80.966,\n 33.974\n ],\n [\n -81.059,\n 33.974\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49fae4b07f02db5f4161","contributors":{"authors":[{"text":"Bennett, C.S.","contributorId":13273,"corporation":false,"usgs":true,"family":"Bennett","given":"C.S.","email":"","affiliations":[],"preferred":false,"id":195904,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27773,"text":"wri844051 - 1984 - Effects of urbanization on three ponds in Middleton, Wisconsin","interactions":[],"lastModifiedDate":"2015-10-19T15:36:40","indexId":"wri844051","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4051","title":"Effects of urbanization on three ponds in Middleton, Wisconsin","docAbstract":"A digital hydrologic model was used to simulate the effects of future residential development on pond inflow volumes and resulting water levels of three ponds in Middleton, Wisconsin. The model computed the daily water budget and the resulting water level for each pond. The results of the model calibration are presented in the report, along with the existing watershed hydrologic conditions and runoff volumes for the 1982 study period. Data was collected during 1982 to claibrate the model; the data included pond stage, ground-water levels, precipitation and other meteorological characteristics. In addition, water-quality samples were collected at each pond to characterize the water quality. Simulation of pond levels with the 1982 rainfall and fully developed watersheds did not result in stages greater than those observed in 1982. Simulation of pond levels with rainfall having a 20-year recurrence interval (1978) and hypothetical, fully developed watersheds resulted in maximum pond stages above those observed in 1982. Peak stage of Tiedeman 's Pond would increase by 2.77 feet, Stricker 's Pond by 3.91 feet, and Esser 's Pond by 1.44 feet. Simulation of pond levels with an estimated 100-year rainfall and hyopthetical, fully developed watersheds would result in peak stage increases of 5.30, 5.32, and 1.97 feet above the peak 1982 observed stages for Tiedeman's, Stricker's, and Esser 's Ponds, respectively. (USGS)
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844051","usgsCitation":"House, L.B., 1984, Effects of urbanization on three ponds in Middleton, Wisconsin: U.S. Geological Survey Water-Resources Investigations Report 84-4051, Report: iv, 17 p.; 1 Plate: 34.50 x 18.25 inches, https://doi.org/10.3133/wri844051.","productDescription":"Report: iv, 17 p.; 1 Plate: 34.50 x 18.25 inches","numberOfPages":"21","onlineOnly":"N","additionalOnlineFiles":"Y","costCenters":[],"links":[{"id":56616,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4051/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":123639,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4051/report-thumb.jpg"},{"id":56615,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4051/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Wisconsin","county":"Dane","city":"Middleton","otherGeospatial":"Esser's Pond, Stricker's Pond, Tiedeman's Pond","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -89.52638626098633,\n 43.07948352439867\n ],\n [\n -89.52638626098633,\n 43.098914753540164\n ],\n [\n -89.49402809143066,\n 43.098914753540164\n ],\n [\n -89.49402809143066,\n 43.07948352439867\n ],\n [\n -89.52638626098633,\n 43.07948352439867\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a14e4b07f02db6024e2","contributors":{"authors":[{"text":"House, Leo B.","contributorId":70766,"corporation":false,"usgs":true,"family":"House","given":"Leo","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":198668,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":29388,"text":"wri844182 - 1984 - Synthesized flood frequency for small urban streams in Tennessee","interactions":[],"lastModifiedDate":"2012-02-02T00:08:55","indexId":"wri844182","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4182","title":"Synthesized flood frequency for small urban streams in Tennessee","docAbstract":"Bridge, culvert, and highway design often require knowledge of the magnitude and frequency of flood discharge from small streams where the drainage basin is urbanized. The results of a 6-year study by the U.S. Geological Survey provide methods for estimating flood magnitudes for selected frequencies on small streams draining urban areas in Tennessee. A total of 22 rainfall-runoff sites located in basins with drainage areas of 0.21 to 24.3 square miles in size and in municipalities with populations between 5,000 and 100,000 were used to derive regionalized flood-frequency equations. Impervious area, measured from recent aerial photographs, ranged between 4.7 percent and 74.0 percent of the basin. The equations were derived by multiple regression analyses of snythetic flood-frequency estimates, derived from a rainfall-runoff modeling procedure, versus physical basin characteristics and a precipitation factor. These equations can be used to estimate the magnitude of future floods with recurrence intervals of 2 to 100 years on ungaged urbanized streams in Tennessee. One equation for each recurrence interval applies statewide. Flood-frequency estimates for stations used in the analyses and example computations demonstrating applications of the regression equations to urban streams in Tennessee are given in the report. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri844182","usgsCitation":"Robbins, C.H., 1984, Synthesized flood frequency for small urban streams in Tennessee: U.S. Geological Survey Water-Resources Investigations Report 84-4182, iii, 24 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri844182.","productDescription":"iii, 24 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":159771,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4182/report-thumb.jpg"},{"id":58242,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4182/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4adfe4b07f02db687cc0","contributors":{"authors":[{"text":"Robbins, C. H.","contributorId":54210,"corporation":false,"usgs":true,"family":"Robbins","given":"C.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":201450,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27741,"text":"wri844207 - 1984 - Statistical models for estimating flow characteristics of Michigan streams","interactions":[],"lastModifiedDate":"2016-10-13T12:01:24","indexId":"wri844207","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4207","title":"Statistical models for estimating flow characteristics of Michigan streams","docAbstract":"Multiple-regression equations were developed to estimate flow characteristics at ungaged sites. Several readily measureable basin characteristics and an areal adjustment factor are required in the equations. Equations have been prepared to estimate mean and mean monthly flow, flow duration, low flow, peak flow, and flood volume.
The precision of the flow estimate varies with the flow characteristic being estimated, and the basin characteristics at the site of interest. Mean and mean monthly flow characteristics have the lowest standard error while the peak flow and low flow characteristics have the highest standard errors. Sites that have basin characteristics similar to the basin characteristics used to develop the regression equations can be estimated more precisely. Confidence limits can be computed about the estimate using information included in this report.
Five regions were designated in Michigan to account for the areal variation in the standard error of regression equations. Increased gaging activity in regions having higher standard errors may provide the greatest potential for increasing the precision of regional transfer of flow information provided .by regression equations. Accordingly, additional continuous-record stations may be most useful in region 3 for reducing the standard error of mean and mean monthly flow equations. Additional partial-record stations may be most beneficial in region 4 for reducing the standard error of low flow and peak-flow regression equations.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Lansing, MI","doi":"10.3133/wri844207","collaboration":"Prepared jointly with Michigan Department of Natural Resources, Water Management Division","usgsCitation":"Holtschlag, D., and Croskey, H., 1984, Statistical models for estimating flow characteristics of Michigan streams: U.S. Geological Survey Water-Resources Investigations Report 84-4207, iv, 80 p., https://doi.org/10.3133/wri844207.","productDescription":"iv, 80 p.","costCenters":[{"id":382,"text":"Michigan Water Science Center","active":true,"usgs":true}],"links":[{"id":157641,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1984/4207/report-thumb.jpg"},{"id":56587,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1984/4207/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United 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J. 0000-0001-5185-4928","orcid":"https://orcid.org/0000-0001-5185-4928","contributorId":102493,"corporation":false,"usgs":true,"family":"Holtschlag","given":"D. J.","affiliations":[],"preferred":false,"id":198622,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Croskey, H.M.","contributorId":57501,"corporation":false,"usgs":true,"family":"Croskey","given":"H.M.","email":"","affiliations":[],"preferred":false,"id":198621,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":29690,"text":"wri834271 - 1984 - Shallow ground-water flow and drainage characteristics of the Brown ditch basin near the East Unit, Indiana Dunes National Lakeshore, Indiana, 1982","interactions":[],"lastModifiedDate":"2012-02-02T00:08:57","indexId":"wri834271","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"83-4271","title":"Shallow ground-water flow and drainage characteristics of the Brown ditch basin near the East Unit, Indiana Dunes National Lakeshore, Indiana, 1982","docAbstract":"Brown ditch drains wetlands between three parallel ridges of sand dunes near the East Unit of Indiana Dunes National Lakeshore in Poter County, Indiana. Dune and lacustrine sands form a surficial aquifer that is the source of base flow to the ditch. Profiles established in July and August 1982 show that the average streambed slope of the ditch in the Lakeshore (0.19 percent) is six times that of the upstream east reach in the adjacent town, The Pines (0.03 percent). Although the ditch contains debris and vegetation, the reach in the Lakeshore seems to convey all the base flow it receives. In contrast, the upstream east arm contains several ponded sections where flow is sluggish. Digital model simulations show that dredging to form a uniformly graded streambed and eliminate ponding in the upstream east arm of the ditch south of The Pines could lower the water table 0.2 to 2.0 feet in The Pines. Lowering the ditch stage in the Lakeshore by 0.5 to 1.0 foot would cause additional water-table decline of less than 0.5 foot in The Pines. Lowering the ditch stage both in the Lakeshore and in The Pines could lower the water-table in the Lakeshore by nearly 1.0 foot. (USGS)","language":"ENGLISH","publisher":"U.S. Geological Survey,","doi":"10.3133/wri834271","usgsCitation":"Shedlock, R.J., and Harkness, W.E., 1984, Shallow ground-water flow and drainage characteristics of the Brown ditch basin near the East Unit, Indiana Dunes National Lakeshore, Indiana, 1982: U.S. Geological Survey Water-Resources Investigations Report 83-4271, iv, 37 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri834271.","productDescription":"iv, 37 p. :ill., maps ;28 cm.","costCenters":[],"links":[{"id":159674,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1983/4271/report-thumb.jpg"},{"id":58514,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1983/4271/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49d6e4b07f02db5de58c","contributors":{"authors":[{"text":"Shedlock, R. J.","contributorId":91510,"corporation":false,"usgs":true,"family":"Shedlock","given":"R.","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":201957,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Harkness, W. E.","contributorId":19176,"corporation":false,"usgs":true,"family":"Harkness","given":"W.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":201956,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":44475,"text":"wri844269 - 1984 - Water-table contours, directions of ground-water movement, and measurements of inflow to American Falls Reservoir, southeastern Idaho, April 1984","interactions":[],"lastModifiedDate":"2022-09-20T19:00:52.652533","indexId":"wri844269","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4269","title":"Water-table contours, directions of ground-water movement, and measurements of inflow to American Falls Reservoir, southeastern Idaho, April 1984","docAbstract":"In 1978 the U.S. Geological Survey began a 5-year study of the High Plains regional aquifer system to provide hydrologic information for evaluating the effects of long-term development of the aquifer and to develop a capability for predicting aquifer response to alternative changes in ground-water management. By use of a digital model, this report presents a quantitative description of the High Plains aquifer in Oklahoma.\r\nThe High Plains aquifer consists predominantly of the Tertiary Ogallala Formation and overlying Quaternary alluvium and terrace deposits which are hydraulically connected to the High Plains aquifer. Much of the aquifer is underlain by formations of Permian through Cretaceous age, which generally have very small hydraulic conductivities. In some areas parts of underlying Triassic, Jurassic, or Cretaceous rocks are hydraulically connected with the aquifer. The High Plains aquifer is a water-table aquifer in which water moves generally to the east-southeast. Before the beginning of extensive irrigation of the 1960's, the aquifer was essentially in dynamic equilibrium with recharge from precipitation balanced by natural discharge from the aquifer. Ground-water discharge appeared in streams leaving the area or was returned to the atmosphere through evapotranspiration.\r\n\r\nAccurate records of irrigation pumpage are not available from the High Plains. In order to estimate irrigation pumpage, published records of crop distribution were used and a consumptive use was assigned to each principal irrigated crop. This method gave an estimated irrigation demand. Pumpage was taken as a percentage of the total irrigation demand. Irrigation has decreased ground-water discharge from the High Plains aquifer. Ground-water discharge was estimated as approximately 118 cubic feet per second in 1980.\r\n\r\nA finite-difference digital model was used to simulate flow in the High Plains aquifer. The recharge was adjusted so that 1980 ground-water discharge was 118 cubic feet per second, the estimated ground-water discharge for 1980. Recharge in the eastern half of the modeled area was 0.45 inch per year; one-half this value was used in the western half of the modeled area. Hydraulic conductivity was divided into three zones: 19.3 feet per day in the eastern zone; 16.2 feet per day in the central zone; and 8.28 feet per day in the western zone. A specific yield of 14.7 percent was used in the model. Using all these parameters, the model was calibrated so that the mean difference between predevelopment modeled and measured head was -0.044 foot.\r\n\r\nFollowing the calibration procedure, the model was used to predict the volumes of water in storage and distribution of saturated thickness in 1993 and 2020 using the 1980 pumping rates. The calculated quantity of water in storage in the aquifer in 1941 (predevelopment) was approximately 135.2 million acre-feet; in 1980, approximately 121.9 million acre-feet; in 1993 approximately 112.7 million acre-feet; and in 2020, approximately 96.2 million acre-feet.\r\n\r\nThe High Plains aquifer in Oklahoma will continue to be an important source of water past the year 2000. As withdrawals continue from the aquifer at the present rate, the water table will continue to decline and when the water table drops below the streambed in any part of the area, ground-water discharge to streams will cease in that area. Based on the calculated volumes of water in storage, the volume of water remaining in storage as compared to the predevelopment volume is as follows: 90 percent in 1980, 83 percent in 1993, and 71 percent in 2020.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri844269","usgsCitation":"Young, H., 1984, Water-table contours, directions of ground-water movement, and measurements of inflow to American Falls Reservoir, southeastern Idaho, April 1984: U.S. Geological Survey Water-Resources Investigations Report 84-4269, 1 Plate: 37.47 × 28.31 inches, https://doi.org/10.3133/wri844269.","productDescription":"1 Plate: 37.47 × 28.31 inches","costCenters":[],"links":[{"id":134876,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":81830,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wri/1984/4269/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":407077,"rank":3,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_36113.htm","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"Idaho","otherGeospatial":"American Falls Reservoir","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -112.9559326171875,\n 42.736926481692684\n ],\n [\n -112.39837646484375,\n 42.736926481692684\n ],\n [\n -112.39837646484375,\n 43.1450861841603\n ],\n [\n -112.9559326171875,\n 43.1450861841603\n ],\n [\n -112.9559326171875,\n 42.736926481692684\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49e2e4b07f02db5e4d1f","contributors":{"authors":[{"text":"Young, H.W.","contributorId":68278,"corporation":false,"usgs":true,"family":"Young","given":"H.W.","email":"","affiliations":[],"preferred":false,"id":229839,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27333,"text":"wri844134 - 1984 - Techniques for estimating magnitude and frequency of floods on streams in Indiana","interactions":[],"lastModifiedDate":"2016-05-24T10:06:51","indexId":"wri844134","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"84-4134","title":"Techniques for estimating magnitude and frequency of floods on streams in Indiana","docAbstract":"Equations are presented for estimating the magnitude and frequency of floods at ungaged sites on unregulated and nonurban streams in Indiana. The equations were developed by multiple-regression, analysis of basin characteristics and peak-flow statistical data from 242 gaged locations in Indiana, Ohio, and Illinois. The State of Indiana was divided into seven areas on the basis of the regression analysis. A set of equations for estimating peak discharges with recurrence intervals of 2, IO, 25, 50, and 100 years was developed for each area. Significant basin characteristics in the equations are drainage area, channel length, channel slope, mean annual precipitation, storage, precipitation intensity, and a runoff coefficient. Standard errors of estimate for the equations range from 24 to 45 percent.
\nMethods are also presented for estimating flood magnitude and frequency at sites on gaged streams. Flood-frequency data based on observed peaks are given for 270 gaged locations. Twenty of these are on regulated streams, and six are on urban streams. Basin characteristics are also included car 245 of the gaged locations on unregulated and nonurban streams. No techniques are given for estimating flood magnitude and frequency at ungaged sites on regulated or urban streams.
\nA rainfall-runoff model was tlsed to synthesize long-term peak data at 11 gaged locations on small streams. Flood-frequency curves developed from the long-term synthetic data were combined with curves based on short-term observed data to provide weighted estimates of flood magnitude and frequency at the rainfall-runoff stations.
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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4adbe4b07f02db685c7e","contributors":{"authors":[{"text":"Glatfelter, D.R.","contributorId":11623,"corporation":false,"usgs":true,"family":"Glatfelter","given":"D.R.","affiliations":[],"preferred":false,"id":197935,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":27332,"text":"wri834201 - 1984 - Floods of March 1982, Indiana, Michigan, and Ohio","interactions":[],"lastModifiedDate":"2016-05-24T09:53:24","indexId":"wri834201","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1984","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":"83-4201","title":"Floods of March 1982, Indiana, Michigan, and Ohio","docAbstract":"Rapid melting of a snowpack containing 2 to 6 inches of water equivalent coinciding with moderate rainfall caused flooding in March 1982 across northern Indiana, southern Michigan, and northwestern Ohio. Millions of dollars in property damage and the loss of four lives resulted from the flooding. Peak discharges at several gaging stations in each of the following river basins have recurrence intervals of 50 to greater than 100 years: Wabash, St. Joseph, River Raisin, Maumee, and Kankakee. Flooding in the Wabash River basin was confined to major tributaries draining from the north. The St. Joseph River experienced flooding having a recurrence interval of about 50 years. Peak discharges having recurrence intervals of 50 to greater than 100 years were recorded on the River Raisin. Flooding on most large streams in the Maumee River basin was the worst since 1913. The Kankakee River and its major tributary, Yellow River, recorded peak discharges having recurrence intervals greater than 100 years. Hydrologic data have been tabulated for 83 gaging stations and partial-record sites. Maps are presented to emphasize the severity and untimely sequence of meteorological conditions that provided the potential and triggered the floods. Hydrographs are shown for 32 gaging stations.
","language":"English","publisher":"U.S. Geological Survey,","publisherLocation":"Indianapolis, IN","doi":"10.3133/wri834201","usgsCitation":"Glatfelter, D., Butch, G., and Stewart, J.A., 1984, Floods of March 1982, Indiana, Michigan, and Ohio: U.S. Geological Survey Water-Resources Investigations Report 83-4201, vi, 40 p. :ill., maps ;28 cm., https://doi.org/10.3133/wri834201.","productDescription":"vi, 40 p. :ill., maps ;28 cm.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":346,"text":"Indiana Water Science Center","active":true,"usgs":true}],"links":[{"id":56197,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1983/4201/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":124211,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1983/4201/report-thumb.jpg"}],"country":"United States","state":"Indiana, Michigan, 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