This report provides long-term data on streamflow at selected short-term gaging stations in Utah. The records of streamflow at the short-term or secondary gaging stations are extended on the basis of a graphical correlation with concurrent records at long-term or primary gaging stations. The data presented consist of records of runoff at the short-term stations summarized on a monthly and yearly basis; these data include the actual short-term records and the correlative estimates of runoff. Methods and information are included to enable the reader to make further extensions of runoff records.
The standard error of estimate for correlations used is 30 percent or less, and the coefficient of correlation is at least 0.8. Streamflow information is thereby obtained that is believed to be more representative of the long-term runoff than is an actual short-term record.
This study shows that the optimum period of concurrent record needed in Utah for a reliable correlation is about 15-20 years. Extensions of record for low-flow and flood-frequency studies usually cannot be obtained from correlations. Much of this information could be collected economically by converting short-term stream-gaging stations to partial-record stations after a satisfactory correlation with a long-term station has been obtained.
","language":"English","publisher":"Utah Department of Natural Resources, Division of Water Rights","publisherLocation":"Salt Lake City, UT","usgsCitation":"Reid, J., Carroon, L., and Pyper, G., 1968, Extension of streamflow records in Utah: Technical Publication 20, 110 p.","productDescription":"110 p.","numberOfPages":"114","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":331738,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":331736,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.waterrights.utah.gov/cgi-bin/libview.exe?Modinfo=Viewpub&LIBNUM=20-4-440"},{"id":331737,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://waterrights.utah.gov/docSys/v920/w920/w920008i.pdf"}],"country":"United States","state":"Utah","geographicExtents":"{\"type\":\"FeatureCollection\",\"features\":[{\"type\":\"Feature\",\"geometry\":{\"type\":\"Polygon\",\"coordinates\":[[[-111.046551,41.251716],[-111.046723,40.997959],[-110.750727,40.996847],[-110.715026,40.996347],[-110.539819,40.996346],[-110.500718,40.994746],[-110.375714,40.994947],[-110.250709,40.996089],[-110.237848,40.995427],[-110.125709,40.99655],[-110.121639,40.997101],[-110.048476,40.997555],[-110.006495,40.997815],[-110.000708,40.997352],[-109.999838,40.99733],[-109.97553,40.997912],[-109.855299,40.997614],[-109.854302,40.997661],[-109.715409,40.998191],[-109.713877,40.998266],[-109.676421,40.998395],[-109.534926,40.998143],[-109.500694,40.999127],[-109.250735,41.001009],[-109.231985,41.002059],[-109.173682,41.000859],[-109.050076,41.000659],[-109.048455,40.826081],[-109.049088,40.714562],[-109.048373,40.662602],[-109.048249,40.653601],[-109.048044,40.619231],[-109.050074,40.540358],[-109.049955,40.539901],[-109.050698,40.499963],[-109.050314,40.495092],[-109.050946,40.444368],[-109.050969,40.222662],[-109.050973,40.180849],[-109.050944,40.180712],[-109.050813,40.059579],[-109.050873,40.058915],[-109.050615,39.87497],[-109.05104,39.660472],[-109.051363,39.497674],[-109.050765,39.366677],[-109.051512,39.126095],[-109.052436,38.999985],[-109.053292,38.942878],[-109.053233,38.942467],[-109.053797,38.905284],[-109.053943,38.904414],[-109.054189,38.874984],[-109.057388,38.795456],[-109.059541,38.719888],[-109.060253,38.599328],[-109.059962,38.499987],[-109.060062,38.275489],[-109.054648,38.244921],[-109.041762,38.16469],[-109.041837,38.153022],[-109.04282,37.999301],[-109.042819,37.997068],[-109.043121,37.97426],[-109.041058,37.907236],[-109.041653,37.88117],[-109.041844,37.872788],[-109.041723,37.842051],[-109.041754,37.835826],[-109.041461,37.800105],[-109.042098,37.74999],[-109.041636,37.74021],[-109.04176,37.713182],[-109.041732,37.711214],[-109.042269,37.666067],[-109.042089,37.623795],[-109.042131,37.617662],[-109.041806,37.604171],[-109.041865,37.530726],[-109.041915,37.530653],[-109.043137,37.499992],[-109.043464,37.484711],[-109.04581,37.374993],[-109.046039,37.249993],[-109.045584,37.249351],[-109.045487,37.210844],[-109.045978,37.201831],[-109.045995,37.177279],[-109.045156,37.112064],[-109.045203,37.111958],[-109.045173,37.109464],[-109.045189,37.096271],[-109.044995,37.086429],[-109.045058,37.074661],[-109.045166,37.072742],[-109.045223,36.999084],[-109.181196,36.999271],[-109.233848,36.999266],[-109.246917,36.999346],[-109.26339,36.999263],[-109.268213,36.999242],[-109.270097,36.999266],[-109.378039,36.999135],[-109.381226,36.999148],[-109.495338,36.999105],[-109.625668,36.998308],[-109.875673,36.998504],[-110.000677,36.997968],[-110.000876,36.998502],[-110.021778,36.998602],[-110.47019,36.997997],[-110.490908,37.003566],[-110.50069,37.00426],[-110.599512,37.003448],[-110.625605,37.003416],[-110.62569,37.003721],[-110.75069,37.003197],[-111.066496,37.002389],[-111.133718,37.000779],[-111.254853,37.001077],[-111.278286,37.000465],[-111.405517,37.001497],[-111.405869,37.001481],[-111.412784,37.001478],[-112.35769,37.001025],[-112.368946,37.001125],[-112.534545,37.000684],[-112.538593,37.000674],[-112.540368,37.000669],[-112.545094,37.000734],[-112.558974,37.000692],[-112.609787,37.000753],[-112.899366,37.000319],[-112.966471,37.000219],[-113.965907,36.999976],[-113.965907,37.000025],[-114.0506,37.000396],[-114.051749,37.088434],[-114.051822,37.090976],[-114.052827,37.103961],[-114.051867,37.134292],[-114.052179,37.14711],[-114.051673,37.172368],[-114.051405,37.233854],[-114.051974,37.283848],[-114.051974,37.284511],[-114.0518,37.293044],[-114.0518,37.293548],[-114.051927,37.370459],[-114.051927,37.370734],[-114.051765,37.418083],[-114.052448,37.43144],[-114.052701,37.492014],[-114.052685,37.502513],[-114.052718,37.517264],[-114.052689,37.517859],[-114.052962,37.592783],[-114.052472,37.604776],[-114.051728,37.745997],[-114.051785,37.746249],[-114.05167,37.746958],[-114.051109,37.756276],[-114.049919,37.765586],[-114.048473,37.809861],[-114.049677,37.823645],[-114.049928,37.852508],[-114.049658,37.881368],[-114.050423,37.999961],[-114.049903,38.148601],[-114.050138,38.24996],[-114.049417,38.2647],[-114.05012,38.404536],[-114.050091,38.404673],[-114.050485,38.499955],[-114.049834,38.543784],[-114.049862,38.547764],[-114.050154,38.57292],[-114.049883,38.677365],[-114.049749,38.72921],[-114.049168,38.749951],[-114.049465,38.874949],[-114.048521,38.876197],[-114.048054,38.878693],[-114.049104,39.005509],[-114.047079,39.499943],[-114.047728,39.542742],[-114.047273,39.759413],[-114.047783,39.79416],[-114.047214,39.821024],[-114.047134,39.906037],[-114.046555,39.996899],[-114.046835,40.030131],[-114.046386,40.097896],[-114.046741,40.104231],[-114.046683,40.116931],[-114.046153,40.231971],[-114.046178,40.398313],[-114.045826,40.424823],[-114.045218,40.430282],[-114.045518,40.494474],[-114.045577,40.495801],[-114.045281,40.506586],[-114.043505,40.726292]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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"584a7f7de4b07e29c706dd3d","contributors":{"authors":[{"text":"Reid, J.K.","contributorId":54577,"corporation":false,"usgs":true,"family":"Reid","given":"J.K.","email":"","affiliations":[],"preferred":false,"id":655285,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Carroon, L.E.","contributorId":29880,"corporation":false,"usgs":true,"family":"Carroon","given":"L.E.","affiliations":[],"preferred":false,"id":655286,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Pyper, G. E.","contributorId":35337,"corporation":false,"usgs":true,"family":"Pyper","given":"G. E.","affiliations":[],"preferred":false,"id":655287,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":70038235,"text":"70038235 - 1968 - Water resources inventory of Connecticut Part 3: lower Thames and southeastern coastal river basins","interactions":[],"lastModifiedDate":"2014-06-17T11:29:43","indexId":"70038235","displayToPublicDate":"2012-04-22T10:47:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":2,"text":"State or Local Government Series"},"seriesTitle":{"id":108,"text":"Connecticut Water Resources Bulletin","active":false,"publicationSubtype":{"id":2}},"seriesNumber":"15","title":"Water resources inventory of Connecticut Part 3: lower Thames and southeastern coastal river basins","docAbstract":"The lower Thames and southeastern coastal river basins have a relatively abundant supply of water of generally good quality which is derived from streams entering the area and precipitation that has fallen on the area. Annual precipitation has ranged from about 32 inches to 65 inches and has averaged about 48 inches over a 30-year period. Approximately 22 inches of water are returned to the atmosphere each year by evaporation and transpiration; the remainder of the annual precipitation either flows overland to streams or percolates downward to the water table and ultimately flows out of the report area through estuaries and coastal streams or as underflow through the deposits beneath. During the autumn and winter months precipitation normally is sufficient to cause a substantial increase in the amount of water stored underground and in surface reservoirs within the report area, whereas in the summer most of the precipitation is lost through evaporation and transpiration, resulting in sharply reduced stream-flow and lowered ground-water levels. The mean monthly storage of water on an average is about 3.8 inches higher in November than it is in June.
\nThe amount of water that flows through and out of the report area represents the total amount of water potentially available for use by man. For the 30-year period 1931 through 1960, the annual runoff from the report area has averaged nearly 26 inches (200 billion gallons), from the entire Thames River basin above Norwich about 24 inches (530 billion gallons), and from the Pawcatuck River basin about 26 inches (130 billion gallons). A total average annual runoff of 860 billion gallons is therefore available. Although runoff indicates the total amount of water potentially available, it is usually not economically feasible for man to use all of it. On the other hand, with increased development, it is possible that some water will be reused several times.
\nThe water available may be tapped as it flows through the area or is temporarily stored in streams, lakes, and aquifers. The amounts that can be developed vary from place to place and time to time, depending on the amount of precipitation, on the size of drainage area, on the thickness, permeability, and areal extent of aquifers, and on the variations in chemical and physical quality of the water.
\nDifferences in streamflow from point to point are due primarily to differences in the proportion of stratified drift in the drainage basin above each point, which affect the timing of streamflow, and to differences in precipitation, which affect the amount of streamflow.
\nGround water can be obtained from wells almost anywhere in the area, but the amount obtainable at any particular point depends upon the type and water-bearing properties of the aquifers. For practical purposes, the earth materials in the report area comprise three aquifers--stratified drift, bedrock, and till.
\nStratified drift is the only aquifer generally capable of yielding more than 100 gpm (gallons per minute) to individual wells. It covers about 20 percent of the area and occurs chiefly in lowlands where it overlies till and bedrock. The coefficient of permeability of the coarse-grained unit of stratified drift averages about 1,500 gbd (gallons per day) per sq ft. Drilled, screened wells tapping this unit are known to yield from 4 to 88o gpm and average 146 gpm. Dug wells in coarse-grained stratified drift supply about 2 gpm per foot of drawdown over a period of a few hours. Fine-grained stratified drift has an average coefficient of permeability of about 300 gpd per sq ft and can usually yield supplies sufficient for household use to dug wells.
\nBedrock and till are widespread in extent but generally provide only small water supplies. Bedrock is tapped chiefly by drilled wells, about 90 percent of which will supply at least 3 gpm. Very few, however, will supply more than 50 gpm. Till is tapped in a few places by dug wells which can yield small supplies of only a few hundred gpd throughout all or most of the year. The coefficient of permeability of till ranges from about 0.2 gpd per sq ft to 120 gpd per sq ft.
\nThe amount of ground water potentially available in the report area depends upon the amount of ground-water outflow, the amount of ground water in storage, and the quantity of water available by induced infiltration from streams and lakes. From data on permeability, saturated thickness, recharge, yield from aquifer storage, well performance, and streamflow, preliminary estimates of ground-water availability can be made for any point in the report area. Long-term yields estimated for 18 areas of stratified drift especially favorable for development of large ground-water supplies ranged from 1.3 to 66 mgd. Detailed site studies to determine optimum yields, drawdowns, and spacing of individual wells are needed before major ground-water development is undertaken in these or other areas.
\nThe chemical quality of water in the report area is generally good to excellent. Samples of naturally occurring surface water collected at 24 sites contained less than 151 ppm (parts per million) of dissolved solids and less than 63 ppm of hardness. Water from wells is more highly mineralized than naturally occurring water from streams. Even so only 12 percent of the wells sampled yielded water with more than 200 ppm of dissolved solids and only 8 percent yielded water with more than 120 ppm of hardness.
\nEven in major streams, which are used to transport industrial waste, hardness rarely exceeds 60 ppm and the dissolved mineral content is generally less than 200 ppm. At a few places in the town of Montville however, waters may contain dissolved mineral concentrations of 2,000 to 4,000 ppm.
\nIron and manganese in both ground water and surface water are the only constituents whose concentrations commonly exceed recommended limits for domestic and industrial use. Most wells in the report area yield clear water with little or no iron or manganese, but distributed among them are wells yielding ground water that contains enough of these dissolved constituents to be troublesome for most uses.
\nIron concentrations in naturally occurring stream water exceed 0.3 ppm under low-flow conditions at 33 percent of the sites sampled. Large concentrations of iron in stream water result from discharge of iron-bearing water from aquifers or from swamps where it is released largely from decaying vegetation.
\nGround water more than 30 feet below the land surface has a relatively constant temperature, usually between 48°F and 52°F. Water temperature in very shallow wells may fluctuate from about 38°F in February or March to about 55°F in late summer. Water temperature in the larger streams fluctuates much more widely, ranging from 32°F at least for brief periods in winter, to about 85°F occasionally during summer.
\nThe quality of suspended sediment transported by streams in the area is negligible. Turbidity in streams is generally not a problem although amounts large enough to be troublesome may occur locally at times.
\nThe total amount of water used in the report area for all purposes during 1964 was about 118,260 million gallons, of which 105,600 million gallons was estuarine water used for cooling by industry. The average per capita water use, excluding estuarine, temporary summer residence, and institutional water was equivalent to 186 gpd. Public water systems supplied the domestic needs of nearly tw0-thirds the population of the report area. All of the 19 systems, which were sampled, provided water of better quality than the U.S. Public Health Service suggests for drinking water standards.
","language":"English","publisher":"Connecticut Water Resources Commission","collaboration":"Prepared by the U.S. Geological Survey in cooperation with the Connecticut Water Resources Commission","usgsCitation":"Thomas, C.E., Cervione, M.A., and Grossman, I., 1968, Water resources inventory of Connecticut Part 3: lower Thames and southeastern coastal river basins: Connecticut Water Resources Bulletin 15, Report: viii, 105 p.; 4 Plates: 23.80 x 23.86 inches and smaller.","productDescription":"Report: viii, 105 p.; 4 Plates: 23.80 x 23.86 inches and smaller","numberOfPages":"122","costCenters":[],"links":[{"id":258795,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ctwrb/0015/report.pdf","size":"22138","linkFileType":{"id":1,"text":"pdf"}},{"id":258796,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/ctwrb/0015/report-thumb.jpg"},{"id":285977,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038235/plate-c.pdf"},{"id":285978,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038235/plate-d.pdf"},{"id":285975,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038235/plate-a.pdf"},{"id":285976,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038235/plate-b.pdf"}],"scale":"48000","country":"United States","state":"Connecticut","otherGeospatial":"Coastal River Basins;Thames","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.316667,41.283333 ], [ -72.316667,41.7 ], [ -71.766667,41.7 ], [ -71.766667,41.283333 ], [ -72.316667,41.283333 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505bcb79e4b08c986b32d687","contributors":{"authors":[{"text":"Thomas, Chester E. Jr.","contributorId":37182,"corporation":false,"usgs":true,"family":"Thomas","given":"Chester","suffix":"Jr.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":463702,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Cervione, Michael A. Jr.","contributorId":23988,"corporation":false,"usgs":true,"family":"Cervione","given":"Michael","suffix":"Jr.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":463701,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Grossman, I.G.","contributorId":52574,"corporation":false,"usgs":true,"family":"Grossman","given":"I.G.","email":"","affiliations":[],"preferred":false,"id":463703,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":23473,"text":"ofr68146 - 1968 - Vertical mass transfer in open channel flow","interactions":[],"lastModifiedDate":"2017-10-23T08:28:33","indexId":"ofr68146","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","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":"68-146","title":"Vertical mass transfer in open channel flow","docAbstract":"The vertical mass transfer coefficient and particle fall velocity were determined in an open channel shear flow. Three dispersants, dye, fine sand and medium sand, were used with each of three flow conditions. The dispersant was injected as a continuous line source across the channel and downstream concentration profiles were measured. From these profiles along with the measured velocity distribution both the vertical mass transfer coefficient and the local particle fall velocity were determined.
The effects of secondary currents on the vertical mixing process were discussed. Data was taken and analyzed in such a way as to largely eliminate the effects of these currents on the measured values.
A procedure was developed by which the local value of the fall velocity of sand sized particles could be determined in an open channel flow. The fall velocity of the particles in the turbulent flow was always greater than their fall velocity in quiescent water.
Reynolds analogy between the transfer of momentum and marked fluid particles was further substantiated. The turbulent Schmidt number was shown to be approximately 1.03 for an open channel flow with a rough boundary. Eulerian turbulence measurements were not sufficient to predict the vertical transfer coefficient.
Vertical mixing of sediment is due to three semi-independent processes. These processes are: secondary currents, diffusion due to tangential velocity fluctuations and diffusion due to the curvature of the fluid particle path lines. The diffusion coefficient due to tangential velocity fluctuations is approximately proportional to the transfer coefficient of marked fluid particles. The proportionality constant is less than or equal to 1.0 and decreases with increasing particle size. The diffusion coefficient due to the curvature of the fluid particle path lines is not related to the diffusion coefficient for marked fluid particles and increases with particle size, at least for sediment particles in the sand size range. The total sediment transfer coefficient is equal to the sum of the coefficient due to tangential velocity fluctuations and the coefficient due to the curvature of the fluid particle path lines.
A numerical solution to the conservation of mass equation is given. The effects of the transfer coefficient, fall velocity and bed conditions on the predicted concentration profiles are illustrated.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr68146","issn":"0094-9140","usgsCitation":"Jobson, H.E., 1968, Vertical mass transfer in open channel flow: U.S. Geological Survey Open-File Report 68-146, xvii, 204 p., https://doi.org/10.3133/ofr68146.","productDescription":"xvii, 204 p.","costCenters":[],"links":[{"id":347074,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1968/0146/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":156854,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1968/0146/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a13e4b07f02db60206d","contributors":{"authors":[{"text":"Jobson, Harvey E.","contributorId":27032,"corporation":false,"usgs":true,"family":"Jobson","given":"Harvey","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":190169,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":2819,"text":"wsp1869D - 1968 - Determination of discharge during pulsating flow","interactions":[],"lastModifiedDate":"2012-02-02T00:05:27","indexId":"wsp1869D","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1869","chapter":"D","title":"Determination of discharge during pulsating flow","docAbstract":"Pulsating flow in an open channel is a manifestation of unstable-flow conditions in which a series of translatory waves of perceptible magnitude develops and moves rapidly downstream. Pulsating flow is a matter of concern in the design and operation of steep-gradient channels. If it should occur at high stages in a channel designed for stable flow, the capacity of the channel may be inadequate at a discharge that is much smaller than that for which the channel was designed. If the overriding translatory wave carries an appreciable part of the total flow, conventional stream-gaging procedures cannot be used to determine the discharge; neither the conventional instrumentation nor conventional methodology is adequate. \r\n\r\nA method of determining the discharge during pulsating flow was tested in the Santa Anita Wash flood control channel in Arcadia, Calif., April 16, 1965. Observations of the dimensions and velocities of translatory waves were made during a period of controlled reservoir releases of about 100, 200, and 300 cfs (cubic feet per second). The method of computing discharge was based on (1) computation of the discharge in the overriding waves and (2) computation of the discharge in the shallow-depth, or overrun, part of the flow. Satisfactory results were obtained by this method. However, the procedure used-separating the flow into two components and then treating the shallow-depth component as though it were steady--has no theoretical basis. It is simply an expedient for use until laboratory investigation can provide a satisfactory analytical solution to the problem of computing discharge during pulsating flow. \r\n\r\nSixteen months prior to the test in Santa Anita Wash, a robot camera had been designed .and programmed to obtain the data needed to compute discharge by the method described above. The photographic equipment had been installed in Haines Creek flood control channel in Los Angeles, Calif., but it had not been completely tested because of the infrequency of flow in that channel. Because the Santa Anita Wash tests afforded excellent data for analysis, further development of the photographic ,technique at Haines Creek was discontinued. \r\n\r\nThree methods for obtaining the data needed to compute discharge during pulsating flow are proposed. In two of the methods--the photographic method and the depth-recorder method--the dimensions and velocities of translatory waves are recorded, and discharge is then computed by the procedure developed in this report. The third method?the constant-rate-dye-dilution method--yields the discharge more directly. The discharge is computed from the dye-injection rate and the ratio of the concentration of dye in the injected solution to the concentration of dye in the water sampled at a site downstream. The three methods should be developed and tested in ,the Santa Anita Wash flood control channel under controlled conditions similar to those in the test of April 1965.","language":"ENGLISH","publisher":"U.S. Govt. Print. Off.,","doi":"10.3133/wsp1869D","usgsCitation":"Thompson, T.H., 1968, Determination of discharge during pulsating flow: U.S. Geological Survey Water Supply Paper 1869, 22 p., https://doi.org/10.3133/wsp1869D.","productDescription":"22 p.","costCenters":[],"links":[{"id":138720,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1869d/report-thumb.jpg"},{"id":29376,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1869d/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aa8e4b07f02db6676aa","contributors":{"authors":[{"text":"Thompson, T. H.","contributorId":23927,"corporation":false,"usgs":true,"family":"Thompson","given":"T.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":145848,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":3593,"text":"cir552 - 1968 - Reconnaissance investigations of the discharge and water quality of the Amazon River","interactions":[],"lastModifiedDate":"2012-02-02T00:05:26","indexId":"cir552","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":307,"text":"Circular","code":"CIR","onlineIssn":"2330-5703","printIssn":"1067-084X","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"552","title":"Reconnaissance investigations of the discharge and water quality of the Amazon River","docAbstract":"Selected published estimates of the discharge of Amazon River in the vicinity of Obidos and the mouth are presented to show the great variance of available information. The most reasonable estimates prepared by those who measured some parameters of the flow were studied by Maurice Parde, who concluded that the mean annual discharge is 90,000 to 100,000 cms (cubic meters per second) or 3,200,000 to 3,500,000 cfs (cubic feet per second). A few published estimates of discharge at mouth of 110,000 cms (3,900,000 cfs) based on rainfall-runoff relationships developed for other humid regions of the world are available. \r\n\r\nThree measurements of discharge made at the Obidos narrows in 1963-64 by a joint Brazil-United States expedition at high, low, and medium river stage are referred to the datum used at the Obidos gage during the period of operation, 1928-46, and a relationship between stage and discharge prepared on the basis of the measurements and supplementary data and computations. Recovery of the original Obidos gage datum is verified by referring the 1963-64 concurrent river stages at Manaus, Obidos, and Taperinha to gage relation curves developed for Manaus-Obidos and Obidos-Taperinha for periods of concurrent operation, 1928-46 and 1931-46, respectively. The average discharge, based on the stage-discharge relation and record of river stage for the period 1928-46, is computed to be 5,500,000 cfs (157,000 cms) for the Obidos site. \r\n\r\nThe greatest known flood at Obidos, that of June 1953, is computed to have been a flow of 12,500,000 cfs (350,000 cms) at stage of 7.6 meters (24.9 feet) in the main channel and an indeterminate amount of overflow which, under the best assumed overflow conditions, may have amounted to about 10 percent of the main channel flow. Overflow discharge at stage equivalent to mean annual discharge is judged to be an insignificant percentage of flow down the main channel. \r\n\r\nMiscellaneous data collected during the flow measurements show that the tidal effect reaches upstream to Obidos at extremely low flows, the distribution of velocities in stream verticals is affected by large-scale turbulence, the standard procedure of basing mean velocity in vertical on the average of point velocities measured at 20 and 80 percent of the total depth is valid, and there is a low Manning roughness coefficient of 0.019 (English units). Samples of suspended sediment taken with a point sampler at various depths in selected verticals show, for the Obidos site, a variation in concentration from 300 to 340 mg/l (milligram per liter) near the streambed to 50 to 70 mg/l in the upper part of the verticals. \r\n\r\nMedian diameter of bed material at Obidos averaged about 0.20 mm (millimeter) in a range of 0.15 to 0.25 ram. Analyses of water samples collected at Obidos in July and November 1963 and August 1964 are presented. The reconnaissance measurements of 1963-64 provide a well-supported value of mean annual water discharge of Amazon River at Obidos and the mouth. Many more measurements of flow and water-quality characteristics are needed to obtain more exact values of discharge, suspended sediment, and salt load.","language":"ENGLISH","publisher":"[U.S. Geological Survey ],","doi":"10.3133/cir552","usgsCitation":"Oltman, R.E., 1968, Reconnaissance investigations of the discharge and water quality of the Amazon River: U.S. Geological Survey Circular 552, iii, 16 p. :illus., maps. ;26 cm., https://doi.org/10.3133/cir552.","productDescription":"iii, 16 p. :illus., maps. ;26 cm.","costCenters":[],"links":[{"id":124488,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/circ/1968/0552/report-thumb.jpg"},{"id":30626,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/circ/1968/0552/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a6ce4b07f02db63e7fd","contributors":{"authors":[{"text":"Oltman, Roy Edwin","contributorId":101635,"corporation":false,"usgs":true,"family":"Oltman","given":"Roy","email":"","middleInitial":"Edwin","affiliations":[],"preferred":false,"id":147224,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":12785,"text":"ofr6822 - 1968 - Feasibility study for an airborne geophysical survey of the Republic of Liberia","interactions":[],"lastModifiedDate":"2025-06-17T18:02:49.338774","indexId":"ofr6822","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","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":"68-22","title":"Feasibility study for an airborne geophysical survey of the Republic of Liberia","docAbstract":"A feasibility study for an airborne geophysical survey of the Republic of Liberia indicates that airborne magnetometer and airborne scintillation detector surveys would be useful 1) in providing support for the current geologic mapping program, 2) as a guide in locating concentrations of economic minerals, and 3) delimiting the extent of known mineral deposits. Preliminary study of earlier airborne magnetometer surveys covering several iron ore localities shows that future geophysical surveys should be flown at a slightly closer flight-line spacing, and that the iron ore localities are characterized by anomalies interpreted as being produced by rocks having a strong anomalous remanent magnetization. In areas of the United States and Canada underlain by crystalline rock types similar to those found in Liberia, airborne geophysical surveys have been successful in locating additional buried economic mineral deposits, in extending known economic mineral deposits, and in contributing useful information to geologic mapping programs, especially in areas overlain by thick glacial deposits or by weathered rock.
Some problems regarding the availability of accurate base maps for Liberia, combined with the inherent complex relationships that exist between a rock's geological properties and its magnetization, are briefly reviewed. The importance of obtaining a meaningful geologic interpretation of the geophysical data and coordinating the geophysical survey with the geological mapping program is stressed. Specifications and tolerances for the proposed airborne magnetometer and scintillometer survey of the Republic of Liberia are outlined.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr6822","usgsCitation":"Bromery, R.W., 1968, Feasibility study for an airborne geophysical survey of the Republic of Liberia: U.S. Geological Survey Open-File Report 68-22, i, 23 p., https://doi.org/10.3133/ofr6822.","productDescription":"i, 23 p.","costCenters":[],"links":[{"id":490876,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1968/0022/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":144796,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1968/0022/report-thumb.jpg"}],"country":"Liberia","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -11.5081787109375,\n 6.920973741554155\n ],\n [\n -11.40380859375,\n 6.800989567885457\n ],\n [\n -11.40380859375,\n 6.730075707109153\n ],\n [\n 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,{"id":2053,"text":"wsp1862 - 1968 - Geology and ground-water resources of the Deer Lodge Valley, Montana","interactions":[],"lastModifiedDate":"2012-02-02T00:05:22","indexId":"wsp1862","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1862","title":"Geology and ground-water resources of the Deer Lodge Valley, Montana","docAbstract":"The Deer Lodge Valley is a basin trending north-south within Powell, Deer Lodge, and Silver Bow Counties in west-central Montana, near the center of the Northern Rocky Mountains physiographic province. It trends northward between a group of relatively low, rounded mountains to the east and the higher, more rugged Flint Creek Range to the west. The Clark Fork and its tributaries drain the valley in a northerly direction. The climate is semiarid and is characterized by long cold winters and short cool summers. Agriculture and ore refining are the principal industries. Both are dependent on large amounts of water. The principal topographic features are a broad lowland, the Clark Fork flood plain, bordered by low fringing terraces that are in turn bordered by broad, high terraces, which slope gently upward to the mountains. The high terraces have been mostly obscured in the south end of the valley by erosion and by recent deposition of great coalescent fans radiating outward frown the mouths of various tributary canyons. \r\n\r\nThe mountains east of the Deer Lodge Valley are formed mostly of Cretaceous sedimentary and volcanic rocks and a great core of Upper Cretaceous to lower Tertiary granitic rocks; those west of the valley are formed of Precambrian to Cretaceous sedimentary rocks and a core of lower Tertiary granitic rocks. Field relationships, gravimetric data, and seismic data indicate that the valley is a deep graben, which formed in early Tertiary time after emplacement of the Boulder and Philipsburg batholiths. During the Tertiary Period the valley was partly filled to a maximum depth of more than 5,500 feet with erosional detritus that came from the surrounding mountains and was interbedded with minor amounts of volcanic ejecta. This material accumulated in a great variety of local environments. Consequently the resultant deposits are of extremely variable lithology in lateral and vertical sequence. The deposits grade from unconsolidated to well-cemented and from clay to boulder-sized aggregates. Throughout most of the area the strata dip gently towards the valley axis, but along the western margins of the valley they dip steeply into the mountains. \r\n\r\nIn late Pliocene or early Pleistocene the Tertiary strata were eroded to a nearly regular valley divide surface. In the western part of the valley the erosion surface was thinly mantled by glacial debris from the Flint Creek Range. Still later, probably during several interglacial intervals, the Clark Fork and its tributaries entrenched themselves in the Tertiary strata to an average depth of about 150 feet. The resultant erosional features were further modified by Wisconsin to Recent glaciofluvial deposition.\r\n\r\nThree east-west cross .sections and a corrected gravity map were drawn for the \r\nvalley. They indicate a maximum depth of fill of more than 5,500 feet in the \r\nsouthern part. Depths decrease to the north to approximately 2,300 feet near \r\nthe town of Deer Lodge. \r\n\r\nThe principal source of ground water in the Deer Lodge Valley is the upper few hundred feet of unconsolidated valley fill. Most of the wells tapping these deposits range in depth from a few feet to 250 feet. Water levels range from somewhat above land surface (in flowing wells) to about 150 feet below. Yields of the wells range from a few gallons per minute to 1,000 gallons per minute. Generally, wells having the highest yields are on the flood plain of the Clark Fork or the coalescent fans of Warm Springs and Mill Creeks. \r\n\r\nDischarge of ground water by seepage into streams, by evapotranspiration, and by pumping from wells causes a gradual lowering of the water table. Each spring and early summer, seepage of water from irrigation and streams and infiltration of water from snowmelt and precipitation replenish the ground-water reservoir. Seasonal fluctuation of the water table generally is less than 10 feet. The small yearly water table fluctuation indicates that recharge about balances discharge from th","language":"ENGLISH","publisher":"U.S. Govt. Print. Off.,","doi":"10.3133/wsp1862","usgsCitation":"Konizeski, R.L., McMurtrey, R.G., and Brietkrietz, A., 1968, Geology and ground-water resources of the Deer Lodge Valley, Montana: U.S. Geological Survey Water Supply Paper 1862, iv, 55 p. :illus., maps (2 fold. col. in pocket) ;24 cm., https://doi.org/10.3133/wsp1862.","productDescription":"iv, 55 p. :illus., maps (2 fold. col. in pocket) ;24 cm.","costCenters":[],"links":[{"id":138459,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1862/report-thumb.jpg"},{"id":27580,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1862/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":27581,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1862/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":27582,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1862/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4adae4b07f02db685593","contributors":{"authors":[{"text":"Konizeski, Richard L.","contributorId":80248,"corporation":false,"usgs":true,"family":"Konizeski","given":"Richard","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":144602,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"McMurtrey, R. G.","contributorId":36913,"corporation":false,"usgs":true,"family":"McMurtrey","given":"R.","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":144601,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Brietkrietz, Alex","contributorId":34111,"corporation":false,"usgs":true,"family":"Brietkrietz","given":"Alex","email":"","affiliations":[],"preferred":false,"id":144600,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":2326,"text":"wsp1859B - 1968 - Chemical quality of surface waters in Devils Lake basin North Dakota, 1952-60","interactions":[],"lastModifiedDate":"2024-07-30T19:22:21.418399","indexId":"wsp1859B","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1859","chapter":"B","title":"Chemical quality of surface waters in Devils Lake basin North Dakota, 1952-60","docAbstract":"Above-normal precipitation in 1954, 1956, and 1957 caused the water surface of Devils Lake to rise to an altitude of 1,419.3 feet, its highest in 40 years. Nearly all the water entering the lake flowed through Big Coulee, and about three-fourths of that inflow was at rates greater than 100 cubic feet per second. At these rates, the inflow contained less than 600 ppm (parts per million) dissolved solids and was of the calcium bicarbonate type.
Because the inflow was more dilute than the lake water, the dissolved solids in the lake decreased from 8,680 ppm in 1952 to about 6,000 ppm in 1956 and 1957. Subsequently, however, they increased to slightly more than 8,000 ppm and averaged 6,800 ppm for the 1954-60 period. Sodium and sulfate were the principal dissolved constituents in the lake water. Although the concentration of dissolved solids varied significantly from time to time, the relative proportions of the chief constituents remained nearly the same.
Water flowed from Devils Lake to Mission Bay in 1956,1957, and 1958, and some flowed from Mission Bay into East Bay. However, no water moved between East Devils Lake, western Stump Lake, and eastern Stump Lake during 1952-60; these lakes received only local runoff, and the variations in their water volume caused only minor variations in dissolved solids. For the periods sampled, concentrations averaged 60,700 ppm for East Devils Lake, 23,100 ppm for western Stump Lake, and 127,000 ppm for eastern Stump Lake.
Sodium and sulfate were the chief dissolved constituents in all the lakes of the Devils Lake chain. Water in eastern Stump Lake was saturated with sodium sulfate and precipitated large quantities of granular, hydrated sodium sulfate crystals on the lakebed and shore in fall and winter. A discontinuous layer of consolidated sodium sulfate crystals formed a significant part of the bed throughout the year.
Measured concentrations! of zinc, iron, manganese, fluoride, arsenic, boron, copper, and lead were not high enough to harm fish. Data on alpha and beta particle activities in Devils Lake were insufficient to determine if present activities are less than, equal to, or more than activities before nuclear tests began.
Miscellaneous surface waters not in the Devils Lake chain contained dissolved solids that ranged from 239 to 61,200 ppm. The lakes that spill infrequently and have little or no ground-water inflow and outflow generally contain high concentrations of dissolved solids.
Salt balance computations for Devils Lake for 1952-60 indicate that a net of as much as 89,000 tons of salts was removed from the bed by the water in some years and as much as 35,000 tons was added to the bed in other years. For the 9-year period, the tons removed exceeded the tons added; the net removed averaged 2.7 tons per acre per year. Pickup of these salts from the bed increased the dissolved solids in the lake water an average of 193 ppni per year. Between 1952 and 1960, 201,000 tons of salt was added to the bed of East Devils Lake, 15,100 tons to the bed of western Stump Lake, and 421,000 tons to the bed of eastern Stump Lake.
Laboratory examination of shore and bed material indicated that the shore contained less weight of salt per unit weight of dry, inorganic material than the bed. Calcium and bicarbonate were the chief constituents dissolved from bed material of Devils Lake, whereas sodium and sulfate were the chief constituents dissolved from bed material of East Bay, East Devils Lake, and eastern and western Stump Lakes. Generally, calcium and bicarbonate were the chief constitutents dissolved from shore material of all these lakes.
Evidence indicates that not more than 20 percent of the salt that \"disappeared\" from the water of Devils Lake west of State Route 20 as the lake altitudes decreased years ago will redissolve if the lake altitude is restored.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Washington, D.C.","doi":"10.3133/wsp1859B","usgsCitation":"Mitten, H.T., Scott, C., and Rosene, P.G., 1968, Chemical quality of surface waters in Devils Lake basin North Dakota, 1952-60: U.S. Geological Survey Water Supply Paper 1859, Report: iv, 42 p.; 1 Plate: 27.00 x 38.00 inches, https://doi.org/10.3133/wsp1859B.","productDescription":"Report: iv, 42 p.; 1 Plate: 27.00 x 38.00 inches","costCenters":[{"id":478,"text":"North Dakota Water Science Center","active":true,"usgs":true},{"id":34685,"text":"Dakota Water Science Center","active":true,"usgs":true}],"links":[{"id":28169,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1859b/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":28168,"rank":3,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1859b/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":137586,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1859b/report-thumb.jpg"},{"id":431666,"rank":4,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_25080.htm","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"North Dakota","otherGeospatial":"Devils Lake basin","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -99.4066978557347,\n 48.373675264950265\n ],\n [\n -99.4066978557347,\n 47.70314111203487\n ],\n [\n -98.18978187218303,\n 47.70314111203487\n ],\n [\n -98.18978187218303,\n 48.373675264950265\n ],\n [\n -99.4066978557347,\n 48.373675264950265\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49dfe4b07f02db5e3305","contributors":{"authors":[{"text":"Mitten, Hugh T.","contributorId":103652,"corporation":false,"usgs":true,"family":"Mitten","given":"Hugh","email":"","middleInitial":"T.","affiliations":[],"preferred":false,"id":145018,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Scott, C.H.","contributorId":101634,"corporation":false,"usgs":true,"family":"Scott","given":"C.H.","email":"","affiliations":[],"preferred":false,"id":145017,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Rosene, Philip G.","contributorId":48942,"corporation":false,"usgs":true,"family":"Rosene","given":"Philip","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":145016,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":1270,"text":"wsp1586H - 1968 - Water-discharge determinations for the tidal reach of the Willamette River from Ross Island Bridge to Mile 10.3, Portland, Oregon","interactions":[],"lastModifiedDate":"2017-02-03T13:32:20","indexId":"wsp1586H","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1586","chapter":"H","title":"Water-discharge determinations for the tidal reach of the Willamette River from Ross Island Bridge to Mile 10.3, Portland, Oregon","docAbstract":"Water-discharge, velocity, and slope variations for a 3.7-mile-Iong tidal reach of the Willamette River at Portland, Oreg., were defined from discharge measurements and river stage data collected between July 1962 and January 1965. Observed water discharge during tide-affected flows, during floods, and during backwater from the Columbia River and recorded stages at each end of the river reach were used to determine water discharge from two mathematical models. These models use a finite-difference method to solve the equations of moderately unsteady open-channel streamflow, and discharges are computed by an electronic digital computer. \n\nDischarges computed by using the mathematical models compare satisfactorily with observed discharges, except during the period of backwater from the annual flood of the Columbia River. The flow resistance coefficients used in the models vary with discharge; for one model, the coefficients for discharges above 30,000 cfs (cubic feet per second) are 12 and 24 percent less than the coefficient used for discharges below 30,000 cfs. \n\nDaily mean discharges were determined by use of one mathematical model for approximately two-thirds of the water year, October 1963 through September 1964. Agreement of computed with routed daily mean discharges is fair; above 30,000 cfs, average differences between the two discharges are about 10 percent, and below 30,000 cfs, computed daily discharges are consistently greater (by as much as 25 percent) than routed discharges. The other model was used to compute discharges for the unusually high flood flows of December 1964.","language":"ENGLISH","publisher":"U.S. Govt. Printing Off.,","doi":"10.3133/wsp1586H","usgsCitation":"Dempster, G., and Lutz, G., 1968, Water-discharge determinations for the tidal reach of the Willamette River from Ross Island Bridge to Mile 10.3, Portland, Oregon: U.S. Geological Survey Water Supply Paper 1586, iv, 32 p. :ill. ;23 cm., https://doi.org/10.3133/wsp1586H.","productDescription":"iv, 32 p. :ill. ;23 cm.","costCenters":[{"id":518,"text":"Oregon Water Science Center","active":true,"usgs":true}],"links":[{"id":265376,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1586h/report.pdf"},{"id":137480,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1586h/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a80e4b07f02db6494d5","contributors":{"authors":[{"text":"Dempster, G.R.","contributorId":6038,"corporation":false,"usgs":true,"family":"Dempster","given":"G.R.","affiliations":[],"preferred":false,"id":143473,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lutz, Gale A.","contributorId":32507,"corporation":false,"usgs":true,"family":"Lutz","given":"Gale A.","affiliations":[],"preferred":false,"id":143474,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":2448,"text":"wsp1859G - 1968 - Storage requirements for Arkansas streams","interactions":[],"lastModifiedDate":"2012-02-02T00:05:24","indexId":"wsp1859G","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1859","chapter":"G","title":"Storage requirements for Arkansas streams","docAbstract":"The supply of good-quality surface water in Arkansas is abundant. owing to seasonal and annual variability of streamflow, however, storage must be provided to insure dependable year-round supplies in most of the State. Storage requirements for draft rates that are as much as 60 percent of the mean annual flow at 49 continuous-record gaging stations can be obtained from tabular data in this report. \r\n\r\nThrough regional analyses of streamflow data, the State was divided into three regions. Draft-storage diagrams for each region provide a means of estimating storage requirements for sites on streams where data are scant, provided the drainage area, the mean annual flow, and the low-flow index are known. These data are tabulated for 53 gaging stations used in the analyses and for 132 partial-record sites where only base-flow measurements have been made. Mean annual flow can be determined for any stream whose drainage lies within the State by using the runoff map in this report. Low-flow indices can be estimated by correlating base flows, determined from several discharge measurements, with concurrent flows at nearby continuous-record gaging stations, whose low-flow indices have been determined.","language":"ENGLISH","publisher":"U.S. G.P.O.,","doi":"10.3133/wsp1859G","usgsCitation":"Patterson, J.L., 1968, Storage requirements for Arkansas streams: U.S. Geological Survey Water Supply Paper 1859, 36 p. :ill. (1 col.) ;24 cm., https://doi.org/10.3133/wsp1859G.","productDescription":"36 p. :ill. (1 col.) ;24 cm.","costCenters":[],"links":[{"id":138128,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1859g/report-thumb.jpg"},{"id":28522,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1859g/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":28523,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1859g/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b32e4b07f02db6b4244","contributors":{"authors":[{"text":"Patterson, James Lee","contributorId":24329,"corporation":false,"usgs":true,"family":"Patterson","given":"James","email":"","middleInitial":"Lee","affiliations":[],"preferred":false,"id":145221,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":55863,"text":"ofr68201 - 1968 - Statistical properties of dune profiles","interactions":[{"subject":{"id":55863,"text":"ofr68201 - 1968 - Statistical properties of dune profiles","indexId":"ofr68201","publicationYear":"1968","noYear":false,"title":"Statistical properties of dune profiles"},"predicate":"SUPERSEDED_BY","object":{"id":38800,"text":"pp562F - 1971 - Statistical properties of dune profiles","indexId":"pp562F","publicationYear":"1971","noYear":false,"chapter":"F","title":"Statistical properties of dune profiles"},"id":1}],"supersededBy":{"id":38800,"text":"pp562F - 1971 - Statistical properties of dune profiles","indexId":"pp562F","publicationYear":"1971","noYear":false,"title":"Statistical properties of dune profiles"},"lastModifiedDate":"2025-06-30T16:19:29.423741","indexId":"ofr68201","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","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":"68-201","title":"Statistical properties of dune profiles","docAbstract":"Properties of sand waves formed by subcritical unidirectional water currents are investigated by statistical analyses of records of streambed profiles. Records of bed elevation y as a function of distance x along the channel, y = y(x), and time records at a fixed point of the channel, y = y(t), were collected in three laboratory flumes that were 8 inches, 2 ft and 8 ft wide and in a straight alluvial channel that was 55 ft wide. For all cases, the bed material was fine sand. The continuous analogue records were converted to discrete data points and were analyzed by digital computer.
The analyses show that both types of records, y(x) and y(t), can be approximately represented as stationary Gaussian processes. When the data are standardized and the length or distance are expressed as ratios of the mean duration between zero-crossings of y, the statistical properties of all the flume data are similar, with no distinguishing characteristics that can be attributed to size of flume or to whether the bed forms were ripples or dunes. The field data, however, reflect the influence of large alternate bars that were not present in the flumes.
The Gaussian assumption, together with the spectral properties of the records as expressed by a dimensionless parameter, 6, permit predicting the distributions of maximum and minimum values of y between successive zeros of y. These distributions represent the probability distributions of the depth of local scour and fill due to the formation and migration of sand waves, and the parameters that specify the distributions relate approximately to flow velocity and depth.
Observed values of the number of zero and h-level crossings, the mean duration between zero crossings, and the mean duration of upward excursions of the process y(t) above the fixed level h compared reasonably well with theoretical values for the Gaussian model. The distribution of the duration of upward excursions is the conditional probability distribution of the rest period of a particle, given that it is deposited on the downstream face of a ripple or dune at the level h. Observed distributions of these durations can be approximated by a gamma distribution with parameters that relate to h, where h is measured in units of standard deviation from the mean bed level. These distributions and other probability distributions that enter into stochastic models of sediment transport can be determined either from the theoretical model or empirically from the observed data. The results of the study ,-show that even though the bed elevation deviates somewhat from the postulated normal distribution, reasonable estimates of many properties of the bed profiles can be derived from fairly simple statistical models.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr68201","usgsCitation":"Nordin, C., 1968, Statistical properties of dune profiles: U.S. Geological Survey Open-File Report 68-201, xiv, 137 p., https://doi.org/10.3133/ofr68201.","productDescription":"xiv, 137 p.","costCenters":[],"links":[{"id":491571,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1968/0201/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":184022,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1968/0201/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e49dde4b07f02db5e1e3f","contributors":{"authors":[{"text":"Nordin, C.F. Jr.","contributorId":100852,"corporation":false,"usgs":true,"family":"Nordin","given":"C.F.","suffix":"Jr.","affiliations":[],"preferred":false,"id":254388,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":2616,"text":"wsp1663C - 1968 - Ground-water resources of the Acu Valley, Rio Grande Norte, Brazil","interactions":[],"lastModifiedDate":"2012-02-02T00:05:28","indexId":"wsp1663C","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1663","chapter":"C","title":"Ground-water resources of the Acu Valley, Rio Grande Norte, Brazil","docAbstract":"The Acu Valley is the lower part of the Rio Piranhas valley in the northwestern part of the State of Rio Grande do Norte, Brazil. It begins where the Rio Piranhas leaves the crystalline Precambrian rocks to flow across the outcrop of sedimentary rocks. The area considered in this report extends northward for about 45 kilometers; it is terminated arbitrarily where encroachment by sea water has contaminated the aquifer and imparted a disagreeable saline taste to the water in it. The boundary was not determined in the field, however, for lack of special equipment. Part of the extensive uplands on either side of the valley are included. This makes the total area approximately 2,500 square kilometers. The largest town, Acu, had a population of about 8,000 in 1960. \r\n\r\nThe area is considered to be part of the Drought Polygon of northeast Brazil because the precipitation, although averaging 448 millimeters annually at Acu, varies widely from year to year and often is deficient for many months. The precipitation has been supplemented by use of irrigation wells, but irrigated agriculture is not yet far advanced, and the quantities of water used in irrigation are small. \r\n\r\nGeologically, the area consists of basement crystalline rocks (Precambrian), a wedge of sedimentary rocks thickening northward (Cretaceous), and alluvial sediments constituting a narrow band in the bottom of the valley (Alluvium and terrace deposits). The crystalline rocks contain water mainly in fractures and, in general, are impermeable. The sedimentary rocks of Cretaceous age comprise two units: a thick but fine-grained sandstone grading upward into siltstone and shale (Acu Sandstone), and limestone and dolomite with an included shale zone (Jandaira Limestone). The sandstone especially and the limestone to a lesser degree are ground-water reservoirs of large capacity. The limestone has been tapped at several places, but the sandstone and its contained water are practically untested and, hence, imperfectly understood. \r\n\r\nThe alluvium of the first terrace is the aquifer supplying most of the ground water being used in the area. Wells in the alluvium yield as much as S0,000 liters per hour. Larger yields probably could be obtained from wells designated to take full advantage of the aquifer. There are in the valley about 300 dug wells which are used for irrigation. Half of these are equipped with pumps and engines. The rest, together with about 500 drive-point wells, are equipped with manual or windmill-driven pumps. In addition to irrigation, the water is used in homes and for cattle. The quantities of water currently used in irrigation are relatively small, both per hectare and in the area as a whole, but .this will probably increase substantially when intensive irrigation becomes a reality. The annual pumpage from the alluvium, nearly constant since 1959, was about 2.5 million cubic meters in 1964, which is only about 90 cubic meters from each hectare-meter of saturated alluvium. This amount would lower the water table about 1 meter in 11 years, if there were no recharge. Actually, no such decline is likely to occur, because the recharge from precipitation alone is estimated to be more than enough to replace the water currently being pumped. \r\n\r\nChemical analyses of eight samples show that the ground water in the alluvium is acceptable for most uses. The water in the Acu Sandstone and Jandazra Limestone is more mineralized than that in the alluvium and at some places, at least, is not acceptable for human consumption. The available chemical data on this water, however, are not adequate to judge fully the quality of the water in these formations. \r\n\r\nIt is estimated that about .'22 million cubic meters of water would be needed annually if irrigation were extended to all the bottom land, which totals about 25,000 hectares. This amount is only one-fourth to one-half the estimated recharge from precipitation alone. The present rate of application of water is very low ","language":"ENGLISH","publisher":"U.S. G.P.O.,","doi":"10.3133/wsp1663C","usgsCitation":"Rodis, H.G., and de Castro Araujo, J.M., 1968, Ground-water resources of the Acu Valley, Rio Grande Norte, Brazil: U.S. Geological Survey Water Supply Paper 1663, iv, 34 p. :ill. ;24 cm., https://doi.org/10.3133/wsp1663C.","productDescription":"iv, 34 p. :ill. ;24 cm.","costCenters":[],"links":[{"id":138848,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1663c/report-thumb.jpg"},{"id":28907,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1663c/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":28908,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1663c/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9ae4b07f02db65d564","contributors":{"authors":[{"text":"Rodis, Harry G.","contributorId":25141,"corporation":false,"usgs":true,"family":"Rodis","given":"Harry","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":145500,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"de Castro Araujo, Jonas Maria.","contributorId":72648,"corporation":false,"usgs":true,"family":"de Castro Araujo","given":"Jonas","email":"","middleInitial":"Maria.","affiliations":[],"preferred":false,"id":145501,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":13737,"text":"ofr69104 - 1968 - Infrared survey of the Pisgah Crater area, San Bernardino County, California - a geologic interpretation","interactions":[],"lastModifiedDate":"2012-02-02T00:06:51","indexId":"ofr69104","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","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":"69-104","title":"Infrared survey of the Pisgah Crater area, San Bernardino County, California - a geologic interpretation","docAbstract":"The infrared survey of the Pisgah Crater Area, San Bernardino County, California was primarily undertaken to establish parameters by which rock types, structures, and textures peculiar to this locale could be recognized or differentiated. A secondary purpose was to provide an adequate evaluation and calibration of airborne and ground-based instruments used in the survey.\r\n \r\nPisgah Crater and its vicinity was chosen as one of the fundamental test sites for the NASA remote sensing program because of its relatively fresh basaltic flows and pyroclastics. Its typical exposure of basalt also made it a possible lunar analogue. A fundamental test site for the purpose of the program is defined as a readily accessible area for which the topography, geology, hydrology, soils, vegetation and other features are relatively well known. All remote sensor instrument teams, i.e. infrared, radar, microwave, and photography, were obligated to use the fundamental test sites for instrument evaluation and to establish terrain identification procedures. \r\n\r\nPisgah Crater, nearby Sunshine Cone, and their associated lava flows are in the southern Mojave Desert about 40 miles east-southeast of Barstow, California. (See fig. 1.) U. S. Highway 66 skirts .the northern part of the area and provides access via asphalt-paved and dirt roads to the Crater and to the perimeters of the flows. Pisgah Crater, which is a pumiceous cone, is owned and occasionally quarried by the Atchison, Topeka and Santa Fe Railroad. The remaining part of the area to the south is within the boundary of the Marine Corps Base, Twentynine Palms, California and is currently being used as a gunnery, and bombing range. The proximate area to east, west, and north of Pisgah Crater is public domain. \r\n\r\nOriginally, an area totaling 10 square miles was outlined for detailed study. (See plate 1.) This included an 8 mile long strip extending south- east from and including Pisgah Crater to Lavic Dry Lake, and a 2 mile strip aligned to include a portion of the Sunshine lava flow and the dry lake. Additional aerial infrared imagery of the Sunshine and Pisgah flows along the Pisgah fault proved so interesting and informative that this area is included in the discussion. \r\n\r\nInfrared surveys were flown February ii through 13, 1965 and August 5 and 9, 1966. The initial survey was flown by the NASA personnel aboard the NASA 926 Convair 240 aircraft. Because of technical problems with the infrared scanners (4.5-5.5 and 8-14 micron bands) and with certain ground instruments, most of the imagery and ground temperature data obtained during the initial survey period was of little value. However, excellent infrared imagery in the 8-14 micron (?) region of the spectrum was acquired by the Geological Survey during the August 1966 survey. The scanner was mounted in a Beech D-18 aircraft provided by the Survey's Water Resources Division. Likewise, more reliable ground data was obtained at this time owing to improved instrumentation and technique. Ground data were taken by Geological Survey personnel including W. A. Fischer, J. D. Friedman, W. R. Hemphill, D. L. Daniels, G. R. Boynton, Po W. Philbin and the author. C. R. Fross operated the infrared scanner during the August, 1966 survey and R. M. Turner was-responsible for photo processing of the infrared imagery. Their assistance is gratefully acknowledged.","language":"ENGLISH","publisher":"U.S. Geological Survey],","doi":"10.3133/ofr69104","usgsCitation":"Gawarecki, S.J., 1968, Infrared survey of the Pisgah Crater area, San Bernardino County, California - a geologic interpretation: U.S. Geological Survey Open-File Report 69-104, 49 p. :maps ;29 cm., https://doi.org/10.3133/ofr69104.","productDescription":"49 p. :maps ;29 cm.","costCenters":[],"links":[{"id":147296,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1969/0104/report-thumb.jpg"},{"id":42312,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1969/0104/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":42313,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/of/1969/0104/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":42314,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1969/0104/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ab0e4b07f02db66daf1","contributors":{"authors":[{"text":"Gawarecki, Stephen J.","contributorId":52189,"corporation":false,"usgs":true,"family":"Gawarecki","given":"Stephen","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":168313,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":1006,"text":"wsp1859C - 1968 - Analysis of water quality of the Mahoning River in Ohio","interactions":[],"lastModifiedDate":"2012-02-02T00:05:16","indexId":"wsp1859C","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1859","chapter":"C","title":"Analysis of water quality of the Mahoning River in Ohio","docAbstract":"The Mahoning River drains the densely populated and industrialized Warren-Youngstown area in northeastern Ohio. Significant chemical constituents and physical properties generally regarded as important in establishing water-quality standards for the Mahoning River are evaluated on the basis of hydrologic conditions and water use. Most of the interpretations and the appraisal of water-quality conditions are based on data collected from January 1963 to December 1965. Generally, streamflow during this period was lower than during a selected long-term reference period ; however, extremely low flows that occurred in the reference period did not occur in the 3-year study period. \r\n\r\nWater temperatures of the Mahoning River at Pricetown and Leavittsburg were not affected by thermal loading. Water temperatures at those stations ranged from the freezing point to 78?F during the 1963-65 period. Downstream from Leavittsburg, the use of large quantities of water for industrial cooling caused critical thermal loading during periods of low streamflow. Maximum water temperatures were 108?F and 104?F at Struthers and Lowellville, respectively. Water temperatures of the Mahoning River were lower during high water discharges and increased with higher steel-production indices. Flow augmentation and modifications in industrial processes have improved the water-temperature conditions in recent years. \r\n\r\nA combination of oxygen-consuming materials and warmed water from industrial and municipal wastes discharged into the lower reaches of the Mahoning River frequently depleted the dissolved-oxygen content. At Lowellville, the river water had a dissolved-oxygen content of 5 ppm (parts per million) or less for 67 percent of the time and 3 ppm or less for 16 percent of the time during the study period. The percentage of saturation of dissolved oxygen followed a similar trend. Both the dissolved-oxygen concentration and the percentage of saturation were noticeably lower downstream from Leavittsburg during the warm months when water temperatures were high and streamflow was low. The dissolved-oxygen content in the Mahoning River at Leavittsburg and Pricetown was almost always at acceptable levels. \r\n\r\nThe calculated dissolved-solids concentration of the Mahoning River ranged from 150 to 450 ppm at Leavittsburg and from 200 ppm to 650 ppm at Lowellville. Industrial use of the water caused an increase in the dissolved-solids concentration at Lowellville. During one steel-mill shutdown the average dissolved-solids concentration decreased from about 360 to about 280 ppm. \r\n\r\nChloride concentrations in the Mahoning River ranged from 42 ppm at Pricetown to 108 ppm at Struthers. The chloride load at 50-percent flow duration was 9 and 69 tons per day at Pricetown and Lowellville, respectively. The chloride content of the Mahoning River was well within acceptable levels. \r\n\r\nSulfate from wastes disposal and acid mine drainage made up the largest quantity of dissolved-solids load in the Mahoning River. The sulfate load at 50-percent flow duration increased from 38 tons per day at Pricetown to 300 tons per day at Lowellville. At Pricetown the sulfate load ranged from about 2 to 588 tons per day, while at Lowellville, downstream from the industrialized area, the range was from 106 to 2,420 tons per day. Comparison of sulfate loads during periods of steel production with periods of steel-mill shutdown indicated that during low flow about half the sulfate load at Lowellville was derived from steel-mill wastes when the production index was 100. \r\n\r\nThe alkalinity load of the Mahoning River at 50-percent flow duration increased from Pricetown (23 tons per day) to Lowellville (41 tons per day). During steel production the alkalinity of the water showed a marked decrease from Leavittsburg downstream to Lowellville. However, during steel-mill shutdowns the chemical composition of the river at Youngstown and Lowellville was similar to that at Leavittsburg. Acid mine drainag","language":"ENGLISH","publisher":"U.S. G.P.O.,","doi":"10.3133/wsp1859C","usgsCitation":"Bednar, G.A., Collier, C.R., and Cross, W.P., 1968, Analysis of water quality of the Mahoning River in Ohio: U.S. Geological Survey Water Supply Paper 1859, iv, 32 p. :ill. (some col.) ;24 cm., https://doi.org/10.3133/wsp1859C.","productDescription":"iv, 32 p. :ill. (some col.) ;24 cm.","costCenters":[],"links":[{"id":137950,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1859c/report-thumb.jpg"},{"id":25585,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1859c/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":25586,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1859c/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4acce4b07f02db67ec8d","contributors":{"authors":[{"text":"Bednar, Gene A.","contributorId":81881,"corporation":false,"usgs":true,"family":"Bednar","given":"Gene","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":143010,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Collier, Charles R.","contributorId":57821,"corporation":false,"usgs":true,"family":"Collier","given":"Charles","email":"","middleInitial":"R.","affiliations":[],"preferred":false,"id":143009,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Cross, William Perry","contributorId":21137,"corporation":false,"usgs":true,"family":"Cross","given":"William","email":"","middleInitial":"Perry","affiliations":[],"preferred":false,"id":143008,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}} ,{"id":6083,"text":"pp422L - 1968 - River channel bars and dunes - Theory of kinematic waves","interactions":[],"lastModifiedDate":"2017-03-29T11:13:06","indexId":"pp422L","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1968","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":331,"text":"Professional Paper","code":"PP","onlineIssn":"2330-7102","printIssn":"1044-9612","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"422","chapter":"L","title":"River channel bars and dunes - Theory of kinematic waves","docAbstract":"A kinematic wave is a grouping cf moving objects in zones along a flow path and through which the objects pass. These concentrations may be characterized by a simple relation between the speed of the moving objects and their spacing as a result of interaction between them.
Vehicular traffic has long been known to have such properties. Data are introduced to show that beads carried by flowing water in a narrow flume behave in an analogous way. The flux or transport of objects in a single lane of traffic is greatest when the objects are spaced about two diameters apart; beads in a single-lane flume as well as highway traffic conform to this property.
By considering the sand in a pipe or flume to a depth affected by dune movement, it is shown that flux-concentration curves similar to the previously known cases can be constructed from experimental data. From the kinematic point of view, concentration of particles in dunes and other wave bed forms results when particles in transport become more numerous or closely spaced and interact to reduce the effectiveness of the ambient water to move them.
Field observations over a 5-year period are reported in which individual rocks were painted for identification and placed at various spacings on the bed of ephemeral stream in New Mexico, to study the effect of storm flows on rock movement. The data on about 14,000 rocks so observed show the effect of variable spacing which is quantitatively as well as qualitatively comparable to the spacing effect on small glass beads in a flume.
Dunes and gravel bars may be considered kinematic waves caused by particle interaction, and certain of their properties can be related to the characteristics of the flux-concentration curve.
","language":"English","publisher":"U.S. Government Printing Office","publisherLocation":"Washington, D.C.","doi":"10.3133/pp422L","usgsCitation":"Langbein, W.B., and Leopold, L.B., 1968, River channel bars and dunes - Theory of kinematic waves: U.S. Geological Survey Professional Paper 422, iii, 20 p., https://doi.org/10.3133/pp422L.","productDescription":"iii, 20 p.","startPage":"L1","endPage":"L20","numberOfPages":"25","costCenters":[],"links":[{"id":33125,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/pp/0422l/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":126535,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/pp/0422l/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a11e4b07f02db60008d","contributors":{"authors":[{"text":"Langbein, Walter Basil","contributorId":40581,"corporation":false,"usgs":true,"family":"Langbein","given":"Walter","email":"","middleInitial":"Basil","affiliations":[],"preferred":false,"id":152076,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Leopold, Luna Bergere","contributorId":93884,"corporation":false,"usgs":true,"family":"Leopold","given":"Luna","email":"","middleInitial":"Bergere","affiliations":[],"preferred":false,"id":152077,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70179896,"text":"70179896 - 1967 - The effect of pumping large-discharge wells on the ground-water reservoir in southern Utah Valley, Utah County, Utah","interactions":[],"lastModifiedDate":"2017-01-19T17:08:08","indexId":"70179896","displayToPublicDate":"2016-12-01T00:00:00","publicationYear":"1967","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":2,"text":"State or Local Government Series"},"seriesTitle":{"id":5271,"text":"Utah State Engineer Information Bulletin","active":false,"publicationSubtype":{"id":2}},"seriesNumber":"18","title":"The effect of pumping large-discharge wells on the ground-water reservoir in southern Utah Valley, Utah County, Utah","docAbstract":"An extensive aquifer test in southern Utah Valley, Utah County, Utah, was made during January-March 1967 by the U.S. Geological Survey in cooperation with the Utah State Engineer. The purpose of the test was to obtain data about the hydraulic characteristics of the aquifer in the valley and to determine whether pumping large-diameter wells decreased artesian pressures and resulting flow from the numerous small-diameter flowing wells in the valley (fig. 1).
","language":"English","publisher":"Utah State Engineer's Office","publisherLocation":"Salt Lake City, UT","usgsCitation":"Cordova, R., and Mower, R.W., 1967, The effect of pumping large-discharge wells on the ground-water reservoir in southern Utah Valley, Utah County, Utah: Utah State Engineer Information Bulletin 18, 35 p.","productDescription":"35 p.","numberOfPages":"34","costCenters":[{"id":610,"text":"Utah Water Science Center","active":true,"usgs":true}],"links":[{"id":333505,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":333504,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.waterrights.utah.gov/cgi-bin/libview.exe?Modinfo=Viewpub&LIBNUM=21-4-350"}],"country":"United States","state":"Utah","county":"Utah","otherGeospatial":"Utah Valley","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5881def9e4b01192927d9ff7","contributors":{"authors":[{"text":"Cordova, R.M.","contributorId":77511,"corporation":false,"usgs":true,"family":"Cordova","given":"R.M.","email":"","affiliations":[],"preferred":false,"id":659137,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mower, R. W.","contributorId":34898,"corporation":false,"usgs":true,"family":"Mower","given":"R.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":659138,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70038229,"text":"70038229 - 1967 - Water resources inventory of Connecticut Part 2: Shetucket River Basin","interactions":[],"lastModifiedDate":"2014-04-09T12:35:29","indexId":"70038229","displayToPublicDate":"2012-04-22T09:08:00","publicationYear":"1967","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":2,"text":"State or Local Government Series"},"seriesTitle":{"id":108,"text":"Connecticut Water Resources Bulletin","active":false,"publicationSubtype":{"id":2}},"seriesNumber":"11","title":"Water resources inventory of Connecticut Part 2: Shetucket River Basin","docAbstract":"The Shetucket River basin has a relatively abundant supply of water of generally good quality which is derived from precipitation that has fallen on the basin. Annual precipitation has ranged from about 30 inches to 75 inches and has averaged about 45 inches over a 35-year period. Approximately 20 inches of water are returned to the atmosphere each year by evaporation and transpiration; the remainder of the annual precipitation either flows overland to streams or percolates downward to the water table and ultimately flows out of the basin in the Shetucket River or as underflow through the deposits beneath. During the autumn and winter months precipitation normally is sufficient to cause a substantial increase in the amount of water stored underground and in surface reservoirs within the basins whereas in the summer most of the precipitation is lost through evaporation and transpiration, resulting in sharply reduced streamflow and lowered groundwater levels. The mean monthly storage of water in the basin on an average is 3.5 inches higher in November than it is in June.\nThe amount of water that flows out of the\nbasin in the Shetucket River represents the total\namount of water potentlally available for use by man.\nAnnual runoff from the entire basin above the\nQuinebaug River has ranged from about 13 to 42\ninches since 1929, and has averaged about 23\ninches (300 billion gallons). Although runoff\nindicates the total amount of water potentially\navailable, it is usually not economically or\nlegally feasible for man to use all of it. On\nthe other hand, with increased development, It\nis possible that some water will be reused several\ntimes.\nThe water available may be tapped as it flows\nthrough the area or is temporarily stored in\nstreams, lakes, and aquifers. The amounts that\ncan be developed vary from place to place and\ntime to time, depending on the amount of precipitation,\non the size of drainage area, on the\nthickness, permeability and areal extent of aquifers,\nand on the variations in chemical and\nphysical quality of the water.\nDifferences in streamflow from point to\npoint are due primarily to differences in the\nproportion of stratified drift in the drainage\nbasin above each point, which affect the timing\nof streamflow, and to differences in precipitation,\nwhich affect the amount of streamflow.\nInformation on streamflow from gaging stations\nmay be extended to ungaged sites by accounting\nfor both of these factors ,in calculations.\nFuture floods on the upper Willimantic\nRiver or the Shetucket River are unlikely to\ncause major damage so long as buildings are not\nconstructed below the highest flood elevations to\nbe expected with the present system of reservoirs\nfor flood control.\nGround water can be obtained from wells\nalmost anywhere in the Shetucket River basin, but\nthe amount obtainable from individual wells at\nany particular point depends upon the type and\nwater-bearing properties of the aquifers present.\nFor practical purposes, the earth materials in\nthe basin comprise three aquifers--stratified\ndrift, till, and bedrock,\nStratified drift is the only aquifer generally capable of yielding more than 100 gpm to\nindividual wells. This aquifer covers about 18\npercent of the basin and occurs chiefly In lowlands\nwhere it overlies till or bedrock. Coefficient\nof permeability of the coarse-grained unit\nof stratified drift averages about 1,900 gpd per\nsq ft. Drilled, screened wells tapping this unit,\nare known to yield from 200 to 675 gpm. Dug wells\nin coarse-grained stratified drift should supply\nat least 2 gpm per foot of drawdown over an 8-hour\nperiod. Fine-grained stratified drift has an\naverage coefficient of permeability of about 400\ngpd per sq ft and can usually yield to dug wells\nsupplies sufficient for household use.\nTill and bedrock are widespread in extent but\ncan provide only small to moderate water supplies.\nTill is tapped chiefly by dug wells; permanent\nsupplies of more than 200 gpd can be obtained from\ndug wells at a majority of sites in areas of till,\nbut there are many sites where the till is too\nimpermeable or too thin to provide this much water\nthroughout the year. The coefficient of permeability of till ranges from about 0.2 gpd per sq ft to\n55 gpd per sq it. Bedrock Is tapped chiefly by\ndrilled wells, about 90 percent of which will\nsupply at least 3 gpm. Very few, however, will\nsupply more than 50 gpm.\nThe amount of ground water potentially available\nIn an area depends upon the amount of groundwater\noutflow, the amount of ground water in storage,\nand the quantity of water available by Induced\ninfiltration from streams and lakes. From\ndata on permeability, saturated thickness, recharge,\nyield from aquifer storage, well performance, and\nstreamflow, preliminary estimates of ground-water\navailability can be made for any point in the\nbasin. Long-term yields estimated for 15 areas\nespecially favorable for development of large\nground-water supplies ranged from 1.3 to 61.8 mgd.\nDetailed site studies to determine optimum yields,\ndrawdowns, and spacing of individual wells are\nneeded before major ground-water development is\nundertaken In these or other areas.\nThe chemical quality of water in the Shetucket\nbasin Is generally good to excellent. Samples of\nnaturally occurring surface water collected from\n32 sites contained less than 61 ppm of dissolved\nsolids and less than 32 ppm of hardness. Water\nfrom wells is more highly mineralized than naturally\noccurring water from streams. Even so only\n7 percent of wells sampled yielded water with more\nthan 200 ppm of dissolved sol-ids and only 9 percent\nyielded water with more than 120 ppm of hardness.\nEven in the major rivers, which are used to\ntransport industrial waste, the dissolved mineral\ncontent is less than 100 ppm and hardness rarely\nexceeds 40 ppm. One notable exception occurs in\nthe lower reaches of Little River where an\nexceptional amount of industrial waste is discharged\ninto the river near Versailles. This\nwaste is particularly noticeable during low\nstreamflow.\nIron and manganese In both ground water and\nsurface water are the only constituents whose concentrations\ncommonly exceed recommended limits for\ndomestic and industrial use. Most wells in the\n basin yield clear water with little or no iron or\nmanganese, but distributed among them are wells\nwith ground water that contains enough of these dissolved\nconstituents to be troublesome for most uses.\niron concentrations in naturally occurring\nstream water exceeded 0.3 ppm under tow-flow conditions\nat 20 percent of the sites sampled. Large\nconcentrations of iron in stream water result\nfrom discharge of iron-bearing ground water or\nfrom the discharge of water from swamps. In\nswamps the iron is released largely from decaying\nvegetation.\nGround water more than 30 feet below the\nland surface has a relatively constant temperature,\nusually between 48°F and 50°F. Water\ntemperature in very shallow wells may fluctuate\nfrom about 38°F in February or March to about\n55°F in late summer. Water temperature in the\nlarger streams fluctuates much more widely,\nranging from 32°F at least for brief periods\nin winter, to about 85°F occasionally during\nThe quantity of suspended sediment transported\nby streams in the basin is negligible,\nthough amounts large enough to be troublesome\nmay occur locally at times.\nThe total amount of water used In the\nShetucket Rlver basin for all purposes during\n1961 was about 5,810 million gallons~ which is\nequivalent to 208 gpd per person, Public water\nsystems supplied the domestic needs of nearly\nhalf the population of the basin; 10 systems\nwere sampled, all of which provided water of\nbetter quality than the U.S. Public Health Service\nsuggests for drinking water standards.","language":"English","publisher":"Connecticut Water Resources Commission","collaboration":"Prepared by the U.S. Geological Survey in cooperation with the Connecticut Water Resource Commission","usgsCitation":"Thomas, M.P., Bednar, G.A., Thomas, C.E., and Wilson, W.E., 1967, Water resources inventory of Connecticut Part 2: Shetucket River Basin: Connecticut Water Resources Bulletin 11, Report: viii, 96 p.; 4 Plates: 36.00 x 58.00 inches and smaller.","productDescription":"Report: viii, 96 p.; 4 Plates: 36.00 x 58.00 inches and smaller","numberOfPages":"112","additionalOnlineFiles":"Y","costCenters":[],"links":[{"id":258791,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ctwrb/0011/report.pdf","size":"22651","linkFileType":{"id":1,"text":"pdf"}},{"id":258792,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/ctwrb/0011/report-thumb.jpg"},{"id":285972,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038229/plate-c.pdf"},{"id":285973,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038229/plate-d.pdf"},{"id":285970,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038229/plate-a.pdf"},{"id":285971,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/unnumbered/70038229/plate-b.pdf"}],"scale":"48000","country":"United States","state":"Connecticut","otherGeospatial":"Shetucket River Basin","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.466667,41.533333 ], [ -72.466667,42.066667 ], [ -72.0,42.066667 ], [ -72.0,41.533333 ], [ -72.466667,41.533333 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505bcb78e4b08c986b32d681","contributors":{"authors":[{"text":"Thomas, Mendall P.","contributorId":104314,"corporation":false,"usgs":true,"family":"Thomas","given":"Mendall","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":463693,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Bednar, Gene A.","contributorId":81881,"corporation":false,"usgs":true,"family":"Bednar","given":"Gene","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":463692,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Thomas, Chester E. Jr.","contributorId":37182,"corporation":false,"usgs":true,"family":"Thomas","given":"Chester","suffix":"Jr.","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":463690,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Wilson, William E.","contributorId":46478,"corporation":false,"usgs":true,"family":"Wilson","given":"William","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":463691,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":34336,"text":"b1241F - 1967 - Geology and petrology of the Greenville quadrangle, Piscataquis and Somerset Counties, Maine","interactions":[],"lastModifiedDate":"2017-09-20T13:08:31","indexId":"b1241F","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1967","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":306,"text":"Bulletin","code":"B","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1241","chapter":"F","title":"Geology and petrology of the Greenville quadrangle, Piscataquis and Somerset Counties, Maine","docAbstract":"In the Greenville quadrangle, west-central Maine, slate, siltstone, and sandstone (calcareous and noncalcareous) of probable Silurian to Early Devonian age are intruded by a large mafic pluton and two granitic stocks of probable Early Devonian age. Ages of the sedimentary rocks are based upon tentative correlations with fossiliferous beds in adjacent quadrangles because the few fossils in the Greenville quadrangle are nondiagnostic; ages of the intrusive rocks are based upon radiometric age determinations. The sedimentary rocks are tightly folded about northeast-trending axes and have strong slaty cleavage. Widespread graded bedding is very useful in determining the tops of beds and thus the location of fold axes. The sedimentary rocks are in the chlorite zone of metamorphism except in the contact aureoles where the metamorphism ranges from the biotite zone, through the andalusiite-amphibole zone, to the sillimanite-cordierite zone adjacent to the intrusions; retrograde metamorphism is a minor local feature.
The mafic rocks are part of the Moxie pluton, which extends southwest and northeast of the Greenville quadrangle for a total distance of about 45 miles. Troctolite and norite are the principal rock types; gabbro is less common. Plagioclase is the dominant mineral; it usually makes up 50-75 percent of the rock. Olivine and orthopyroxene are widespread, clinopyroxene is uncommon and biotite and hornblende are generally present in small amounts. The rocks can be separated into magnesium-rich and iron-rich varieties; magnesium-rich olivine and orthopyroxene are usually accompanied by plagioclase containing from 57 to 77 percent anorthite, and iron-rich olivine and orthopyroxene are associated with plagioclase containing about 50-62 percent anorithite. Compositional layering is rare, but flow structure is very common. Flow structure generally dips northward to eastward, whereas geophysical data indicate that the contacts of the pluton dip southeastward. The granitic stocks are discordant pipelike bodies that range from granodiorite to quartz monzonite in composition. Both the mafic and the felsic intrusions are undeformed and unmetamorphosed.
Slate quarrying was once an important industry in the region, but in 1965 only one quarry was active at Monson just east of the report area. Slate is a potential source of raw material for lightweight concrete aggregate. There are several possible sites for stone quarries in the intrusive masses. Sand and gravel resources seem to be limited. Small amounts of sulfides that have low copper and nickel values are known at a few places in the mafic pluton.
","largerWorkType":{"id":18,"text":"Report"},"largerWorkTitle":"Contributions to general geology, 1966","largerWorkSubtype":{"id":5,"text":"USGS Numbered Series"},"language":"English","publisher":"U.S. Government Printing Office","doi":"10.3133/b1241F","usgsCitation":"Espenshade, G.H., and Boudette, E.L., 1967, Geology and petrology of the Greenville quadrangle, Piscataquis and Somerset Counties, Maine: U.S. Geological Survey Bulletin 1241, Report: v, 60 p.; Plate: 16.83 x 21.42 inches, https://doi.org/10.3133/b1241F.","productDescription":"Report: v, 60 p.; Plate: 16.83 x 21.42 inches","startPage":"F1","endPage":"F60","costCenters":[],"links":[{"id":96360,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/bul/1241f/report.pdf","text":"Report","size":"4.43 MB","linkFileType":{"id":1,"text":"pdf"},"description":"Report"},{"id":96361,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/bul/1241f/plate-1.pdf","text":"Plate 1","size":"2.89 MB","linkFileType":{"id":1,"text":"pdf"},"description":"Plate 1"},{"id":165889,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/bul/1241f/report-thumb.jpg"}],"country":"United States","state":"Maine","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -69.5,\n 45.4\n ],\n [\n -69.75,\n 45.4\n ],\n [\n -69.75,\n 45.50\n ],\n [\n -69.5,\n 45.5\n ],\n [\n -69.5,\n 45.4\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ad6e4b07f02db6842de","contributors":{"authors":[{"text":"Espenshade, Gilbert H.","contributorId":97474,"corporation":false,"usgs":true,"family":"Espenshade","given":"Gilbert","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":212806,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Boudette, Eugene L.","contributorId":65085,"corporation":false,"usgs":true,"family":"Boudette","given":"Eugene","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":212805,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":57738,"text":"ofr67285 - 1967 - Ground-water levels in observation wells in Oklahoma, 1965-66","interactions":[],"lastModifiedDate":"2012-02-02T00:12:31","indexId":"ofr67285","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1967","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":"67-285","title":"Ground-water levels in observation wells in Oklahoma, 1965-66","docAbstract":"The investigation of the ground-water resources of Oklahoma by the U.S. Geological Survey in cooperation with the Oklahoma Water Resources Board includes a continuing program to collect records of water levels in selected observation wells on a systematic basis. These water-level records: (1) provide an index to available ground-water supplies; (2) facilitate the prediction of trends in water levels that will indicate likely changes in storage; (3) aid in the prediction of the base flow of streams; (4) provide information for use in basic research; (5) provide long-time continuous records of fluctuations of water levels in representative wells; and (6) serve as a framework to which other types of hydrologic data my be related.\r\nPrior to 1956, measurements of water levels in observation wells in Oklahoma were included in water-supply papers published annually by the U.S. Geological Survey. Beginning with the 1956 calendar year, however, Geological Survey water-level reports will contain only records of a selected network of observation wells, and will be published at 5-year intervals. The first of this series, for the 1956-59 period was published in 1962.\r\n\r\nThis report has been prepared primarily to present water-level records of wells not included in the Federal network. However, for the sake of completeness it includes water-level records of Federal wells that either have been or will be published in water-supply papers since 1955. This report, which contains water-level records for the 2-year period (1965-66), is the fourth in a series presenting water-level records for all permanent observations wells in Oklahoma. The first report, published in 1963, contains water-level records for the 2-year period of (1961-62); the second report, published in 1964, contains water-level records for the 2-year period (1961-62); and the third report, published in 1965, contains water-level records for the 2-year period (1963-64).\r\n\r\n(available as photostat copy only)","language":"ENGLISH","doi":"10.3133/ofr67285","usgsCitation":"Hart, D., 1967, Ground-water levels in observation wells in Oklahoma, 1965-66: U.S. Geological Survey Open-File Report 67-285, 61 p., https://doi.org/10.3133/ofr67285.","productDescription":"61 p.","costCenters":[],"links":[{"id":182947,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aa8e4b07f02db667580","contributors":{"authors":[{"text":"Hart, D.L. Jr.","contributorId":49403,"corporation":false,"usgs":true,"family":"Hart","given":"D.L.","suffix":"Jr.","email":"","affiliations":[],"preferred":false,"id":257671,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":1949,"text":"wsp1839A - 1967 - Reconnaissance of the chemical quality of surface waters of the Neches River basin, Texas","interactions":[],"lastModifiedDate":"2016-08-19T14:29:59","indexId":"wsp1839A","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1967","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1839","chapter":"A","title":"Reconnaissance of the chemical quality of surface waters of the Neches River basin, Texas","docAbstract":"The kinds and quantities of minerals dissolved in the surface water of the Neches River basin result from such environmental factors as geology, streamflow patterns and characteristics, and industrial influences. As a result of high rainfall in the basin, much of the readily soluble material has been leached from the surface rocks and soils. Consequently, the water in the streams is usually low in concentrations of dissolved minerals and meets the U.S. Public Health Service drinking-water standards. In most streams the concentration of dissolved solids is less than 250 ppm (parts per million). The Neches River drains an area of about 10,000 square miles in eastern Texas. From its source in southeast Van Zandt County the river flows in a general southeasterly direction and empties into Sabine Lake, an arm of the Gulf of Mexico. In the basin the climate ranges from moist subhumid to humid, and the average annual rainfall ranges from 46 inches is the northwest to more than 52 inches in the southeast. Annual runoff from the basin has averaged 11 inches; however, runoff rates vary widely from year to year. The yearly mean discharge of the Neches River at Evadale has ranged from 994 to 12,720 cubic feet per second. The rocks exposed in the Neches River basin are of the Quaternary and Tertiary Systems and range in age from Eocene to Recent. Throughout most of the basin the geologic formations dip generally south and southeast toward the gulf coast. The rate of dip is greater than that of the land surface; and as a result, the older formations crop out to the north of the younger formations. Water from the outcrop areas of the Wilcox Group and from the older formations of the Claiborne Group generally has dissolved-solids concentrations ranging from 100 to 250 ppm; water from the younger formations has concentrations less than 100 ppm. The northern half of the basin has soft water, with less than 60 ppm hardness. The southern half of .the basin has very soft water, usually with less than 30 ppm hardness. The chloride concentrations are less than 20 ppm in surface water in the southern half of the basin and usually range from 20 to 100 ppm in the northern half of the basin. Concentrations greater than 100 ppm are found only where pollution is occurring. The Neches River basin has an abundance of surface water, but uneven distribution of runoff makes storage projects necessary to provide dependable water supplies. The principal existing reservoirs, with the exception of Striker Creek Reservoir, contain water of excellent quality. Chemical-quality data for the Striker Creek drainage area indicate that its streams are affected by .the disposal of brines associated with oil production. Sam Rayburn Reservoir began impounding water in 1965. The water impounded should prove of acceptable quality for most uses, but municipal and industrial wastes released into the Angelina River near Lufkin may have a degrading effect on the quality of the water, especially during extended periods of low flows. Water available for storage at the many potential reservoir sites will be of good quality; but, if the proposed salt-water barrier is to impound acceptable water, the disposal of oilfield brine into Pine Island Bayou should be discontinued.
","language":"English","publisher":"U.S. Government Printing Office","doi":"10.3133/wsp1839A","usgsCitation":"Hughes, L.S., and Leifeste, D.K., 1967, Reconnaissance of the chemical quality of surface waters of the Neches River basin, Texas: U.S. Geological Survey Water Supply Paper 1839, Report: iv, 63 p.; 4 Plates: 46.00 x 26.00 inches or smaller, https://doi.org/10.3133/wsp1839A.","productDescription":"Report: iv, 63 p.; 4 Plates: 46.00 x 26.00 inches or smaller","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true}],"links":[{"id":27281,"rank":401,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1839a/plate-2.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":27280,"rank":400,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1839a/plate-1.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":27282,"rank":402,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1839a/plate-3.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":27283,"rank":403,"type":{"id":17,"text":"Plate"},"url":"https://pubs.usgs.gov/wsp/1839a/plate-4.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":27284,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1839a/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":138429,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1839a/report-thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a62e4b07f02db636ce9","contributors":{"authors":[{"text":"Hughes, Leon S.","contributorId":65056,"corporation":false,"usgs":true,"family":"Hughes","given":"Leon","email":"","middleInitial":"S.","affiliations":[],"preferred":false,"id":144421,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Leifeste, Donald K.","contributorId":11595,"corporation":false,"usgs":true,"family":"Leifeste","given":"Donald","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":144420,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":1880,"text":"wsp1839J - 1967 - Evaluation of seepage from Chester Morse Lake and Masonry Pool, King County, Washington","interactions":[],"lastModifiedDate":"2012-02-02T00:05:22","indexId":"wsp1839J","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1967","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":341,"text":"Water Supply Paper","code":"WSP","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"1839","chapter":"J","title":"Evaluation of seepage from Chester Morse Lake and Masonry Pool, King County, Washington","docAbstract":"Hydrologic data collected in the Cedar and Snoqualmie River basins on the west slope of the Cascade Range have been analyzed to determine the amount of water lost by seepage from Chester Morse Lake and Masonry Pool and the. consequent gain by seepage to the Cedar and South Fork Snoqualmie Rivers. For water years 1957-64, average losses were about 220 cfs (cubic feet per second) while average gains were about 180 cfs in the Cedar River and 50 cfs in the South Fork Snoqualmie River. \r\n\r\nStreamflow and precipitation data for water years 1908-26 and 1930-F2 indicate that a change in runoff regimen occurred in Cedar and South Fork Snoqualmie Rivers after the Boxley Creek washout in December 1918. For water years 1919-26 and 1930-32, the flow of Cedar River near Landsburg averaged about 80 cfs less than it would have if the washout had not occurred. In contrast, the flow of South Fork Snoqualmie River at North Bend averaged about 60 cfs more than it would have.","language":"ENGLISH","publisher":"U.S. G.P.O.,","doi":"10.3133/wsp1839J","usgsCitation":"Hidaka, F., and Garrett, A.A., 1967, Evaluation of seepage from Chester Morse Lake and Masonry Pool, King County, Washington: U.S. Geological Survey Water Supply Paper 1839, iv, 26 p. :ill. ;24 cm., https://doi.org/10.3133/wsp1839J.","productDescription":"iv, 26 p. :ill. ;24 cm.","costCenters":[],"links":[{"id":138541,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wsp/1839j/report-thumb.jpg"},{"id":27168,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wsp/1839j/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a09e4b07f02db5fab72","contributors":{"authors":[{"text":"Hidaka, F.T.","contributorId":48542,"corporation":false,"usgs":true,"family":"Hidaka","given":"F.T.","email":"","affiliations":[],"preferred":false,"id":144297,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Garrett, Arthur Angus","contributorId":85568,"corporation":false,"usgs":true,"family":"Garrett","given":"Arthur","email":"","middleInitial":"Angus","affiliations":[],"preferred":false,"id":144298,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":4668,"text":"twri03A1 - 1967 - General field and office procedures for indirect discharge measurements","interactions":[],"lastModifiedDate":"2015-10-09T10:21:30","indexId":"twri03A1","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1967","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":336,"text":"Techniques of Water-Resources Investigations","code":"TWRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"03-A1","title":"General field and office procedures for indirect discharge measurements","docAbstract":"The discharge of streams is usually measured by the current-meter method. During flood periods, however, it is frequently impossible or impractical to measure the discharges by this method when they occur. Consequently, many peak discharges must be determined after the passage of the flood by indirect methods, such as slope-area, contracted-opening, flow-over-dam, and flow-through-culvert, rather than by direct current-meter measurement. Indirect methods of determining peak discharge are based on hydraulic equations which relate the discharge to the water-surface profile and the geometry of the channel. A field survey is made after the flood to determine the location and elevation of high-water marks and the characteristics of the channel. Detailed descriptions of the general procedures used in collecting the field data and in computing the discharge are given in this report. Each of the methods requires special procedures described in subsequent chapters.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/twri03A1","issn":"0565-596X","usgsCitation":"Benson, M.A., and Dalrymple, Tate, 1967, General field and office procedures for indirect measurements: U.S. Geological Survey Techniques of Water-Resources Investigations, book 3, chap. Al, 30 p., https://pubs.er.usgs.gov/publication/twri03A1.","productDescription":"vi, 30 p. :ill. ;26 cm. Reprinted in 1984.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":139518,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":193,"rank":100,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/twri/twri3-a1/twri_3-A1_a.pdf","text":"Report","size":"3.2 MB","linkFileType":{"id":1,"text":"pdf"},"description":"TWRI 3-A1"}],"tableOfContents":"Large quantities of water are needed in the beneficiation and pelletizing processes by which the ore mined from low-grade iron-formations is upgraded into an excellent raw material for the iron and steel industry. Extensive reserves of low-grade iron-formation available for development herald an intensification of the demands upon the area's water supplies. This study was designed to provide water facts for public and private agencies in planning orderly development and in guiding the management of the water resources to meet existing and new requirements.
Inland lakes and streams are the best potential sources of water for immediate development. The natural flow available for 90 percent of the time in the Middle and East Branches of the Escanaba River, the Carp River, and the Michigamme River is about 190 cubic feet per second. Potential storage sites are identified, and their complete development could increase the available supply from the above streams to about 450 cubic feet per second.
Outwash deposits are the best potential sources of ground water. Large supplies could be developed from extensive outwash deposits in the eastern part of the area adjacent to Goose Lake Outlet and the East Branch Escanaba River. Other areas of outwash occur in the vicinity of Humboldt, West Branch Creek, and along the stream valleys. Streamflow data were used to make rough approximations of the ground-water potential in some areas. In general, however, the available data were not sufficient to permit quantitative evaluation of the potential ground-water supplies.
Chemical quality of the surface and ground waters of the area is generally acceptable for most uses. Suspended sediment in the form of mineral tailings in effluents from ore-processing plants is a potential problem. Existing plants use settling basins to effectively remove most of the suspended material. Available records indicate that suspended-sediment concentrations and loads in the receiving waters have not been significantly increased by these operations.
Present water use is about 60 cubic feet per second in the area. Thus, available water supplies are believed to be adequate for existing and foreseeable new uses. Water management, rather than water availability, is of prime consideration in this area. Time distribution of available water supplies, distribution of water to points of use, effect of surface-water development upon ground water and vice versa, and possible conflicts with competing uses are some of the management problems that are discussed. The presence of many inland lakes, favorable storage sites on streams, and several promising acquifers provide flexibility in possible water-management operations. A discussion of the interrelationships between surface and ground water and a ground-water budget are presented to render a better understanding of the hydrologic system with which water management will be concerned.
","language":"English","publisher":"U.S. Government Printing Office","publisherLocation":"Washington, D.C.","doi":"10.3133/wsp1842","collaboration":"Prepared in cooperation with the State of Michigan","usgsCitation":"Wiitala, S.W., Newport, T.G., and Skinner, E.L., 1967, Water resources of the Marquette Iron Range area, Michigan: U.S. Geological Survey Water Supply Paper 1842, Document: ix, 142 p.; 4 Plates: 30.00 x 20.25 inches or smaller, https://doi.org/10.3133/wsp1842.","productDescription":"Document: ix, 142 p.; 4 Plates: 30.00 x 20.25 inches or smaller","costCenters":[{"id":382,"text":"Michigan Water Science 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Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"67-190","title":"Hydrologic and chemical data for wells, springs, and streams in Nevada, TPS. 1-21 N., and Rs. 41-57 E","docAbstract":"Studies of published and unpublished geologic, hydrologic, and chemical-quality data for ground and surface water in central Nevada, Tps. 1 to 21 N. and Rs. 41 to 57 E., Mount Diablo base and meridian, reveal the following information: Rocks exposed in central Nevada are of sedimentary and igneous origin and range in age from Cambrian to Recent. Rocks of Paleozoic age generally are carbonate or clastic, and rocks of Mesozoic age generally are clastic and granitic. Rocks of Tertiary age principally are volcanic, and the valley fill of Quaternary age is alluvial-fan and lake deposits. The rocks are folded, faulted, and highly fractured. Precipitation is closely related to altitude. In general, as the altitude increases the precipitation increases. Most of the streamflow in the valleys originates as snow in the nearby mountains. The streams generally flow only in response to snowmelt and to flash-flood-producing storms. Important chemical quality characteristics of the ground and surface water in central Nevada are hardness, expressed as CaCO3, generally in excess of 120 ppm, and a dissolved-solids content of less than 500 ppm. The principal chemical types of both ground and surface waters are sodium and calcium bicarbonates. The major uses of ground water in central Nevada are for irrigation and stock. Frequency of use of wells in decreasing order is: irrigation, stock, domestic, industrial, municipal, and observation. Of the 606 wells tabulated, 29 have multiple uses. Frequency of use of spring water in decreasing order is: stock, irrigation, domestic, and public facilities. Of the 135 springs tabulated, 5 have multiple uses.
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