Prediction equations were developed for estimating the flow regime at ungaged stream locations in the Oregon coastal range. Principal components analysis was used to screen the initial data set of physiographic and meteorological parameters. The final regression equations for predicting mean monthly flow had standard errors of estimate ranging from 3 to 42 percent, with an average standard error of 13.5 percent. A linear prediction equation was found to give the best results for drainage basins larger than 150 square miles, while a logarithmic equation gave best results for basins of less than 150 square miles in area. A simple linear relationship was also established between mean monthly flow and the standard deviation of monthly flow. A test on an independent sample indicated that the monthly estimates of standard deviation made using the simple linear relations were comparable to those reported by others using equations containing physiographic and meteorological parameters. Equations were also developed to forecast monthly streamflow for Oregon coastal streams. When observed rainfall for the current month was used, the average standard error of the forecast equations was 18 percent. The use of the National Weather Service's 30-day precipitation outlooks in forecasting monthly streamflow was also investigated. The results showed that the forecasts based upon the 30-day outlook precipitation were worse than those based upon median historical precipitation. It was suggested that the monthly streamflow forecast equations could best be applied on a probability basis. / Graduation date: 1974

Thesis (M.S.)--Oregon State University, 1968. / Typescript (photocopy). Includes bibliographical references (p. 42-45). Also available on the World Wide Web.

Thesis (Ph.D.)--Kent State University, 2009. / Title from PDF t.p. (viewed Nov. 16, 2009). Advisor: Mark Kershner. Keywords: crayfish; stream; predation; current velocity; water depth; grain size; resource competition. Includes bibliographical references.

Thesis (M.S.)--Oregon State University, 2010. / Printout. Includes bibliographical references (leaves 114-123). Also available on the World Wide Web.

Thesis (M. Phil.)--University of Hong Kong, 2010. / Includes bibliographical references (leaves 169-192). Also available in print.

Thesis (M.S.)--Oregon State University, 2002. / Typescript (photocopy). Includes bibliographical references (leaves 79-83). Also available on the World Wide Web.

Thesis (M. Sc.)--University of Hong Kong, 2002. / Includes bibliographical references (leaves 65-68).

Stable channel design is a very important element in many water resources projects. Both bed and bank stability are necessary design criteria. The channel is designed for some critical flow rate and sediment load, where the bank erodibility, sediment size distribution, and channel resistance to flow are imposed conditions. For these conditions the stable channel width, depth, and slope are predicted. Earlier studies by Lacey, Blench, and others related the channel dimensions to the flow rate as a power function. In Blench's study the coefficient of the function was dependent on the nature and charge of the bed material, and the erodibility of the sides, while the exponent was a constant. This study extends the power function equation relationship. The width, depth, and width/depth ratio were considered functions of the flow rate, and the coefficients and exponents were both found to be dependent on the sediment concentration and the bank erodibility. The tractive force method was used in this analysis. A set of design graphs were determined from simultaneous solutions of the Manning and Laursen equations. From the graphs design equations were formulated. Some simple example problems were solved using this method. In the analysis the bank erodibility (maximum permissible bank shear) needed to be quantified. Experiments were performed with a Preston tube to determine the shear distributions in channels with various roughness patterns. From the results the maximum bank shear could be determined as a coefficient times the maximum bed shear. When the smooth channel and rough channel were tested, the results compared well with the values used by Lane (coefficient approximately 0.76). When the banks were smooth and the bed was rough, or vice versa, the coefficient was found to be different than 0.76. More testing is considered necessary to determine if the difference is significant.

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