Thesis (M.E.)--University of Adelaide, Dept. of Civil Engineering, 1974.

Thesis (M.S.)--Missouri University of Science and Technology, 2008. / Vita. The entire thesis text is included in file. Appendixes B and C are on files. Title from title screen of thesis/dissertation PDF file (viewed January 21, 2009) Includes bibliographical references (p. 152-159) and appendixes.

Thesis (M.S.)--Florida State University, 2004. / Advisor: Dr. T.N. Krishnamurti, Florida State University, College of Arts and Sciences, Dept. of Meteorology. Title and description from dissertation home page (viewed Aug. 26, 2004). Includes bibliographical references.

Thesis (Ph. D.)., Memorial University of Newfoundland, 1998. / Bibliography: leaves 193-201.

Thesis (Ph. D.)--Florida State University, 2006. / Advisor: James B. Elsner, Florida State University, College of Social Sciences, Dept. of Geography. Title and description from dissertation home page (Sept. 19, 2006). Document formatted into pages; contains x, 90 pages. Includes bibliographical references.

Thesis (M.S.)--Ohio University, November, 2005. / Title from PDF t.p. Includes bibliographical references (p. 156-162)

Thesis (Ph. D.)--West Virginia University, 2007. / Title from document title page. Document formatted into pages; contains xv, 227 p. : ill. (some col.), col. maps. Includes abstract. Includes bibliographical references (p. 194-211).

Most of the research was sponsored by the U.S. Geological Survey.

Climate models have anticipated higher future extreme precipitations and streamflows for various regions. Urban stormwater facilities are vulnerable to these changes as the design assumes stationarity. However, recent climate change studies have argued about the existence of non-stationarity of the climate. Distribution method adopted on extreme precipitation varies spatially and may not always follow same distribution method. In this research, two different natural extremities were analyzed for two separate study areas. First, the future design storm depth based on the stationarity of climate and GEV distribution method was examined with non-stationarity and best fit distribution. Second, future design flood was analyzed and routed on a river to estimate the future flooding. Climate models from North American Regional Climate Change Assessment Program (NARCCAP) and Coupled Model Intercomparison Project phase 5 (CMIP5) were fitted to 27 different distribution using Chi-square and Kolmogorov Smirnov goodness of fit. The best fit distribution method was used to calculate design storm depth as well as design flood. Climate change scenarios were adopted as delta change factor, a downscaling approach to transfer historical design value to the climate adopted future design value. Most of the delta change factor calculated were higher than one, representing strong climate change impact on future. HEC-HMS and HEC-RAS models were used to simulate the stormwater infrastructures and river flow. The result shows an adverse effect on stormwater infrastructure in the future. The research highlights the importance of available climate information and suggests a possible approach for climate change adaptation on stormwater design practice.

Reservoir spillways are designed to pass extreme flood events without significant damage. For Category A dams in the UK (whereby a breach will endanger lives in a community), designs are based on the Probable Maximum Flood (PMF) arising from the critical duration Probable Maximum Precipitation (PMP). This may occur in the winter, coupled with snowmelt, or in the summer when more heat for convection is available. This thesis details an analysis of 20 extreme rainfall events which occurred in the UK in the past 15 years and were observed by radar. Storm efficiencies have been determined in a Lagrangian frame of reference for these events and used as input into a storm model to determine the corresponding PMP. Results show that while the peak rainfall rates are somewhat less with the storm model than suggested by the NERC FSR (current UK guidelines), the overall volume of rainfall is slightly greater resulting in differences in the maximum storage requirement of the reservoir.