Thesis--University of Missouri, School of Mines and Metallurgy, 1877. / T. H. Millsaps determined to be Thomas H. Millsaps from "1874-1990 MSM-UMR Alumni Directory". The entire thesis text is included in file. Holograph [Handwritten and illustrated in entirety by author]. Title from title screen of thesis/dissertation PDF file (viewed November 21, 2008)

Thesis (Ph.D.)--University of Nebraska-Lincoln, 2009. / Title from title screen (site viewed April 22, 2010). PDF text: xx, 238 p. : ill. (chiefly col.) ; 24 Mb. UMI publication number: AAT 3386943. Includes bibliographical references. Also available in microfilm and microfiche formats.

Report (M. Engr.)--Virginia Polytechnic Institute and State University, 1994. / Vita. Abstract. Includes bibliographical references (leaves 137-138). Also available via the Internet.

Thesis (M.S.)--California Polytechnic State University, 2009. / Title from PDF title page; viewed on January 6, 2010. Major professor: Cole McDaniel, Ph.D., P.E. "Presented to the faculty of California Polytechnic State University, San Luis Obispo." "In partial fulfillment of the requirements for the degree [of] Master of Science in Architecture with a Specialization in Architectural Engineering." "November 2009." Includes bibliographical references (p. 63-64).

Thesis (Ph. D.)--Lehigh University, 2004. / Includes vita. Includes bibliographical references (leaves 408-413).

Structural reliability techniques can be employed to evaluate the fatigue performance of fracture-critical members in steel bridges. In this dissertation, two fatigue reliability formulations that can be applied for most details in steel bridges are developed. For details classified according to AASHTO fatigue categories, a limit state function related to the number of stress cycles leading to failure based on Miner’s rule is used; for details not classified according to AASHTO fatigue categories, a limit state function based on linear elastic fracture mechanics and expressed in terms of crack size and growth rate is employed. With the application of fatigue reliability analysis, a procedure for inspection scheduling of steel bridges is developed to yield the optimal (most economical) inspection strategy that meets an acceptable safety level through the planned service life. This inspection scheduling problem is modeled as an optimization problem with an objective function that includes the total expected cost of inspection, repair, and failure formulated using an event tree approach, with appropriate constraints on the interval between inspections, and a specified minimum acceptable (target) safety level. With the help of several illustrations, it is shown that an optimal inspection scheduling plan can thus be developed for any specified fatigue details or fracture-critical sections in steel bridges. A second optimal inspection scheduling procedure is formulated that takes into consideration crack detectability (or quality) of alternative nondestructive inspection techniques. This procedure based on Monte Carlo simulation of crack growth curves yields an optimal inspection technique and associated schedule for a given fracture-critical member in a steel bridge for minimum cost and a target safety level while also taking into account probability of detection (POD) data for candidate nondestructive inspection techniques. Comparisons between the reliability-based procedure and the POD-based procedure for optimal inspection scheduling are discussed. Both scheduling strategies, when contrasted with ad hoc periodic inspection programs for steel bridges, are recommended because they are rational approaches that consider the actual fatigue reliability of the bridge member and account for economy as well as safety. / text

Thesis (Ph.D.)--University of Nebraska-Lincoln, 2006. / Title from title screen (site viewed on Oct. 6, 2006). PDF text:xxiii, 306 p. : ill. ; 15.42Mb. UMI publication number: AAT 3213328. Includes bibliographical references. Also available in microfilm, microfiche and paper format.

Frequently in the engineering design economy is sacrificed because of a lack or knowledge of the behavior of the structure. Because of the lack of information on the restraint values of beam-column connections, the beam is often over designed by failing to take advantage of partial continuity. If the degree of restraint of a beam-column connection can be determined, the optimum beam moment can be derived and then an optimum or economic beam can be designed. This thesis is mainly concerned with the effective analysis and design of a particular type of semi-rigid connection between longspan joists and columns. It is also an attempt to establish a correct technique for testing full size longspan joists and column connections. Although not commonly utilized in industry, in which longspan joists most frequently are used as simple-supported beams, the longspan joists have a degree of negative moment capacity. If this negative moment capacity can be utilized, a more efficient and economical building frame can be obtained. This thesis is also an attempt to analyze and determine the magnitude of the desired negative moment capacity of four representative longspan joists. A proposed semi-rigid connection based on this negative moment capacity is designed. Then the full size representative longspan joists are assembled by the semi-rigid connections to the full size representative columns. The four test sections were fabricated and tested by the author in the Engineering Mechanic Laboratory at the Virginia Polytechnic Institute. The tests indicated that the proposed connections vere quite satisfactory. / Master of Science

This study examines punching shear failure at edge supported flat slab. Due to the significant dearth of research on punching shear at edge steel column, this study focuses on the design and performance of a novel shearhead system proposed for edge connection. By considering multi-stage processes and parameters that influence punching shear failure, both numerical and experimental studies were adopted. Firstly linear finite element analysis was employed to study the relationship between the continuous structure and the representative specimen; in order to support decisions on boundary conditions that create the similitude. A nonlinear (NLFEA) model was proposed where various concrete material constitutive models were compared and contrasted. The Total Strain crack model was adopted on the ground that it accounts for the tensile strength of cracked concrete which was ignored in previous theoretical model that lead to poor prediction of punching shear. By considering the appropriate material constitutive model for concrete and steel, material parameters, appropriate modelling scheme capable of predicting punching shear was formulated. The adopted modelling scheme was validated using previous research work. Numerical results reveal that punching shear is influenced most significantly by concrete tensile strength, fracture energy. The shearhead assembly was design with using ACI318-05 and Newzealand codes recommendations with some modifications. These are only codes that provide design guidance on shearhead. Experimental and numerical results show that the shearhead contributes appreciably to punching shear capacity of the edge connection. Various design codes on punching shear were compared; Eurocode 2 provides a good prediction of punching shear at edge support; which correlate well with experimental result. Hence, it was adopted to propose an equation for punching shear for edge connection with shearheads. Most importantly, appropriate design guidance and analytical equation have been proposed for shearhead connection. The design guidance and equation would enable practising Engineers to design shearheads without going through the rigor of experimental or numerical investigation. This study has contributed appreciably to the applicability of steel column in flat slab construction.

Thesis (Ph. D.)--University of Texas at Austin, 2002. / Vita. Includes bibliographical references.