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M.Ing. / Grade 350W structural steel was introduced into the South African steel market to replace its predecessor 300W structural steel. 350W structural steel has a 50 MPa increase in its minimum yield strength. Currently, little or no experimental data exists that describes the behaviour of full scale 350W structural sections. No extensive comparisons between 350W and 300W, as to their structural behaviour, exist. The main aim of this investigation was firstly to determine if the minimum yield strength was fully realised throughout typical sections and if the increase in yield strength changed the yielding behaviour of the material. Secondly, the effect that the increased yield strength has on the structural resistance of axial compression members. The investigation largely consisted of an evaluation of firstly the material and then secondly the structural behaviour of full scale member sections as axial members. It was found that all the sections tested complied with the minimum specified yield strength of 350 MPa. In general, 350W hot rolled structural steel yields more gradually than 300W hot rolled structural steel. This increase is small and seems to be of little significance as far as the overall behaviour is concerned. In general, the increase in minimum yield strength from 300 MPa to 350 MPa has realised an increase in critical buckling strength well into the medium slenderness ratio region and is beneficial for members of short and intermediate lengths. The data seems to indicate that SANS 10162-1:2005 can be used with confidence when designing axial compression members in 350W hot rolled structural steel.

Thesis (Ph. D.)--Lehigh University, 2000. / Includes vita. Includes bibliographical references (leaves 681-688).

Thesis (Ph. D.)--Lehigh University, 1996. / Includes vita. Bibliography: leaves 215-219.

Thesis (Ph. D.)--University of Sydney, 2008. / Includes graphs and tables. Includes list of publications co-authored with others. Title from title screen (viewed November 28, 2008) Submitted in fulfilment of the requirements for the degree of Doctor of Philosophy to the School of Civil Engineering. Includes bibliographical references. Also available in print form.

Thesis (M.B.A.)--Boston University

Defect assessment against fracture initiated failure is carried out using fracture characterising parameters determined under quasi-static rates of loading. In practice, however, there are many instances where much higher loading rates prevail such as collision, blast and earthquake damage; and in transport. For these situations the rate sensitivity of the material to fracture should be considered. Fracture toughness tests (COD) have been conducted on C-Mn steel weld metal over a range of temperature and loading rates. The effect of increased loading rates is to reduce the crack-opening displacement whilst changing the fracture behaviour, such change being accompanied by an increase in the ductile-brittle transition temperature. Thermally activated flow is found to be the predominant mechanism governing plastic flow at intermediate strain-rates. It is then possible to evaluate the effect of strain-rate and temperature on the yield strength as a function of rate parameter kT 1n (A/ε), based on the Arrhenius equation. An attempt is presented to model the influence of temperature and loading rate on the fracture initiation toughness, COD. It may be fairly said that numerical results quite well describe the behaviour of the experimentally determined variation of COD with temperature and loading rate over the range 0.1 < K < 10⁶MPam^{1/2 s}^-1 and O < T < 500^oK. Thus, it has been demonstrated that the constitutive surface δI (T, K_I) can be produced numerically using the constitutive relation σy (ε,ε, T). Consideration of the defect sizes for engineering critical assessment showed that a significant reduction in maximum allowable defect size, bar a_max can result as a consequence of increased loading rate.

Thesis (M.S.)--Missouri University of Science and Technology, 2010. / Vita. The entire thesis text is included in file. Title from title screen of thesis/dissertation PDF file (viewed July 26, 2010) Includes bibliographical references (p. 58-59).

Thesis (Ph.D.)--Aberdeen University, 1989. / Title from web page (viewed on Mar. 4, 2010). Includes bibliographical references.

The design of steel framed buildings must take into consideration the lateral drift of the structure due to wind loading and any serviceability issues that may arise from this lateral movement. This thesis focuses on one of these issues, damage to nonstructural components. Although there are no specific requirements in the United States governing the effects of wind drift, it is an important issue which may significantly impact the buildings structural performance and economy. Furthermore, because these serviceability issues are not codified, there is a wide variation among design firms in how they are dealt with, leading to a greater economic disparity. This thesis begins with a comprehensive review of the literature that covers all pertinent aspects of wind drift in steel framed buildings. Next an analytical study of the variations in modeling parameters is performed to demonstrate how simple assumptions can affect the overall buildings stiffness and lateral displacements. A study is then carried out to illustrate the different sources of elastic deformation in a variety of laterally loaded steel frames. The different modeling variables demonstrate how deformation sources vary with bay width, the number of bays and the number of stories, providing a useful set of comparisons. To ascertain how serviceability issues are dealt with from firm to firm, a survey of the practice is developed to update the one conducted in 1988 (ASCE). In effect, the thesis is presented with the intention of suggesting and establishing a comprehensive, performance based approach to the wind drift design of steel framed buildings. / Master of Science