Typescript, etc. / Digitized by Kansas Correctional Industries

The research on headed stud connections described in this dissertation forms a part of an overall objective of predicting the behaviour of precast concrete panel buildings under earthquake loads. Existing laboratory test data and current design procedures of headed stud connections are briefly reviewed. It is postulated that shear loads are transmitted via a connection to the surrounding concrete by three distinct mechanisms: 1. friction between faceplate and concrete 2. bearing of end of faceplate on concrete 3. interaction between studs and concrete Tests on laboratory models designed to isolate individual aspects of these mechanisms confirm that all three exist. Friction forces between faceplate and concrete are small in comparison with the remaining forces acting in a connection, particularly under cycled loading. Bearing of the end of the faceplate on concrete and interaction between studs and surrounding concrete are shown to be the main contributions to the total load carried by a connection. A simple analytical model is presented for the prediction of the ultimate shear load capacity of a connection and a computer algorithm is proposed for the prediction of the load versus deflection behaviour of a connection under both monotonic and cyclic conditions. Existence of the three mechanisms whereby a connection transfers applied shear forces to the surrounding concrete contradicts the shear friction equation which is currently used in the design of connections. The analytical equations developed in the investigation indicate that the strength of a connection is directly dependent upon the strength of the surrounding concrete, as opposed to the expression for shear friction, which does not contain concrete strength as a variable. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

Thesis (M.E.)--University of Canterbury, 2008. / Typescript (photocopy). Includes bibliographical references. Also available via the World Wide Web.

Thesis (M.E.)--University of Canterbury, 2006. / Typescript (photocopy). Includes bibliographical references. Also available via the World Wide Web.

Thesis (M.Phil.)--Hong Kong University of Science and Technology, 2008. / Includes bibliographical references (leaves 104-106). Also available in electronic version.

Thesis (Ph. D.)--Lehigh University, 1997. / Includes vita. Includes bibliographical references (leaves 450-455).

Thesis (Ph. D.)--Lehigh University, 2004. / Includes vita. Includes bibliographical references (leaves R1-R7).

Thesis (Ph. D.)--University of Texas at Austin, 2000. / Vita. Includes bibliographical references (leaves 556-561). Available also in a digital version from Dissertation Abstracts.

Thesis (MScEng)--University of Stellenbosch, 2008. / Bibliography. Also available via the Internet.

The object of this thesis is twinfold. Firstly, to study and check the effective width requirements recommended by different committees¹ for the design of ribbed precast concrete load bearing walls. Secondly, to rationalize the practice of the designing of the precast prefabricated components of any general polygonal shape. The recommendations regarding the minimum thickness of a thin wall, the effective width, etc., have been specified for some cases in code books and other tentative specification books², in the form of rules of thumb. In these rules of thumb, several parameters which may be of significance, such as dimensions of the rib itself, are not taken into account. A finite element approach has been adopted to investigate various combinations of these parameters, as well as the effects of different boundary conditions. Similar problems arise also in the cases of T-beams, L-beams and design of aircraft structures, in which a stressed skin is mounted on ribs, which are assembled in the form of a space frame. So far interaction curves have been made available in some design books only for the prestressed concrete member having rectangular cross-sections and for any other shape, approximations are made, such as making a rectangular section having an equivalent area or having the same moment of inertia or section modulii, etc. But this practice seems very irrational especially in the case of precast components which are always produced in a factory on a mass scale. A computer program has been written which can give the interaction curve for the member of any polygonal shape. 1. DRAFT 3: Of PCI Committee, 'Recommendations for Prestressed Bearing Wall Design.' 2. 'Symposium on Precast Concrete Wall Panels.' Publications ACI, SP-11, Second Printing 1966, pp. 39-44. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate