Stability of steel frames by the transfer matrix method
Stability of steel frames by the transfer matrix method
In this thesis, the developed stability analyses of unbraced rectangular steel structures are based on the transfer matrix technique. The elastic stability of rigidly-connected structures was considered first and the analysis, implemented on a microcomputer using FORTRAN-77, is based on the direct iterative technique. Then the formulation was extended to account for the effect of flexibility at beam-column connections, and the finite width of the connection. The connection behaviour was modelled linearly, as well as non-linearly, the latter being a more realistic representation of the physical model. The problem with the linear model was solved using the direct iterative as well as the linear incremental method, while for the non-linear model the problem was solved applying the linear incremental technique. The efficiency, effectiveness and accuracy of the transfer matrix technique in solving the elastic stability problem was confirmed by comparison of the results obtained with other previously found, experimentally and analytically. Comparisons were also made with the results obtained from an available finite element software, ANSYS. Excellent agreement was achieved. The formulation of the inelastic instability problem for a rigidly-connected structure was also developed and implemented on the computer. An approach which differs from any other conventional second-order elastic-plastic analysis was adopted. The plastic hinge in the stanchion was assumed to form a small finite distance from its end, equal to half the girder depth. The solution of the elasto-plastic problem is based on the linear incremental technique. The approach presented is relatively simple and has given very good results for the analyzed frames compared with other predictions.
University of Southampton
1992
Kameshki, Esmat Saleh
(1992)
Stability of steel frames by the transfer matrix method.
University of Southampton, Doctoral Thesis.
Record type:
Thesis
(Doctoral)
Abstract
In this thesis, the developed stability analyses of unbraced rectangular steel structures are based on the transfer matrix technique. The elastic stability of rigidly-connected structures was considered first and the analysis, implemented on a microcomputer using FORTRAN-77, is based on the direct iterative technique. Then the formulation was extended to account for the effect of flexibility at beam-column connections, and the finite width of the connection. The connection behaviour was modelled linearly, as well as non-linearly, the latter being a more realistic representation of the physical model. The problem with the linear model was solved using the direct iterative as well as the linear incremental method, while for the non-linear model the problem was solved applying the linear incremental technique. The efficiency, effectiveness and accuracy of the transfer matrix technique in solving the elastic stability problem was confirmed by comparison of the results obtained with other previously found, experimentally and analytically. Comparisons were also made with the results obtained from an available finite element software, ANSYS. Excellent agreement was achieved. The formulation of the inelastic instability problem for a rigidly-connected structure was also developed and implemented on the computer. An approach which differs from any other conventional second-order elastic-plastic analysis was adopted. The plastic hinge in the stanchion was assumed to form a small finite distance from its end, equal to half the girder depth. The solution of the elasto-plastic problem is based on the linear incremental technique. The approach presented is relatively simple and has given very good results for the analyzed frames compared with other predictions.
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Published date: 1992
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Local EPrints ID: 461290
URI: http://eprints.soton.ac.uk/id/eprint/461290
PURE UUID: c2441425-135d-4ed1-8fb4-828c92777f58
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Date deposited: 04 Jul 2022 18:42
Last modified: 04 Jul 2022 18:42
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Author:
Esmat Saleh Kameshki
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