Direct analysis of tapered-I-section columns by one-element-per-member models with the appropriate geometric-imperfections

Generalized line-element formulations for geometrically nonlinear analysis of nonsymmetric tapered steel members with warping and Wagner effects

An experimental investigation to ultimate load-carrying capacity of a steel portal frame with tapered members was carried outThe members forming the portal frame were unde～aken plate local buckling and material plasticityThe failure mechanism,full loading load-deflection curves,occurrence and spread of plate local buckling of the members and ioints were obtained with their limit load examinedIt was found from the experimental investigation that the limit load was directly influenced by the plate local buckling and post buckling strength of the members and joints of the beam and column,and the design and detail construction of joints should be specially noticed by researchers and designersA large deflection elastic plastic plate-shell finite element analysis that can accurately reflect plate local buckling was performed and the results were compared with those obtained by using beam elements that can not reflect plate local bucklingThe influences of two main parameters,namely width-thickness ratios of web and flanges,were investigated by changing their amplitudesThe experimental and theoretical results obtained have both reached a good agreement

Experimental and theoretical investigation to uhimate load-carrying capacity of a steel portal frame with tapered members

Finite-element implementation for nonlinear static and dynamic frame analysis of tapered members

Low-cycle reciprocating loading test is applied to a tapered castellated steel member portal frame to study its seismic performance. Moreover, 52 finite element models are utilized to analyze the effects of the opening ratio of the beam web, the opening ratio of the column web, and the taper ratio of the beam on the failure mode, hysteresis curves, ductility, and energy-dissipating capacity of tapered castellated steel member portal frame. The results show that tapered castellated steel member portal frame can realize the failure mode of the plastic hinge at the beam end. The ductility coefficient of the specimen is between 4.78 and 5.49, and the maximum equivalent viscous damping coefficient is 0.146, indicating that the structure offers good ductility and energy-dissipating capacity. When the opening ratio of the castellated beam web is 60–70%, and the taper ratio of the castellated beam is less than 1.4, the structure exhibits good seismic performance. As castellated beams and columns have different stiffness values due to different web opening ratios, this study proposes an equivalent beam–column linear stiffness ratio to satisfy the seismic performance design requirement of “strong columns and weak beams” for tapered castellated steel member portal frame. A method is also devised to calculate the equivalent stiffness of tapered castellated members. Comparing the predictions of this method with experimental results reveals that its maximum error is 7.66%, indicating its high precision. It is recommended that the equivalent beam–column linear stiffness ratio of tapered castellated beam–column portal frames should be higher than 2.735. On this basis, an opening ratio of the castellated column web ranging from 50% to 70% has a negligible effect on the seismic performance of the structure. 

Study on seismic performance of tapered castellated steel member portal frame

To study on the failure model, ductility, energy dissipation capacity, structural displacement, and stiffness of the portal frame structures on the effect of earthquake force, a pseudo-static experiment with a 1/3 scaled model has been completed. Based on the test result, though the ductility and the energy consumption capacity of the structure are poor, the requirement on aseismatic bearing capacity is satisfied, because the structure suffers the smaller seismic force as the deadweight of structure is light. Built up a finite element model according to the test specimen, then performed finite element analysis, the results showed that the finite element model can be used for seismic analysis of the portal frame.

Aseismic Test and Finite Element Analysis of Light-Weight Steel Portal Frame with Tapered Members

In order to study the seismic behavior of steel portal frame structures, Cyclic loading test on a 1:3-scaled model of single-story single-bay steel portal frame with tapered members has been carried out. Based on test results, hysteretic curve, skeleton curve, stiffness degradation and transverse displacement of the structure are obtained. Meanwhile, the seismic performances of the structure are analyzed from aspects of ductility, energy consumption, stiffness degradation, bearing capacity, etc. It is concluded that ductility and energy consumption capacity of this structure are poor; because of its light weight, the structure attracts little seismic load; when portal frame structure designed according to current Chinese design codes suffers from small seismic action, it has enough seismic bearing capacity.

Experiment on the Hysteretic Behaviors of Light-Weight Steel Portal Frame with Tapered Members

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Aseismic Test and Finite Element Analysis of Light-Weight Steel Portal Frame with Tapered Members

Experiment on the Hysteretic Behaviors of Light-Weight Steel Portal Frame with Tapered Members