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

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

The oil–gas separation characteristics of ceramic/Teflon AF2400 composite membrane

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

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

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

In order to expand the applications of cold-formed thin-walled steel structures, this study proposes a new type of composite wallboard composed of cold-formed thin-walled C-shaped steel and multi-layer concrete, in which C-shaped steel serves as the skeleton, foam concrete acts as the thermal insulation material, and fine aggregate concrete and cement mortar play the part of envelopes. The composite wallboard can be made in a factory assembly line, meeting the requirements of the building (civil and structural) industry. Two steel-frame composite wallboard shear walls were subjected to reciprocating loading, with the connection mode as the design parameter, to investigate the seismic performance of the structure. The failure mode, hysteresis curve, skeleton curve, strength degradation, stiffness degradation, ductility, and energy dissipation capacity of the specimens were analyzed. On this basis, the finite element (FE) model of the steel-frame composite wallboard was established, and the model’s accuracy was verified by comparing the bearing capacity and the skeleton curve. Results show that the structure shows shear failure characteristics, and the cement mortar layer and the fine aggregate concrete layer are separated from the C-shaped steel after being crushed. The infilled foam concrete is also crushed, and the welding seams between the extended C-shaped steel and steel frame of the WP-1 specimen are damaged. The hysteresis curves of the two specimens have a clear pinch, but the area enclosed by the hysteresis loop is large, and the energy dissipation capacity is also present. The yield load and ultimate load of the WP-2 specimen are higher than those of the WP-1 specimen, indicating that the higher the connection strength between the composite wallboard and the steel frame, the greater the ultimate carrying capacity of the specimen. The established FE model can accurately estimate the seismic performance of steel-frame composite wallboard shear walls.

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Zhen Shan Wang

Papers

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

Experiments and Numerical Simulations on the Seismic Performance of Steel-Frame Composite Wallboard Shear Walls