In this study, refined finite element models of concrete filled steel tubular long columns with length diameter ratio (L/D) of 50 were established, and their dynamic responses under a rigid-body impact were explored. It is found that the form of impact load is only related to and can be predicted from the impact velocity of the rigid-body. The change of axial stress and strain with time is synchronous with that of the impact load. Furthermore, the variation characteristics of axial stress and strain with time are mainly related to the initial velocity of the rigid-body.
The steel plate–concrete composite shear wall (SPCSW), having been widely applied to several super high-rise buildings, is currently regarded as a new type of lateral load-resisting structure. The SPCSW design does not consider the connection to the surrounding structure, normally envisaged as a buttweld connection, while the fishplate lap connection tends to be applied in construction. To explore the fishplate lap connection to achieve the performance standard of SPCSW, in this paper, an SPCSW with a fishplate connection is modeled using ABAQUS to investigate the hysteretic behavior under constant axial force and horizontal cyclic loads. Through the hysteresis curve and a load–displacement skeleton curve, the effects of fishplate thickness and lap length on its hysteretic behavior are studied. The results show that increasing the fishplate thickness contributes to a slight increase in the bearing capacity and energy dissipation and has little influence on stiffness degradation. When the fishplate thickness is more than half the steel plate thickness, the strength and energy dissipation of an SPCSW with a fishplate connection can reach the level of an SPCSW without a fishplate connection. The bearing capacity and stiffness of the SPCSW increase with the increase in lap length. When the lap length is greater than 50 mm, the strength, stiffness and energy dissipation capacity of an SPCSW with a fishplate connection are superior to those without fishplate connections. Finally, engineering suggestions on fishplate connections are put forward.
Mortise and tenon joint is a common connection way of ancient Chinese timber structure. On this basis, in order to explore for a new type of mortise and tenon joint suitable for steel structure, the finite element model of a new type of steel mortise and tenon joint was established to simulate the whole behavior of it under tensile force and bending moment by using ABAQUS software. In this way, the effects of tenon number, tenon height and tenon width on the maximum local Mises stress, area of plastic stress region, tensile and flexural properties were discussed. The results show that the maximum local Mises stress, area of plastic stress region, tensile and flexural properties of the new steel mortise and tenon joint are significantly affected by the tenon number and height, while the tenon width has little effect on these properties. When the tenon number is 4, the tenon height is 15mm, and the tenon width is 5mm, the new steel mortise and tenon joint has the best mechanical performance, and the steel consumption is relatively lower.
Using finite element method to study the influence of geometric imperfections and welding deformation on the global stability of orthogonal mixed with oblique single-layer reticulated shells. The initial imperfection values of different geometries and the effects of welding residual deformation on the global stability of the ultimate bearing capacity of the structure are compared, and the difference between the instability modes of the two kinds of reticulated shells in the structure is analysed. It is shown that the residual welding deformation almost has no impact on the ultimate bearing capacity of the structure, and the initial geometric imperfections with the first buckling mode have a more obvious effect on the stability of the shell. The rigidity of the orthogonal single-layer reticulated shell is greater than that of the oblique. The deformation of the oblique single-layer reticulated shell is always greater than that of the orthogonal shell in the middle of the shell span or the position of the support.
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