Abstract
In order to investigate the mechanical behavior and deformation characteristic of dual-angle steel with cruciform section, this paper presents a series of dynamic compression tests performed on the compound members. The specimens are designed with different width-to-thickness ratios and slenderness ratios. The cruciform plates are used as interconnectors between two components, with three or four bolts connecting each face and angle limb. The experimental results indicate that the failure mode of core members is a mixture of flexural buckling and local instability. The internal force distribution of two sub-members is asymmetric, with the ratios varying from 1.04 to 1.31. A simplified finite element model is then developed to stimulate their experimental behavior. The analytical model is verified by experimental results and proved to be precise and reliable. Moreover, the theoretical analysis is performed to investigate the critical stresses due to different buckling modes. The bearing capacity predicted by Chinese standard is proved to be not conservative, on this basis, a modified design approach is proposed, and the design capacities fit the test data well.
Highlights
Due to the development of the power grid and the promotion of loading criterion, increasing amount of high-capacity, high-voltage and multi-loop transmission lines have been constructed
Q420 dual-angle steel has been applied in a large amount of transmission lines, including 500 kV, ±800 kV and 1000 kV ultra-high voltage lines, and manufacturers have gained a lot of experiences in processing such products
This paper presents a series of dynamic compression tests on twelve groups of specimens with different slenderness ratios and width-to-thickness ratios
Summary
Due to the development of the power grid and the promotion of loading criterion, increasing amount of high-capacity, high-voltage and multi-loop transmission lines have been constructed. These impose greater loads on latticed steel towers, both dead loads and wind loads. The lattice towers are usually assumed to follow the ideal elastic truss model In such a model, the members are pin-jointed and concentrically loaded. The effect of joint slippage on loading capacity of steel towers was studied by Fong et al [8]. The study concluded that the effect of joint slippage on the bearing capacity was determined by the magnitude of the applied vertical load and the associated failure mode. A modified design approach for the bearing capacity of the compound members is proposed
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