دانلود رایگان مقاله انگلیسی مطالعه تجربی بر روی رفتار لرزه ای یک دیوار برش کامپوزیتی نوآورانه - الزویر 2018

abstract

To improve the strength and ductility of the core walls in high-rise buildings which would be subjected to combined high axial compressive force and bending moment during the earthquake, an innovative concrete filled double-skin steel-plate composite (CFDSC) wall is proposed. The CFDSC wall is composed of the concrete filled double-skin steel-plate wall body with transverse stiffeners, vertical diaphragms and distributed batten plates welding on the internal surface of the double steel plates, and the concrete filled steel tube (CFST) columns including a pair of CFST columns positioned at the end of the cross section as boundary elements and an additional one located in the central section of the wall. Five CFDSC wall specimens were tested under constant axial compressive force and lateral reversed cyclic loading to investigate the seismic behaviour of the wall considering the effect of axial force ratio and shear span ratio. The favourable seismic performance of the CFDSC walls was demonstrated in the test. No serious pinching effect was observed on the hysteresis curves of all the specimens. The drift ratios corresponding to the ultimate stage were recorded as being in the range from 1/67 to 1/30 and the ductility coefficients were varied from 4.50 to 8.22. The experimental results manifest that the CFDSC walls have great energy dissipation capacity. Formulae for calculating the lateral load-carrying capacity of the CFDSC wall, taking the confinement effects from steel plates into account, were proposed. The results calculated by the proposed method show good agreement with the experimental results.

Conclusions

This paper presented an innovative composite shear wall consisting of the concrete filled double steel plate wall body and CFST boundary columns, in which the double steel plates are divided into compartments by continuous longitudinal steel diaphragm, and the transverse stiffeners and distributed batten plates were welded on the steel plate of the wall body to strengthen the composite wall. The seismic behaviour of the composite shear wall was evaluated by cyclic tests. The following conclusions can be drawn based on the results from this study:

(1) All specimens experienced similar damage process including local buckling of steels before the peak load, and subsequent fracturing of the steel faceplates and the boundary CFST columns at the post-peak stage. For the specimens whose shear span ratio are equal or N1.64, local buckling of the steels occurred in the region of 0.3H from the bottom of the wall and the wall specimens were failed by flexural mode. For the specimen whose shear span ratio is 1.14, the buckling position of the steels moved up to position that is close to the mid-height of wall and the specimen was failed by flexure-shear mode.

(2) Little serious pinching effect was observed on the hysteresis curves of all the specimens in which the drift ratios corresponding to the ultimate stage were in the range from 1/67 to 1/30 and the ductility coefficients were varied from 4.50 to 8.22, which states great seismic capacity of the CFDSC walls.