Experimental Investigation on Seismic Behaviors of High-Performance Concrete Shear Walls of Rectangular Section


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The paper explores the failure mode, failure mechanism and deformation capacity of medium-high and low-rise shear walls. The experimental results from load-tests of 5 high-performance concrete shear walls with 1.5 and 1.0 shear span ratio indicate that the shear walls deformation capacity benefits from several bar rings like a chain along boundary element in plastic hinge zone, showing that shear wall deformation capacity design is reliable to a certain extent, in that the plastic hinge zone often influences the damage level of shear walls. With the damage at different stages, the paper divides the performance of shear wall structure into three kinds: serviceability, life-safety and collapse-prevention. Accordingly, it is proposed that the performance controlling indicators for shear wall structures is composed of storey drift ratio and the rotation of plastic hinge zone, and also provides consult values for each performance level.



Advanced Materials Research (Volumes 255-260)

Edited by:

Jingying Zhao






X. W. Liang et al., "Experimental Investigation on Seismic Behaviors of High-Performance Concrete Shear Walls of Rectangular Section", Advanced Materials Research, Vols. 255-260, pp. 2439-2443, 2011

Online since:

May 2011




[1] Liang, X.W., Deng, M.K., Zhang, X.H., et al: Experimental study on performance-based sewasmic design of high performance concrete shear wall. Journal of Building Structures (in Chinese), Vol. 28, No. 5(2007), pp.80-87.

[2] GB 50011-2001: Code for seismic design of buildings(China Architecture and Building Press, China 2001).

[3] FEMA: Pre-standard and commentary for the sewasmic rehabilitation of buildings(prepared by ASCE, Federal Emergency Management Agency Washington 2000) (DC. USA).

[4] Shao W., et al: Research on Reinforced Concrete Squat Shear Walls. Journal of Xi'an University of Architecture &technology (Natural Science Edition), Vol. 21, No. 3(1989), pp.15-23.

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