4 155 earthquake resilient structure 1 Yahya Kurama 2 Bulent Erkmen 3 Jose Restrepo 4 Brian Smith C40 HRB mm mm 125 mm 2

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1 EARTHQUAKE ENGINEERING AND ENGINEERING DYNAMICS Vol. 34 No. 4 Aug DOI /j. eeev dangxl TU375 P A Experimental study and numerical simulation of self-centering shear walls with horizontal bottom slit DANG Xiangliang LU Xilin ZHOU Ying State Key Laboratory of Disaster Reduction in Civil Engineering Tongji University Shanghai China Abstract Horizontal slits are placed symmetrically at the wall ends between the wall-foundation interface of prestressed shear walls and the concrete in the middle of the wall remains connected. Furthermore unbonded prestressed tendon is introduced inside the wall to provide self-centering ability. Testing of pre-stressed self-centering shear walls with horizontal bottom slit under cyclic loading was conducted to study the mechanic characteristic of these shear walls. Failure pattern hysteretic curves skeleton curves and energy dissipating ability were obtained from the test and the contrast was made among the normal shear wall the traditional rocking shear wall and the selfcentering shear walls with horizontal bottom slit. Furthermore numerical simulation was made for the shear wall with bottom slit. The results indicate that the shear walls with bottom slit behave with excellent self-centering ability while remain lateral load capacity as normal shear wall. And the energy dissipating ability of the new type wall is better than traditional rocking shear wall. The number and size of the cracking in the walls were largely reduced and the shear walls were protected from being damaged. And the numerical simulation results fit well with the experimental results. Key words bottom slits pre-stressed self-centering shear wall experimental study numerical simulation dangxiangliang@ gmail. com lxlst@ tongji. edu. cn

2 4 155 earthquake resilient structure 1 Yahya Kurama 2 Bulent Erkmen 3 Jose Restrepo 4 Brian Smith C40 HRB mm mm 125 mm mm SW1-1 Fig. 1 Sketch of the self-centering shear wall Fig. 2 Reinforcement details of a typical specimen SW1-1 specimen with horizontal bottom slit

3 SW0 SW1-3 1 Table 1 Parameters of specimens mm mm MPa SW0 2 SW SW SW SW SW & SW SW Fig. 3 Sketch of steel bar shear keys 4 Fig. 4 Sketch of test setup SW kn SW kn 1 mm % 8 SW0 SW0 8 mm

4 SW0 SW1-1 SW1-3 SW1-1 SW0 SW1-1 SW mm θ = 1 / mm θ = 1 /58 Fig. 5 Cracks of specimens at 40 mm displacement θ = 1 /58 6 Fig. 6 Failure pattern of specimens

5 SW0 7 Fig. 7 Hysteretic curves SW0 2 9 SW a SW1-1 SW0 SW1-1 3 SW1-2 SW1-3 SW1-1 8 b

6 4 159 SW2-2 SW1-1 SW2-2 8 c SW3-2 8 Fig. 8 Skeleton curves S BEDF h e = 1 2πS OAB + S OCD S BEDF 9 a S OAB S OCD 9 b c d Fig. 9 9 Equivalent viscous damping coefficient

7 b 9 c SW2-1 SW2-2 SW1-1 SW2-2 9 d 4 ABAQUS 7 7 Truss 7 Hard contact cohesive behavior 10 Fig The contrast of skeleton curves between experiment and simulation

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