5. Conclusions

1) The overall deformation form of shear wall is mainly the shearing deformation, and the deformation form of column between slits is mainly the flexural deformation. After the specimens yield at the both end of column between slits, the buckle out-of-plane appears, and finally the instability failure appears. The instability form includes the overall instability of the wall and the torsion instability of column between slits;

2) When the interlamination displacement of two specimens is 50 mm (shift angle of interlamination is about 1/50), there is no obvious deterioration of load-bearing capacity; and when the interlamination displacement is 70 mm (shift angle of interlamination is about 1/36), the specimen shows very good ductileness; Meanwhile, two specimens show very excellent dissipation energy capacity to meet the practical requirement in engineering.

3) The initial stiffness value measured from the specimen in the test is relatively smaller when compared with the calculated results from existing formulation; the value of the yield bearing capacity and ultimate bearing resistance is relatively colse to the formulation value, so the existing formulation have certainty practicability.

References

1 JGJ 101-96 Specification of Testing Methods for Earthquake Resistant Building

2 Toko Hitaka, Chiaki Matsui Experimental Study on Steel Shear Wall with Slits. Journal of Structural Engineering 2003 VOL.129 NO.5

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