Research On The Seismic Performance Of Shear Wall Structures On The Basis Of Member Deformation

The current Code for seismic design of buildings[1]（GB50011-2010）continuestousethestructural seismic design method of ‘Three-level precaution, two-stage design’. Base onmember reinforcement under the frequent earthquakes and corresponding structural measures,structures designed by this method can keep unfallen even under severe earthquakes in mostcases, but the damage of the structures are not known exactly. As performance-based seismicdesign method of buildings develops, many disadvantages of the old design method appear.How to evaluate the seismic performance of structures to make up for the shortcomings of thecurrent design method is becoming an important problem that must be solved for PBSD. Basedon the deformation capacity of members, we can get the truly damage conditions and the actualseismic capacity of the structures designed with the current codes, then we can test the seismicmeasures in the current codes, and give some means or methods for the idea of PBSD.Based on the nonlinear time-history analysis and performance evaluation of structures inPERFORM-3D, seismic performance of shear wall structures designed with the current codesare studied in this article, including the following items:1. Based on the PBSD idea, lots of existing research productions and earthquake damageexamples are gathered, shortcomings of the current structure design method are pointed out,and then a judging criterion and corresponding evaluation method for the seismic capacity ofshear wall structures based on member deformation are proposed.2. According to the current codes,27shear wall structure models, which covered that indifferent site classification, seismic fortification intensity and structural height, are designed.Elastic-plastic dynamic analysis are conducted in PERFORM-3D for the27models, and thenthe seismic performance of these models are evaluated. On the basis of the results, theconclusion is drawn that the structures designed with the characteristic site period of0.35s and0.45s fulfilled the seismic performance that required in this article, but the structures designedwith characteristic site period of0.65do not.3.Elastic-plastic dynamic analysis is conducted for the structure models that designed with the characteristic site period of0.35s and0.45s by the method of incremental dynamic analysismethod, the seismic capacity reserves of these shear wall structures are studied with the judgingcriterion of seismic performance proposed in this article, and then the conclusion is drawn thatthe seismic capacity margin ratio（SSCMR）of these shear wall structures were between1.2~1.4or even greater, which indicated that shear wall structures designed with the characteristic siteperiod of0.35s and0.45s have some capacity reserves to resist severe earthquakes that arestronger than the corresponding rare ones.