| The linked column bracing frame is a new seismic structural system,which is suitable for high-rise buildings in high intensity area.The structure has a good timing damage in the earthquake.The response of the structure can be divided into three stages under the earthquake: elastic stage,fast recovery stage and anti collapse stage.In fast recovery stage the structure damage happens only on the links.By replacing the damaged links,the structure can achieve the purpose of rapid recovery of the use.This paper gives some quantitatively design suggestions about the linked column bracing frame after doing the work listed below :1)Establish numerical example model by SAP2000 and extract the bottom three layers of the linked column bracing frame as finite element analysis model.Establishing the finite element model by ABAQUS to analyse hysteretic performance of the structure.Two models which links are bolted or welded are compared by its hysteretic behavior.The analysis results show that the linked column bracing frame has a good hysteretic behavior and the connection mode of links have little influence on its seismic performance.2)By comparing the hysteretic behavior of the specimens designed by different bracing internal force magnification factors,it is concluded that the linked column bracing frame has a good hysteretic behavior when the bracing internal force amplification factor is1.4.3)From the perspects of the plastic energy dissipation of the structure and plastic damage state under cyclic loading,it is concluded that when the bracing internal force amplification factor is 1.4 the structure's fast recovery stage in which links can be replace is the range of 1/ 550~1/140 which is measured by the maximum story drift angle.4)The rationality of the bracing internal force amplification factor and replace range are verified by the Pushover analysis of two examples of the linked column bracing frame which are designed by the bracing internal force amplification factor of 1.0 and 1.4. |
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