建筑结构学报2017，Vol.38Issue(9)：10-19,10.DOI:10.14006/j.jzjgxb.2017.09.002
型钢自密实混凝土叠合剪力墙恢复力模型
Experimental study on restoring force model of self-compacting concrete composite shear walls with profile steel
摘要
Abstract
In order to study the seismic behavior and restoring force characteristics of serf-compacting concrete (SCC) composite shear walls with profile steel,quasi-static tests were carried out on one steel reinforced concrete shear wall and five SCC composite shear walls with profile steel.Based on the skeleton curves that were extracted from the test,it was proposed that the skeleton curve model can be simplified into a three-linear skeleton curve model which was characterized by yield point,peak load point and ultimate point.The formula to calculate parameters of top displacement,load and stiffness of yield point,peak load point and ultimate point were recommended by experimental phenomena and theoretical analysis.The rules of stiffness degradation were proposed through the regression analysis of hysteretic loops that were extracted from the test.The restoring force model that can be applied to SCC composite shear walls with profile steel was accordingly proposed based on skeleton curve model and the rules of stiffness degradation presented before.The restoring force model was validated by the comparisons with skeleton curves and hysteretic loops from the test.The results show that the calculated skeleton curve and hysteretic loops agree well with the experimental results.This model can well reflect the restoring force characteristics of SCC composite shear walls with profile steel,which can be used to calculate the load-displacement hysteretic curve of SCC composite shear walls with profile steel mainly failing in bending under earthquake action.关键词
型钢混凝土剪力墙/自密实混凝土/叠合剪力墙/拟静力试验/恢复力模型Key words
steel reinforced concrete shear wall/self-compacting concrete/composite shear wall/quasi-static test/restoring force model分类
建筑与水利引用本文复制引用
宋祥,叶燕华,张诗浩,孙锐..型钢自密实混凝土叠合剪力墙恢复力模型[J].建筑结构学报,2017,38(9):10-19,10.基金项目
国家自然科学基金项目(51178218). （51178218）
