对高规剪力墙偏心受压正截面承载力计算公式的讨论  

Discussion on the calculation formula of eccentric compression capacity about shear wall in code for tall buildings

作　　者：韩文龙[1] 周剑[2] Han Wenlong Zhou Jian(Department of Civil Engineering, Tsinghua University, Beijing 100084, China Architectural Design and Research Institute of Tsinghua University Co., Ltd., Beijing 100084, China)

机构地区：[1]清华大学土木工程系,北京100084 [2]清华大学建筑设计研究院有限公司,北京100084

出　　处：《建筑结构》2017年第4期7-11,共5页Building Structure

摘　　要：《混凝土结构设计规范》(GB 50010—2002)给出了沿截面腹部均匀配置纵向钢筋的钢筋混凝土构件偏心受压正截面承载力计算方法,《高层建筑混凝土结构技术规程》(JGJ 3—2002)在此基础上提出了简化的剪力墙偏心受压正截面承载力计算公式,但JGJ 3—2002、JGJ 3—2010在截面有效高度h_(w0)、小偏压情况下受拉区端部钢筋应力σ_s、相对界限受压区高度ξ_b、轴向压力作用点至受拉钢筋合力点距离e等参数取值存在一些问题,结合理论分析提出了相应的修正方法。算例分析表明,提出的修正方法计算得到的N_u-M_u相关曲线与GB 50010—2010、RESPONSE-2000计算结果吻合较好。Code for design of concrete structures（ GB 50010—2002） provides a approximate method to calculate the normal section compressive load-bearing capacity of concrete eccentric compression member with longitudinal steel reinforcements uniformly provided along web of sections. On this basis,Technical specification for concrete structures of tall building（ JGJ 3—2002） proposes a simplified method. But there are some problems about the effective depth of section h_（w0）,the stress of steel reinforcement in the tension side σ_s,the relative depth of limiting compression zone ξ_band the distance e between acting point of axial compressive force and point for resultant of forces of tensile longitudinal steel reinforcements in JGJ 3—2002、JGJ 3—2010. Possible corrections about these parameters were proposed. The examples indicate that the N_u-M_u curves calculated by the suggested method based on the corrections accord well with the method in GB 50010—2010and RESPONSE-2000.

关 键 词：钢筋混凝土剪力墙 偏心受压承载力 高规 Nu-Mu相关曲线 

分 类 号：TU375[建筑科学—结构工程] TU317