填充墙对框架结构抗侧刚度的影响分析
|
摘要
建立12个带填充墙的10层框架结构有限元模型,研究不同地震波作用下填充墙的材料、空间布置、各层墙数量等因素对结构抗侧刚度的影响。分析表明:填充墙分别采用标准砖、空心砖、加气混凝土砌块时,"薄弱层"刚度突变的影响逐渐减小,但不宜忽略不计;某层填充墙截面面积与其相邻上层填充墙截面面积之比γw≤45%时,应将该层视为薄弱层,实际设计过程中建议γw最小取60%;在数值分析基础上,提出了考虑填充墙影响的框架结构层间抗侧刚度计算模型。
Twelve finite element models of a ten-story frame structure were set up to investigate the influences on its horizontal stiffness of the filled wall under different seismic waves.The main influential factors included the wall’s material,its spatial arrangement,and its quantity in every story.Results indicate that from standard brick to hollow brick and aerated concrete block,the effect on changing stiffness of filled wear’s materials becomes smaller and smaller,but it’s influences cannot be ignored.When the cross-section ratio of first layer’s filled wall to next layer’s filled wall is smaller than 45%,the layer should be treaded as weak layer.The cross-section ratio can be equal or greater than 60% in design.Based on numerical analysis,the formulas for calculating horizontal stiffness are presented,on which the influences of filled wall are given.
Twelve finite element models of a ten-story frame structure were set up to investigate the influences on its horizontal stiffness of the filled wall under different seismic waves.The main influential factors included the wall’s material,its spatial arrangement,and its quantity in every story.Results indicate that from standard brick to hollow brick and aerated concrete block,the effect on changing stiffness of filled wear’s materials becomes smaller and smaller,but it’s influences cannot be ignored.When the cross-section ratio of first layer’s filled wall to next layer’s filled wall is smaller than 45%,the layer should be treaded as weak layer.The cross-section ratio can be equal or greater than 60% in design.Based on numerical analysis,the formulas for calculating horizontal stiffness are presented,on which the influences of filled wall are given.
引文
[1]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组,等.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.
[2]张泽平,李珠,刘元珍.免拆保温墙模带缝剪力墙体系的抗震动力分析[J].工程力学,2008,25(3):113-119.
[3]汪颖富.底层框架抗震墙砖房第二层与底层侧移刚度比控制分析[J].工程抗震,1997(1):13-16.
[4]杨佑发,邹银生.底部两层框剪砖房层间侧移刚度比的合理取值[J].力学季刊,2003,24(1):129-134.
[5]薛建阳,赵鸿铁,杨勇.底部两层框架-抗震墙砌体房屋的动力计算模型及侧向刚度控制[J].力学季刊,2002,23(4):583-587.
[6]郑山锁.底部框架-抗震墙砖房框剪层抗震墙数量的合理确定[J].工业建筑,2001,3l(5):23-26.
[7]郑山锁,杨勇.底部两层框架-抗震墙砖房抗震能力的分析方法与设计控制[J].工业建筑,2002,32(3):32-35.
[8]GB 50011—2010建筑抗震设计规范[S].
[9]GBJ 11—89建筑抗震设计规范[S].
[10]JGJT 13—94设置钢筋混凝土构造柱多层砖房抗震技术规程[S].
[2]张泽平,李珠,刘元珍.免拆保温墙模带缝剪力墙体系的抗震动力分析[J].工程力学,2008,25(3):113-119.
[3]汪颖富.底层框架抗震墙砖房第二层与底层侧移刚度比控制分析[J].工程抗震,1997(1):13-16.
[4]杨佑发,邹银生.底部两层框剪砖房层间侧移刚度比的合理取值[J].力学季刊,2003,24(1):129-134.
[5]薛建阳,赵鸿铁,杨勇.底部两层框架-抗震墙砌体房屋的动力计算模型及侧向刚度控制[J].力学季刊,2002,23(4):583-587.
[6]郑山锁.底部框架-抗震墙砖房框剪层抗震墙数量的合理确定[J].工业建筑,2001,3l(5):23-26.
[7]郑山锁,杨勇.底部两层框架-抗震墙砖房抗震能力的分析方法与设计控制[J].工业建筑,2002,32(3):32-35.
[8]GB 50011—2010建筑抗震设计规范[S].
[9]GBJ 11—89建筑抗震设计规范[S].
[10]JGJT 13—94设置钢筋混凝土构造柱多层砖房抗震技术规程[S].
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心