底层框架-抗震墙砌体房屋强震破坏模式及影响因素分析
|
摘要
规范对底层框架-抗震墙砌体房屋在强震中引导的破坏模式不够明确,抗整体倒塌性能不易控制。基于震害现象总结了底框结构的典型破坏模式,分析了影响破坏模式的主要因素,探讨了底框结构的合理破坏模式。通过算例分析考察了抗侧刚度比和屈强比对底框房屋结构的抗震性能及破坏模式的影响规律。结果表明:强震宜引导底框层作为薄弱部位耗能;刚度比和屈强比是影响底框房屋破坏模式的主要因素,刚度比越大,屈强比越小,底框层破坏程度越严重,上部楼层破坏程度越轻;7度区宜控制刚度比在1.25~2.0之间,屈强比在0.6~0.8之间,当刚度比较小时可适当减小屈强比,刚度比较大时可适当增大屈强比。
The expected failure modes of masonry structures with frame-shear wall at the bottom are not clear enough in Chinese seismic design code. And the integer collapse resistance capacity is not easy to control. A summary of the typical failure modes was proposed according to earthquake damages,and the influencing factors of failure mode were analyzed. The expected failure modes are discussed. The influence rules of the story lateral stiffness ratio( i. e. the ratio of the lateral stiffness of the second floor to that of the first floor) and the story shear strength ratio( i. e. the ratio of the shear strength of the first floor to that of the second floor) on the failure modes and seismic performance of masonry structures with frame-shear wall at the bottom are studied by analyzing calculation examples. The results show that the first story is suitable to be guided as weak part to dissipate energy under strong earthquakes. The story lateral stiffness ratio and the story shear strength ratio are the main influencing factors on the failure modes. The greater the story lateral stiffness ratio or smaller the story shear strength ratio is,the more seriously damage of the lower frame-shear wall,and the less damage of the upper masonry structure will occur. The story lateral stiffness ratio should be control in the range of 1. 25 to 2. 00 and the story shear strength ratio should be control in the range of 0. 6 to 0. 9 in seismic zone of intensity 7. When the story lateral stiffness ratio is low,thestory shear strength ratio could be decreased. When the story lateral stiffness ratio is high,the story shear strength ratio could be increased.
The expected failure modes of masonry structures with frame-shear wall at the bottom are not clear enough in Chinese seismic design code. And the integer collapse resistance capacity is not easy to control. A summary of the typical failure modes was proposed according to earthquake damages,and the influencing factors of failure mode were analyzed. The expected failure modes are discussed. The influence rules of the story lateral stiffness ratio( i. e. the ratio of the lateral stiffness of the second floor to that of the first floor) and the story shear strength ratio( i. e. the ratio of the shear strength of the first floor to that of the second floor) on the failure modes and seismic performance of masonry structures with frame-shear wall at the bottom are studied by analyzing calculation examples. The results show that the first story is suitable to be guided as weak part to dissipate energy under strong earthquakes. The story lateral stiffness ratio and the story shear strength ratio are the main influencing factors on the failure modes. The greater the story lateral stiffness ratio or smaller the story shear strength ratio is,the more seriously damage of the lower frame-shear wall,and the less damage of the upper masonry structure will occur. The story lateral stiffness ratio should be control in the range of 1. 25 to 2. 00 and the story shear strength ratio should be control in the range of 0. 6 to 0. 9 in seismic zone of intensity 7. When the story lateral stiffness ratio is low,thestory shear strength ratio could be decreased. When the story lateral stiffness ratio is high,the story shear strength ratio could be increased.
引文
[1]李英民,刘立平.汶川地震建筑震害与思考[M].重庆:重庆大学出版社,2008.
[2]李碧雄,邓建辉,王哲.5·12汶川地震底框砖房震害启示[J].西安建筑科技大学学报(自然科学版),2010,42(3):342-347.LI Bixiong,DENG Jianhui,WANG Zhe.Lessons from the performances of masonry structures with ground RC frame suffered 5·12 Wenchuan Earthquake[J].Journal of Xi’an University of Architecture&Technology(Natural Science Edition),2010,42(3):342-347.(in Chinese))
[3]冯远,周劲松,刘宜丰,肖克艰,吴小宾,毕琼,罗乾跃.汶川地震建筑物震害[J].四川建筑科学,2009,35(6):139-156.
[4]冯远,刘克丰,肖克艰,等.来自汶川大地震亲历者的第一手资料[M].北京:中国建筑工业出版社,2009.
[5]夏敬谦.底部框剪砌体房屋抗震性能的研究[J].建筑科学,1995,(3):19-27.
[6]郑山锁.底部框架-抗震墙砖房抗震性能及设计方法的研究[D].博士学位论文,西安建筑科技大学,2000.ZHENG Shansuo.Research of Seismic performance and Design method of masonry buildings with frame and seismic-wall in first story[D].Xi’an:Xi’an University.of Architecture.&Technology:2009.(in Chinese)
[7]高小旺,孟俊义,廖兴祥,等.七层底层框架-抗震墙砖房1/2比例模型抗震试验研究[J].建筑科学,1995,(4):18-23.GAO Xiaowang,MENG Junyi,LIAO Xingxiang.The Seismic Testing Study of 1/2 Scale Model of 7-Story Multi-Story Brick Buildings with Frame Shear Wall in First Story[J].Building Structure,1995,(4):18-23.(in Chinese)
[8]高小旺,李荷,王菁,等.底层框架-抗震墙砖房竖向均匀性探讨[J].建筑结构,1998,(4):3-6.
[9]高小旺,王菁,肖伟,等.底层框架-抗震墙砖房第二层与底层侧移刚度比的合理取值[J].工程抗震,1998,(3):18-22.
[10]高小旺.地震作用下多层剪切型结构弹塑性位移反应的实用计算方法[J].土木工程学报,1984,17(3):79-87.GAO Xiaowang.A practical method for evaluating the elasto-plastic displacement responses of shear type multi-storey structures under earthquake action[J].China Civil Engineering Journal,1984,(3):79-87.(in Chinese)
[11]熊立红,高连军,熊朝晖,刘明.底框剪-砌体房屋抗震性能研究[J].沈阳建筑大学学报(自然科学版),2008,24(4):586-591.XIONG Lihong,GAO Lianjun,XIONG Zhaohui,LIU Ming.Seismic Performance of Masonry Building with RC Framed Lower Floor[J].Journal of Shenyang Jianzhu University(Natural Science).2008,24(4):586-591(in Chinese)
[12]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机侧向刚度控制[J].力学季刊,2002,23(4):583-588.报(自然科学版),2008,24(4):586-591.XUE Jianyang,ZHAO Hongtie,YANG Yong.Study on Dynamic Calculation Model and Lateral Stiffness Control of Masonry Structure With Concrete Frame一Shear Wal1 at Lower Two Stories[J].Chinese Quarterly of Mechanics.2002,23(4):583-588.(in Chinese)
[13]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.YANG Youfa,ZHOU Yinsheng.Rational Ratio of Lateral Stiffness for Mansonry Building with R/C Frame-wall in Two Bottom Stories[J].Chinese Quarterly of Mechanics.2003,24(1):129-134.(in Chinese)
[14]梁兴文,王庆霖,梁羽风.底部框架-抗震墙砖房1/2比例模型拟动力试验研究[J].土木工程学报,1999,32(2):14-21.Liang Xingwen,Wang Qinglin,Liang Yuefeng.Experimental investigation on pseudo-dynamic test of 1/2 scale model brick masonry building with frame-shear wall structure at first two stories[J].China Civil Engineering Journal.1999,32(2):14-21.(in Chinese)
[15]建筑抗震设计规范GB50011-2010[S].2010.Code for Seismic Design Buildings GB50011-2010[S].2010.(in Chinese)
[16]底部框架-抗震墙砌体房屋抗震技术规程JGJ248-2012[S].2012.Technical specification for earthquake-resistant of masonry buildings with frame and seismic-wall in the lower stories JGJ248-2012[S].2010.(in Chinese)
[17]李英民,韩军,刘立平等.建筑结构强震破坏机制与控制方法的讨论[J].土木建筑与环境工程,2010,32增刊2:1-5.
[18]韩夏.底框房屋的抗侧刚度和抗剪强度控制问题研究[D].硕士学位论文,重庆大学,2013.HAN Xia.Rearch on the control of story lateral stiffness and shear strength for masonry buildings with frame and seismic-wall in first story[D].Chongqing:Chongqing University:2013.(in Chinese)
[19]辛高伟.基于Pushover方法的砌体结构中小学建筑抗震性能评估[D].硕士学位论文,西安建筑科技大学,2009.XIN Gaowei.Seismic Evaluation of Masonry Structures Based on Push—over Method for Primary and Middle School Buildings[D].Xi’an:Xi’an University.of Architecture.&Technology:2009.(in Chinese)
[20]王洪波,吴恒安,王秀喜.基于塑性损耗的超高层建筑结构抗震性能分析[J].中国科学技术大学学报,2011,41(9):812-819.WANG Hongbo,WU Heng’an,WANG Xiuxi.Seismic analysis of super high-rise structures based on plastic damage[J],Journal of University of Science and Technology of China,2011,41(9):812-819.(in Chinese)
[2]李碧雄,邓建辉,王哲.5·12汶川地震底框砖房震害启示[J].西安建筑科技大学学报(自然科学版),2010,42(3):342-347.LI Bixiong,DENG Jianhui,WANG Zhe.Lessons from the performances of masonry structures with ground RC frame suffered 5·12 Wenchuan Earthquake[J].Journal of Xi’an University of Architecture&Technology(Natural Science Edition),2010,42(3):342-347.(in Chinese))
[3]冯远,周劲松,刘宜丰,肖克艰,吴小宾,毕琼,罗乾跃.汶川地震建筑物震害[J].四川建筑科学,2009,35(6):139-156.
[4]冯远,刘克丰,肖克艰,等.来自汶川大地震亲历者的第一手资料[M].北京:中国建筑工业出版社,2009.
[5]夏敬谦.底部框剪砌体房屋抗震性能的研究[J].建筑科学,1995,(3):19-27.
[6]郑山锁.底部框架-抗震墙砖房抗震性能及设计方法的研究[D].博士学位论文,西安建筑科技大学,2000.ZHENG Shansuo.Research of Seismic performance and Design method of masonry buildings with frame and seismic-wall in first story[D].Xi’an:Xi’an University.of Architecture.&Technology:2009.(in Chinese)
[7]高小旺,孟俊义,廖兴祥,等.七层底层框架-抗震墙砖房1/2比例模型抗震试验研究[J].建筑科学,1995,(4):18-23.GAO Xiaowang,MENG Junyi,LIAO Xingxiang.The Seismic Testing Study of 1/2 Scale Model of 7-Story Multi-Story Brick Buildings with Frame Shear Wall in First Story[J].Building Structure,1995,(4):18-23.(in Chinese)
[8]高小旺,李荷,王菁,等.底层框架-抗震墙砖房竖向均匀性探讨[J].建筑结构,1998,(4):3-6.
[9]高小旺,王菁,肖伟,等.底层框架-抗震墙砖房第二层与底层侧移刚度比的合理取值[J].工程抗震,1998,(3):18-22.
[10]高小旺.地震作用下多层剪切型结构弹塑性位移反应的实用计算方法[J].土木工程学报,1984,17(3):79-87.GAO Xiaowang.A practical method for evaluating the elasto-plastic displacement responses of shear type multi-storey structures under earthquake action[J].China Civil Engineering Journal,1984,(3):79-87.(in Chinese)
[11]熊立红,高连军,熊朝晖,刘明.底框剪-砌体房屋抗震性能研究[J].沈阳建筑大学学报(自然科学版),2008,24(4):586-591.XIONG Lihong,GAO Lianjun,XIONG Zhaohui,LIU Ming.Seismic Performance of Masonry Building with RC Framed Lower Floor[J].Journal of Shenyang Jianzhu University(Natural Science).2008,24(4):586-591(in Chinese)
[12]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机侧向刚度控制[J].力学季刊,2002,23(4):583-588.报(自然科学版),2008,24(4):586-591.XUE Jianyang,ZHAO Hongtie,YANG Yong.Study on Dynamic Calculation Model and Lateral Stiffness Control of Masonry Structure With Concrete Frame一Shear Wal1 at Lower Two Stories[J].Chinese Quarterly of Mechanics.2002,23(4):583-588.(in Chinese)
[13]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.YANG Youfa,ZHOU Yinsheng.Rational Ratio of Lateral Stiffness for Mansonry Building with R/C Frame-wall in Two Bottom Stories[J].Chinese Quarterly of Mechanics.2003,24(1):129-134.(in Chinese)
[14]梁兴文,王庆霖,梁羽风.底部框架-抗震墙砖房1/2比例模型拟动力试验研究[J].土木工程学报,1999,32(2):14-21.Liang Xingwen,Wang Qinglin,Liang Yuefeng.Experimental investigation on pseudo-dynamic test of 1/2 scale model brick masonry building with frame-shear wall structure at first two stories[J].China Civil Engineering Journal.1999,32(2):14-21.(in Chinese)
[15]建筑抗震设计规范GB50011-2010[S].2010.Code for Seismic Design Buildings GB50011-2010[S].2010.(in Chinese)
[16]底部框架-抗震墙砌体房屋抗震技术规程JGJ248-2012[S].2012.Technical specification for earthquake-resistant of masonry buildings with frame and seismic-wall in the lower stories JGJ248-2012[S].2010.(in Chinese)
[17]李英民,韩军,刘立平等.建筑结构强震破坏机制与控制方法的讨论[J].土木建筑与环境工程,2010,32增刊2:1-5.
[18]韩夏.底框房屋的抗侧刚度和抗剪强度控制问题研究[D].硕士学位论文,重庆大学,2013.HAN Xia.Rearch on the control of story lateral stiffness and shear strength for masonry buildings with frame and seismic-wall in first story[D].Chongqing:Chongqing University:2013.(in Chinese)
[19]辛高伟.基于Pushover方法的砌体结构中小学建筑抗震性能评估[D].硕士学位论文,西安建筑科技大学,2009.XIN Gaowei.Seismic Evaluation of Masonry Structures Based on Push—over Method for Primary and Middle School Buildings[D].Xi’an:Xi’an University.of Architecture.&Technology:2009.(in Chinese)
[20]王洪波,吴恒安,王秀喜.基于塑性损耗的超高层建筑结构抗震性能分析[J].中国科学技术大学学报,2011,41(9):812-819.WANG Hongbo,WU Heng’an,WANG Xiuxi.Seismic analysis of super high-rise structures based on plastic damage[J],Journal of University of Science and Technology of China,2011,41(9):812-819.(in Chinese)
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