砖砌体结构层数限值及构造柱设置改进
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摘要
针对现行规范中砖砌体结构层数限值和构造柱设置未考虑楼层内墙体面积差异的问题,提出了楼层墙率指标,通过统计大量砖砌体房屋,分析了不同建造年代和类型砖砌体房屋楼层墙率,根据结构抗震评估理论及判别准则,分析了楼层墙率对层数限值和构造柱设置的影响,提出了不同性能目标下层数限值和构造柱设置建议.分析结果表明:为满足大震不倒的要求,在砌体结构承重方向,对设防烈度7度的7层房屋,装配式楼(屋)盖的楼层墙率应不小于5.5%,现浇楼屋盖的楼层墙率应不小于4.5%;对设防烈度8度的6层房屋,装配式楼(屋)盖楼层墙率应不小于6.5%,现浇楼屋盖的楼层墙率应不小于5.5%;对设防烈度9度的4层房屋,装配式楼(屋)盖的楼层墙率应不小于6.5%,现浇楼屋盖的楼层墙率应不小于5.5%.
In order to make up for some deficiencies in layer limits and tie column settings for brick masonry structures in seismic design code,where the provisions of layer limits and tie column settings are presented without considering the difference in wall area on a floor,an index of the ratio of wall areas in load-bearing direction to the floor areas( RWF) was proposed. Some differences in RWF due to different types and construction ages were studied by a statistical analysis of a lot of design data. In addition,according to the seismic evaluation theory and its judgment standard,the influences of RWF on layer limit and tie column setting were analyzed. Some suitable measures of layer limits in different performance target and structural columns settings were also suggested. The analysis results show that,in order to meet the requirement of a structure does not collapse in a major earthquake,the RWF of a seven-storey brick masonry structure with assembled slabs subjected to seismic fortification intensity of7 degree shall not be less than 5. 5%,and the RWF of the structure with cast-in-situ slabs shall not be less than 4. 5%; the RWF of a six-storey structure with assembled slabs subjected to seismic fortification intensity of 8 degree shall not be less than 6. 5%,and the RWF of the structure with castin-situ slabs shall not be less than 5. 5%; the RWF of a four-storey structure with assembled slabs subjected to seismic fortification intensity of 9 degree shall not be less than 6. 5%,and the RWF of the structure with cast-in-situ slabs shall not be less than 5. 5%.
In order to make up for some deficiencies in layer limits and tie column settings for brick masonry structures in seismic design code,where the provisions of layer limits and tie column settings are presented without considering the difference in wall area on a floor,an index of the ratio of wall areas in load-bearing direction to the floor areas( RWF) was proposed. Some differences in RWF due to different types and construction ages were studied by a statistical analysis of a lot of design data. In addition,according to the seismic evaluation theory and its judgment standard,the influences of RWF on layer limit and tie column setting were analyzed. Some suitable measures of layer limits in different performance target and structural columns settings were also suggested. The analysis results show that,in order to meet the requirement of a structure does not collapse in a major earthquake,the RWF of a seven-storey brick masonry structure with assembled slabs subjected to seismic fortification intensity of7 degree shall not be less than 5. 5%,and the RWF of the structure with cast-in-situ slabs shall not be less than 4. 5%; the RWF of a six-storey structure with assembled slabs subjected to seismic fortification intensity of 8 degree shall not be less than 6. 5%,and the RWF of the structure with castin-situ slabs shall not be less than 5. 5%; the RWF of a four-storey structure with assembled slabs subjected to seismic fortification intensity of 9 degree shall not be less than 6. 5%,and the RWF of the structure with cast-in-situ slabs shall not be less than 5. 5%.
引文
[1]中华人民共和国住房和城乡建设部.GB50011—2010建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.
[2]中华人民共和国住房和城乡建设部.GB50011—2001建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2001.
[3]中华人民共和国建设部.GBJ11—89建筑抗震设计规范[S].北京:中国建筑工业出版社,1989.
[4]国家基本建设委员会.TJ11—78工业与民用建筑抗震设计规范[S].北京:中国建筑工业出版社,1978.
[5]朱昌廉.住宅建筑设计原理[M].北京:中国建筑工业版社,1999:3-20.
[6]叶列平,孙玉平,朱珊,等.日本钢筋混凝土多层结构抗震评估方法[J].建筑结构,2010,40(8):110-116.YE Lieping,SUN Yuping,ZHU Shan,et al.Introduction of evaluation method of the seismic capacity of existing multistory RC buildings in Japan[J].Building Structure,2010,40(8):110-116.
[7]苏启旺,孙玉平,赵世春.基于震害的多层砌体结构抗震性能评估方法[J].西南交通大学学报,2011,46(1):30-35.SU Qiwang,SUN Yuping,ZHAO Shichun.Seismic evaluation method of multi-storey masonry buildings based on earthquake damage[J].Journal of Southwest Jiaotong University,2011,46(1):30-35.
[8]抗震加固研究会[日].图解钢筋混凝土结构抗震加固技术[M].季小莲,译.北京:中国建筑工业出版社,2008:12-28.
[9]苏启旺,赵世春,叶列平.砌体结构抗震能力评估研究[J].建筑结构学报,2014,35(1):111-117.SU Qiwang,ZHAO Shichun,YE Lieping.Research on seismic evaluation of masonry structures[J].Journal of Building Structures,2014,35(1):111-117.
[10]钟德腾,董竟成,吴希南,等.带钢筋混凝土构造柱砖房模型及墙体抗震性能的试验研究[J].建筑科学,1986,2(4):53-61.ZHONG Deteng,DONG Jingcheng,WU Xinan,et al.Experimental study on seismic behavior of brick buildings models and walls with tie RC columns[J].Building Science,1986,2(4):53-61.
[11]MIHA T,IZTOK K.Verification of seismic resistance of confined masonry buildings[J].Earthquake Engineering and Structural Dynamics,1997,26(10):1073-1088.
[12]苏启旺,刘艳辉,赵世春.基于墙体面积的砌体结构抗震性能研究[J].土木工程学报,2010,43(增刊):473-478.SU Qiwang,LIU Yanhui,ZHAO Shichun.Seismic performance of masonry buildings based on wall areas[J].China Civil Engineering Journal,2010,43(Sup.):473-478.
[13]苏启旺,刘成清,赵世春.砌体结构地震破坏程度的估计研究[J].工业建筑,2013,43(2):39-44.SU Qiwang,LIU Chengqin,ZHAO Shichun.The seismic research on seismic damage degree of masonry building[J].Industrial Construction,2013,43(2):39-44.
[14]彭一刚.建筑空间组合论[M].北京:中国建筑工业出版社,2008:21-22.
[15]张建勋.砌体结构[M].武汉:武汉理工大学出版,2009:1-6.
[2]中华人民共和国住房和城乡建设部.GB50011—2001建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2001.
[3]中华人民共和国建设部.GBJ11—89建筑抗震设计规范[S].北京:中国建筑工业出版社,1989.
[4]国家基本建设委员会.TJ11—78工业与民用建筑抗震设计规范[S].北京:中国建筑工业出版社,1978.
[5]朱昌廉.住宅建筑设计原理[M].北京:中国建筑工业版社,1999:3-20.
[6]叶列平,孙玉平,朱珊,等.日本钢筋混凝土多层结构抗震评估方法[J].建筑结构,2010,40(8):110-116.YE Lieping,SUN Yuping,ZHU Shan,et al.Introduction of evaluation method of the seismic capacity of existing multistory RC buildings in Japan[J].Building Structure,2010,40(8):110-116.
[7]苏启旺,孙玉平,赵世春.基于震害的多层砌体结构抗震性能评估方法[J].西南交通大学学报,2011,46(1):30-35.SU Qiwang,SUN Yuping,ZHAO Shichun.Seismic evaluation method of multi-storey masonry buildings based on earthquake damage[J].Journal of Southwest Jiaotong University,2011,46(1):30-35.
[8]抗震加固研究会[日].图解钢筋混凝土结构抗震加固技术[M].季小莲,译.北京:中国建筑工业出版社,2008:12-28.
[9]苏启旺,赵世春,叶列平.砌体结构抗震能力评估研究[J].建筑结构学报,2014,35(1):111-117.SU Qiwang,ZHAO Shichun,YE Lieping.Research on seismic evaluation of masonry structures[J].Journal of Building Structures,2014,35(1):111-117.
[10]钟德腾,董竟成,吴希南,等.带钢筋混凝土构造柱砖房模型及墙体抗震性能的试验研究[J].建筑科学,1986,2(4):53-61.ZHONG Deteng,DONG Jingcheng,WU Xinan,et al.Experimental study on seismic behavior of brick buildings models and walls with tie RC columns[J].Building Science,1986,2(4):53-61.
[11]MIHA T,IZTOK K.Verification of seismic resistance of confined masonry buildings[J].Earthquake Engineering and Structural Dynamics,1997,26(10):1073-1088.
[12]苏启旺,刘艳辉,赵世春.基于墙体面积的砌体结构抗震性能研究[J].土木工程学报,2010,43(增刊):473-478.SU Qiwang,LIU Yanhui,ZHAO Shichun.Seismic performance of masonry buildings based on wall areas[J].China Civil Engineering Journal,2010,43(Sup.):473-478.
[13]苏启旺,刘成清,赵世春.砌体结构地震破坏程度的估计研究[J].工业建筑,2013,43(2):39-44.SU Qiwang,LIU Chengqin,ZHAO Shichun.The seismic research on seismic damage degree of masonry building[J].Industrial Construction,2013,43(2):39-44.
[14]彭一刚.建筑空间组合论[M].北京:中国建筑工业出版社,2008:21-22.
[15]张建勋.砌体结构[M].武汉:武汉理工大学出版,2009:1-6.
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