增设抗震墙加固单跨框架时刚度特征值的讨论
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摘要
为了研究增设抗震墙加固既有单跨框架时需设墙体的合理数量,以单跨框架的层数及刚度特征值为参数,采用解析方法,讨论了加固前后原框架地震剪力变化.结果表明:在选取最优刚度特征值的情况下,当总层数n=4时,原框架结构第4层抗剪承载力缺口为3.4%～4.4%;当总层数n=8时,原框架结构第8层抗剪承载力缺口为11.7%～12.8%;当总层数n=12时,原框架结构第12层抗剪承载力缺口为14.4%～15.7%、第11层抗剪承载力缺口为4.3%～5.2%.由此可得,原框架顶部楼层进行加固不可避免、原框架总层数越多顶部需加固的楼层数越多且相应楼层框架抗剪承载力缺口越大、最优刚度特征值为1.0～1.2等.
Aiming at studying the reasonable number of shear walls utilized to strengthen single-bay frame structure,the storey number and stiffness characteristic coefficient of the structure are selected as parameters to investigate the variation of the frame shear force before and after being reinforced.The results show that,with the optimal stiffness characteristic coefficient,if the storey number n=4,the shear capacity of the 4th floor lacks 3.4% to 4.4%;if n=8,the shear capacity of the 8th floor lacks 11.7% to 12.8%;if n=12,the shear capacity of the 12th floor lacks 14.4% to 15.7%,and that of the 11th floor lacks 4.3% to 5.2%.Therefore,the upper floor of the single-bay structure needs strengthening inevitably.The number of stories need reinforcing and the shear capacity gap of the upper floor increase with the increase of the storey number of the structure.The optimal stiffness characteristic coefficient is 1.0 to 1.2.
Aiming at studying the reasonable number of shear walls utilized to strengthen single-bay frame structure,the storey number and stiffness characteristic coefficient of the structure are selected as parameters to investigate the variation of the frame shear force before and after being reinforced.The results show that,with the optimal stiffness characteristic coefficient,if the storey number n=4,the shear capacity of the 4th floor lacks 3.4% to 4.4%;if n=8,the shear capacity of the 8th floor lacks 11.7% to 12.8%;if n=12,the shear capacity of the 12th floor lacks 14.4% to 15.7%,and that of the 11th floor lacks 4.3% to 5.2%.Therefore,the upper floor of the single-bay structure needs strengthening inevitably.The number of stories need reinforcing and the shear capacity gap of the upper floor increase with the increase of the storey number of the structure.The optimal stiffness characteristic coefficient is 1.0 to 1.2.
引文
[1]段贵明,史铁花.单跨框架结构抗震加固方法研究[J].建筑结构,2010,40(5):72-73.Duan Guiming,Shi Tiehua.Study on strengthen meth-ods of single bay frame structures[J].Building Struc-ture,2010,40(5):72-73.(in Chinese)
[2]吴善能,汤翔.几种单跨框架结构抗震加固方法的比较[J].四川建筑科学研究,2012,38(4):160-164.Wu Shanneng,Tang Xiang.Comparison of several seis-mic strengthening methods of single-span frame structure[J].Sichuan Building Science,2012,38(4):160-164.(in Chinese)
[3]张令心,王财权,刘洁平.翼墙加固方法对框架结构抗震性能的影响分析[J].土木工程学报,2012,45(增刊2):16-21.Zhang Lingxin,Wang Caiquan,Liu Jieping.Analysisof the influence on structural seismic capability by wingwall strengthening method[J].China Civil EngineeringJournal,2012,45(supp 2):16-21.(in Chinese)
[4]Erdem I,Akyuz U,Ersoy U,et al.An experimentalstudy on two different strengthening techniques for RCframes[J].Engineering Structures,2006,28(13):1843-1851.
[5]Kaplan Hasan,Yilmaz Salih,Cetinkaya Nihat,et al.Seismic strengthening of RC structures with exteriorshear walls[J].Sadhana-Academy Proceedings in En-gineering Sciences,2011,36(1):17-34.
[6]Baran M,Okuyucu D,Susoy M,et al.Seismicstrengthening of reinforced concrete frames by precastconcrete panels[J].Magazine of Concrete Research,2011,63(5):321-332.
[7]Gokce Kurt E,Kurc O,Binici B,et al.Performanceexamination of two seismic strengthening procedures bypseudo dynamic testing[J].Journal of Structural Engi-neering,2012,138(1):31-41.
[8]中华人民共和国住房和城乡建设部.JGJ3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.
[9]刘开国.框-剪结构抗震剪力墙数量的优化[J].建筑结构,1999(2):15-16.
[10]邱洪兴.建筑结构设计[M].北京:高等教育出版社,2012.
[11]Aktan A E,Bertero Vitelmo Victorio.State of the artand practice in the optimum seismic design and analyti-cal response prediction of R/C frame-wall Structures[R].Berkeley,California:University of California,1982.
[2]吴善能,汤翔.几种单跨框架结构抗震加固方法的比较[J].四川建筑科学研究,2012,38(4):160-164.Wu Shanneng,Tang Xiang.Comparison of several seis-mic strengthening methods of single-span frame structure[J].Sichuan Building Science,2012,38(4):160-164.(in Chinese)
[3]张令心,王财权,刘洁平.翼墙加固方法对框架结构抗震性能的影响分析[J].土木工程学报,2012,45(增刊2):16-21.Zhang Lingxin,Wang Caiquan,Liu Jieping.Analysisof the influence on structural seismic capability by wingwall strengthening method[J].China Civil EngineeringJournal,2012,45(supp 2):16-21.(in Chinese)
[4]Erdem I,Akyuz U,Ersoy U,et al.An experimentalstudy on two different strengthening techniques for RCframes[J].Engineering Structures,2006,28(13):1843-1851.
[5]Kaplan Hasan,Yilmaz Salih,Cetinkaya Nihat,et al.Seismic strengthening of RC structures with exteriorshear walls[J].Sadhana-Academy Proceedings in En-gineering Sciences,2011,36(1):17-34.
[6]Baran M,Okuyucu D,Susoy M,et al.Seismicstrengthening of reinforced concrete frames by precastconcrete panels[J].Magazine of Concrete Research,2011,63(5):321-332.
[7]Gokce Kurt E,Kurc O,Binici B,et al.Performanceexamination of two seismic strengthening procedures bypseudo dynamic testing[J].Journal of Structural Engi-neering,2012,138(1):31-41.
[8]中华人民共和国住房和城乡建设部.JGJ3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.
[9]刘开国.框-剪结构抗震剪力墙数量的优化[J].建筑结构,1999(2):15-16.
[10]邱洪兴.建筑结构设计[M].北京:高等教育出版社,2012.
[11]Aktan A E,Bertero Vitelmo Victorio.State of the artand practice in the optimum seismic design and analyti-cal response prediction of R/C frame-wall Structures[R].Berkeley,California:University of California,1982.
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