高层钢框架结构的薄弱层加强与最弱失效模式控制
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摘要
主要研究通过加强薄弱层的方法对高层钢框架结构的最弱失效模式进行控制的方法。首先,给出了结构的非线性计算模型和倒塌失效模式判别准则;然后,利用均匀损伤的概念,给出了高层钢框架结构的损伤模型及结构的变截面位置;最后,重点研究了高层钢框架结构的最弱失效模式中的薄弱层的加强准则。通过加强最弱失效模式中的薄弱层,可消除结构的最弱失效模式,验证了本文中地震失效模式控制方法的有效性。本文的研究表明,通过加强最弱失效模式中的薄弱层,可使高层钢框架结构的失效模式得到控制。
The control method of failure mode of tall steel frame buildings by strengthening structural weak stories is mainly studied in the paper. Firstly, the structural nonlinear calculation model and the criterion of failure mode are given. Secondly, based on the concept of uniform damage, the damage model and structural columns sections’ changing situations are given. Finally, the weak stories strengthening criterion of the weakest failure mode of tall steel frame buildings is mainly studied. The weakest failure mode can be controlled by strengthening the weak stories of the weakest failure mode. The seismic failure mode control method of tall steel frame buildings in the paper is verified by an example. The research in the paper shows that tall steel frame buildings’ seismic failure mode can be controlled effectively by strengthening the weak stories in the weakest failure mode.
The control method of failure mode of tall steel frame buildings by strengthening structural weak stories is mainly studied in the paper. Firstly, the structural nonlinear calculation model and the criterion of failure mode are given. Secondly, based on the concept of uniform damage, the damage model and structural columns sections’ changing situations are given. Finally, the weak stories strengthening criterion of the weakest failure mode of tall steel frame buildings is mainly studied. The weakest failure mode can be controlled by strengthening the weak stories of the weakest failure mode. The seismic failure mode control method of tall steel frame buildings in the paper is verified by an example. The research in the paper shows that tall steel frame buildings’ seismic failure mode can be controlled effectively by strengthening the weak stories in the weakest failure mode.
引文
[1]欧进萍,段宇博.高层建筑结构的抗震可靠度分析与优化设计[J].地震工程与工程振动,1995,15(1):1-13.
[2]孙爱伏.高层钢结构的失效模式控制和汶川地震中房屋建筑的失效模式分析[D].大连:大连理工大学,2010.
[3]American Society of Civil Engineers.Prestandard and commentary for the seismic rehabilitation of buildingsFEMA356[S].Washington D.C.:Federal Emergency Management Agency,2000.
[4]欧进萍,段忠东,肖仪清.海洋平台结构安全评定——理论、方法与应用[M].北京:科学出版社,2003.
[5]GB50009-2001建筑结构荷载规范[S].北京:中国建筑工业出版社,2001.
[6]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]钱稼茹,纪晓东,范重,等.国家体育场大跨度钢框架结构罕遇地震性能分析[J].建筑结构学报,2007,28(2):17-25.
[8]尹超,周颖,吕西林.上海国际中心超限高层结构抗震分析[J].结构工程师,2008(6):80-84.
[9]孙爱伏,欧进萍.高层钢框架结构抗震pushover分析的侧向力分布模式及其影响[J].地震工程与工程振动,2008,28(4):88-93.
[2]孙爱伏.高层钢结构的失效模式控制和汶川地震中房屋建筑的失效模式分析[D].大连:大连理工大学,2010.
[3]American Society of Civil Engineers.Prestandard and commentary for the seismic rehabilitation of buildingsFEMA356[S].Washington D.C.:Federal Emergency Management Agency,2000.
[4]欧进萍,段忠东,肖仪清.海洋平台结构安全评定——理论、方法与应用[M].北京:科学出版社,2003.
[5]GB50009-2001建筑结构荷载规范[S].北京:中国建筑工业出版社,2001.
[6]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]钱稼茹,纪晓东,范重,等.国家体育场大跨度钢框架结构罕遇地震性能分析[J].建筑结构学报,2007,28(2):17-25.
[8]尹超,周颖,吕西林.上海国际中心超限高层结构抗震分析[J].结构工程师,2008(6):80-84.
[9]孙爱伏,欧进萍.高层钢框架结构抗震pushover分析的侧向力分布模式及其影响[J].地震工程与工程振动,2008,28(4):88-93.
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