大跨度双向张弦梁地震响应分析
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摘要
采用通用有限元软件AN SYS,对一个76 m跨的双向张弦梁结构模型进行了地震响应分析.选取3种不同矢跨比及3种不同预应力,分别考虑水平地震作用及竖向地震作用,分析其上部结构的抗震性能.在3种矢跨比情况下,随矢跨比的增大结构抵抗水平地震作用和竖向地震作用的变形能力逐渐增强;在水平地震作用和竖向地震作用下,随矢跨比的增大,轴力都逐渐减小.
By using the finite element software ANSYS,an analysis of anti-seismic response on bidirectional BSS with a span of 76 m is made.In order to analyze the earthquake-resistance capability,three different types of rise-span ratio and three different types of the pre-stress value are used to consider the horizontal-earthquake excitation and vertical-earthquake excitation.Under the three different types of rise-span ratio,with the rising of rise-span ratio,excitations the transfiguration ability of the structure against the horizontal-earthquake and vertical-earthquake excitations gets stronger.Under the horizontal-earthquake excitation and vertical-earthquake excitations,with the rising of rise-span ratio,the axial force is becoming smaller.Some of the conclusions can be refered to for project designing.
By using the finite element software ANSYS,an analysis of anti-seismic response on bidirectional BSS with a span of 76 m is made.In order to analyze the earthquake-resistance capability,three different types of rise-span ratio and three different types of the pre-stress value are used to consider the horizontal-earthquake excitation and vertical-earthquake excitation.Under the three different types of rise-span ratio,with the rising of rise-span ratio,excitations the transfiguration ability of the structure against the horizontal-earthquake and vertical-earthquake excitations gets stronger.Under the horizontal-earthquake excitation and vertical-earthquake excitations,with the rising of rise-span ratio,the axial force is becoming smaller.Some of the conclusions can be refered to for project designing.
引文
[1]丁阳,岳增国,刘锡良.大跨度张弦梁结构的地震响应分析[J].空间结构,2003,23(5):163-168.
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[3]陈汉翔,舒宣武.预应力值对张弦梁结构受力性能的影响分析[J].华南理工大学学报(自然科学版),2003,31(5):79-84.
[4]王秀丽,陈祥勇,秦雪映.基于Phsh-over方法的纯框架弹塑性分析[J].甘肃科学学报,2006,18(3):44-46.
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[2]白正仙,刘锡良,李义生.新型空间结构形式——张弦梁结构[J].空间结构,2001,7(2):33-38.
[3]陈汉翔,舒宣武.预应力值对张弦梁结构受力性能的影响分析[J].华南理工大学学报(自然科学版),2003,31(5):79-84.
[4]王秀丽,陈祥勇,秦雪映.基于Phsh-over方法的纯框架弹塑性分析[J].甘肃科学学报,2006,18(3):44-46.
[5]郭海山,钱宏亮,沈世钊.地震作用下单层球面网壳结构的动力稳定性[J].地震工程与工程振动,2003,23(1):31-37.
[6]郭海山.全国农业展览馆新馆张弦桁架结构制作安装技术[J].建筑结构增刊,2006,6-11.
[7]沈祖炎,陈扬骥.网架与网壳[M].上海:同济大学出版社,1998.
[8]汪一骏.轻型钢结构设计手册[M].北京:中国建筑工业出版社,1996.
[9]夏循.张弦梁结构的动力性能研究[D].杭州:浙江大学,2004.
[10]丁南生.张弦梁结构动力反应分析及抗震性能研究[D].兰州:兰州理工大学,2004.
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