石家庄国际会展中心中央大厅结构设计
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摘要
石家庄国际会展中心中央大厅长约800m,宽约100m,规模大、结构体系复杂。屋盖竖向支承体系由结构树和Y形柱两种结构形式组成,屋盖采用折板网架。介绍了结构选型及构件布置特点,给出了各种荷载取值及相应计算结果,并对结构设计中的一些关键问题进行了深入分析。通过弹塑性分析,详细分析了结构的抗震性能;研究了结构柱计算长度系数取值及节点受力情况。
The concourse of Shijiazhuang International Convention and Exhibition Center is a large and complex structural system,which is about 800m long and 100m wide.The roof supporting system consists of two structural forms of tree and Y shape column,and folded plate space truss is used for roof.The choice of structure styles was introduced,the loads value and analytical results were given,and in-depth analysis on some key issues in structure design was carried out.Based on the elastic-plastic analysis,the seismic performance of the structure was fully studied,and the effective length factor of the columns and the node design were introduced.
The concourse of Shijiazhuang International Convention and Exhibition Center is a large and complex structural system,which is about 800m long and 100m wide.The roof supporting system consists of two structural forms of tree and Y shape column,and folded plate space truss is used for roof.The choice of structure styles was introduced,the loads value and analytical results were given,and in-depth analysis on some key issues in structure design was carried out.Based on the elastic-plastic analysis,the seismic performance of the structure was fully studied,and the effective length factor of the columns and the node design were introduced.
引文
[1]JGJ7—2010空间网格结构技术规程[S].北京:中国建筑工业出版社,2010.
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[4]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[5]童根树.钢结构的平面内稳定[M].北京:中国建筑工业出版社,2005.
[6]Federal Emergency Management Agency.FEMA273NEHRP guidelines for the seismic rehabilitation ofbuildings[R].Washington D.C.,1997.
[7]Applied Technology Council.Seismic evaluation andretrofit of concrete buildings volume 1,ATC-40 report[R].Redwood City,1996.
[8]钱稼茹,纪晓东,范重,等.国家体育场大跨度钢结构罕遇地震性能分析[J].建筑结构学报,2007,28(2):17-25.
[9]李云,钟铁毅,冯卫军.行波效应对大跨度结构地震响应的影响[J].结构工程师,2009,25(5):83-87.
[10]王文渊,张同亿,李云,等.石家庄国际会展中心地震动多点输入研究[J].建筑结构,2013,43(3):36-39.
[2]董石麟,罗尧治,赵阳,等.新型空间结构分析、设计与施工[M].北京:人民交通出版社,2006.
[3]石家庄国际会展中心风荷载及风振研究报告[R].石家庄:石家庄铁道大学风工程研究中心,2012.
[4]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[5]童根树.钢结构的平面内稳定[M].北京:中国建筑工业出版社,2005.
[6]Federal Emergency Management Agency.FEMA273NEHRP guidelines for the seismic rehabilitation ofbuildings[R].Washington D.C.,1997.
[7]Applied Technology Council.Seismic evaluation andretrofit of concrete buildings volume 1,ATC-40 report[R].Redwood City,1996.
[8]钱稼茹,纪晓东,范重,等.国家体育场大跨度钢结构罕遇地震性能分析[J].建筑结构学报,2007,28(2):17-25.
[9]李云,钟铁毅,冯卫军.行波效应对大跨度结构地震响应的影响[J].结构工程师,2009,25(5):83-87.
[10]王文渊,张同亿,李云,等.石家庄国际会展中心地震动多点输入研究[J].建筑结构,2013,43(3):36-39.
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