陆家嘴时代金融中心SRC梁式转换层节点试验研究
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摘要
由于地下室平面布置要求,陆家嘴时代金融中心一层东侧一根柱无法直接落地,上下柱形成1.4 m小偏移。该处竖向荷载巨大,为此设计了SRC梁式转换层,通过型钢混凝土转换梁将荷载传至下部型钢混凝土框架柱。鉴于转换节点附近局部构造复杂,受力及传力途径不十分明确,设计制作了两个1/5模型结构进行极限承载力试验。区分转换梁工况和框支柱工况,分别测试了节点区典型位置混凝土表面的位移和应变以及关键部位型钢和主筋上的应变,观察了混凝土开裂及裂缝发展过程,确定了转换节点在极限荷载下的破坏形态及承载能力。试验结果表明:转换节点设计基本合理,能够满足结构承载要求。
Due to requests of the plane layout in the basement of Lujiazui Times Finance Center,one column in the east of the first floor can not extend to the basement and there is a gap of 1.4 m between the upper column and the down column.The vertical load from the upper column is so great that the transfer-storey is designed here and the load can be transferred to the SRC frame column via the SRC transfer-girder.Because the joint of transfer-storey is very complicated and the force transmission is not very clear,two 1:5 scale models were made to cunduct the ultimate-bearing-capacity tests.Under transfer-beam working condition and frame-supporting-column working condition,the strains and the displacements on the concrete surface and the strains on the section streel,rebar of critical places of joint were measured respectively,and the opening,the distribution of cracks were observed.Then the failure mode and the ultimate capacity of the transfer-joint under ultimate load were given.The tests show that the structural design of the transfer-joint is basically reasonable and it can meet the need of structural bearing capacity.
Due to requests of the plane layout in the basement of Lujiazui Times Finance Center,one column in the east of the first floor can not extend to the basement and there is a gap of 1.4 m between the upper column and the down column.The vertical load from the upper column is so great that the transfer-storey is designed here and the load can be transferred to the SRC frame column via the SRC transfer-girder.Because the joint of transfer-storey is very complicated and the force transmission is not very clear,two 1:5 scale models were made to cunduct the ultimate-bearing-capacity tests.Under transfer-beam working condition and frame-supporting-column working condition,the strains and the displacements on the concrete surface and the strains on the section streel,rebar of critical places of joint were measured respectively,and the opening,the distribution of cracks were observed.Then the failure mode and the ultimate capacity of the transfer-joint under ultimate load were given.The tests show that the structural design of the transfer-joint is basically reasonable and it can meet the need of structural bearing capacity.
引文
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[3]陈志强.超限高层建筑型钢混凝土转换梁节点的非线性有限元分析[D].上海:同济大学土木工程学院,2006.
[4]徐培福,薛彦涛,肖从真,等.带转换层型钢混凝土框架-核心筒结构模型拟静力试验对抗震设计的启示[J].土木工程学报,2005,38(9):1-8.
[5]李玉荣,裘涛.带SRC梁式转换层高层建筑的抗震性能研究与试验[J].工程抗震与加固改造,2007(1):39-46.
[6]施卫星,刘成清,赵世春.SRC梁式转换层位置对高层结构地震响应的影响[J].结构工程师,2006(6):50-54.
[7]吕西林,陈跃,卢文胜,等.高位转换超限高层结构整体模型振动台试验研究[J].同济大学学报(自然科学版),2008(6):711-716.
[8]陈跃,吕西林,卢文胜,等.高位转换超高层整体结构振动台试验设计[J].结构工程师,2007(4):83-89.
[9]中国建筑科学研究院PKPM CAD工程部.SATWE(2005版)用户手册及技术条件[未正式出版],2005.
[10]姚振纲,刘祖华.建筑结构试验[M].上海:同济大学出版社,1996.
[11]中华人民共和国建设部.GB 50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[12]中华人民共和国建设部.GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003.
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