党育，刘营科

 (兰州理工大学土木学院， 兰州 730050)

 

［摘要］针对超长隔震结构在温度和收缩效应下的变形问题，实测一个长94.2m的隔震工程，发现该结构在施工期间，部分隔震支座的变形超过安装容许误差。用变形分配法求得该结构在年温差和收缩效应下的变形。结果表明，层间变形主要集中在隔震层处，端部隔震支座的变形最大，且与实测数据相比，计算结果偏于保守。由此以最不利隔震支座在温度和收缩作用下的变形满足容许位移的要求，按建筑物的热工设计区域和建筑使用情况，给出了钢筋混凝土框架隔震结构伸缩缝间距。

［关键词］超长隔震结构； 温度作用； 收缩效应； 变形； 伸缩缝

中图分类号：TU311      文献标识码：A      文章编号：1002-848X(2013)13-0042-04

 

Dang Yu, Liu Yingke

 (School of Civil Engineering, Lanzhou University of Technology, Lanzhou 730050, China)

 

Abstract: As to the deformation of overlong isolated buildings under temperature and shrinkage effects, a 94.2m isolated building was tested, in which the deformation of some isolators was found to exceed installing allowed deviation in construction. Deformation distribution method was used to calculate the deformation due to annual temperature variation and concrete shrinkage. Results show that the drift is concentrated in the isolated layers and the deformation of the end isolator is the largest.Compared with the tested results,the calculated results are conservative. According to the control of maximum deformation of isolated layers under temperature and concrete shrinkage, the distance of expansion joints of the reinforced concrete frame isolated buildings were proposed according to the buildings thermal design region and architectural functions.

Keywords: overlong isolated building; temperature; shrinkage; deformation; expansion joint

作者简介：党育，博士，副教授，Email:601363791@qq.com。

 

［1］王琦明,黎海南,李慧，等. 超长混凝土基础隔震结构温度应力分析［J］. 工程抗震与加固改造, 2010,32(5):116-120.

［2］施卫星, 孙黄胜,李振刚. 上海国际赛车场新闻中心高位隔震研究［J］. 同济大学学报：自然科学版, 2005, 33(12):1576-1580.

［3］王可怡, 陈大宾, 郭曼丽,等. 隔震支座在钢结构施工过程中的变形与服役监测［J］. 建筑结构, 2010, 30(8):21-25.

［4］GB 50011—2010建筑抗震设计规范［S］. 北京:中国建筑工业出版社, 2010.

［5］王铁梦. 工程结构裂缝控制［M］.北京:中国建筑工业出版社,1997.

［6］GB 50010—2010混凝土结构设计规范［S］. 北京: 中国建筑工业出版社, 2011.

［7］GB 20688.3—2006 橡胶支座 第3部分：建筑隔震橡胶支座［S］.北京: 中国建筑工业出版社, 2006.

［8］GB 50176—93民用建筑热工设计规范［S］.北京:中国建筑工业出版社, 1993.