(1 浙江省建筑设计研究院, 杭州 310006; 2 浙江高信建筑设计事务所有限公司, 杭州 310006)

摘要: 天盛中心位于台州市,抗震设防烈度较低而风荷载较大,其中 1#塔楼结构屋面高度为 298. 40m,属于复杂超限高层建筑结构,设计按照抗震设防烈度 6 度考虑,并按照安评报告和抗震规范包络复核小震承载力。 考虑核心筒两个方向宽度不同,仅在 Y 向设置伸臂桁架,通过不同加强方案的比较,根据计算结果最终确定在上部 3 个避难层设置加强层。 加强层高 6. 0m,斜腹杆较长容易导致面外失稳,设计时将伸臂桁架的上下弦杆及斜腹杆截面“ I 字钢”旋转 90°形成“ H 字钢” ,从而使强轴朝面外方向。 结构设计时以风荷载控制为主,风荷载作用下对应的基底剪力约为中震下基底剪力的 90%。 此外还采用有限元软件进行了大震弹塑性验算,结果表明,大震作用下最大层间位移角为 1 / 225,少量剪力墙发生了受压损伤,但损伤区域很小,连梁出现了较为明显的受压损伤,整体性能满足大震作用下的各项性能要求。

关键词: 超限高层结构; 方案比选; 加强层; 面外失稳; 弹塑性分析; 受压损伤

中图分类号:TU398. 7 文献标志码:A 文章编号:1002-848X(2022)15-0014-06

DOI:10. 19701 / j. jzjg. ZIAD2221

Structural design of out-of-code high-rise buildings of Tiansheng Center Tower 1# in Taizhou

ZHOU Pinghuai1, YANG Xuelin1, HUANG Jian2, NI Lixue2

(1 Zhejiang Province Institute of Architectural Design and Research, Hangzhou 310006, China;2 Zhejiang Gaoxin Architectural Design Co. , Ltd. , Hangzhou 310006, China)

Abstract: Tiansheng Center is located in Taizhou, where with low seismic fortification intensity and high wind load. Tower1# is a complex out-of-code high-rise building with 298. 40m height. The design was based on the seismic fortificationintensity of 6 degree, and the small earthquake bearing capacity was enveloped and revived in accordance with the seismichazard report and the seismic code. The outrigger truss was set only in Y direction in account for the inconsistency of thewidth of the core tube in the two directions. Through the comparison of different strengthened schemes, according to thecalculation results,it’ s finally determined to install the strengthened stories on the upper 3 refuge floors. Because of the6m-height, the long oblique web members were easily to loss the out-of-plane stability, the chords and oblique webs of theoutrigger truss were layed with H-shape section rotating from I-shape, therefore the strong axis corresponding to theout-of-plane. The structure design was mainly controlled by wind load, and the corresponding base shear force under theaction of wind load is about 90% of the base shear force under the moderate earthquake. Otherwise, the finite elementsoftwares were used to carry out the elasto-plastic analysis under the rare earthquake. The results show that the maximumdrift angle under the rare earthquake is 1 / 225. A small number of shear walls suffered compression damage, but thedamage area is very small, the coupling beam appeared obvious compression damage, and the overall performance meetsthe performance requirements under the action of rare earthquakes.

Keywords:out-of-code high-rise structure; scheme comparison; strengthened story; out-of-plane instability; elasto-plasticanalysis; compression damage

∗浙江省建设科研和推广项目“复杂超限高层建筑结构抗震设计研究” (浙财建[2012]380 号) 。

第一作者:周平槐,硕士,正高级工程师,一级注册结构工程师,主要从事复杂建筑结构分析设计工作,Email:anji18@ 126. com。

[引用本文] 周平槐,杨学林,黄剑,等. 台州天盛中心 1#楼超限高层结构设计 [ J] . 建筑结构,2022,52 ( 15) :14-19. ZHOU Pinghuai, YANG Xuelin, HUANG Jian, et al. Structural design of out-of-code high-rise buildings ofTiansheng Center Tower 1# in Taizhou[ J] . Building Structure,2022,52(15) :14-19.