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方达成大厦结构设计关键问题探讨
何远明,黄用军,钟文仲,毛同祥
摘 要

(深圳市欧博工程设计顾问有限公司, 深圳 518053)

[摘要]方达成大厦建筑平面为十字形,主体结构高度249.71m,高宽比4.96,采用剪力墙结构体系。主要介绍了设计过程中遇到的几个难点和关键问题,如风荷载和地震作用的取值、刚重比和二阶效应的特别验算、墙肢面外受弯的复核设计和转换梁的计算等。风荷载和地震作用不满足规范刚重比计算公式的适用条件,根据公式的本意进行了推导计算,得到的刚重比结果与广东省《高层建筑混凝土结构技术规程》(DBJ 15-92—2013)介绍的屈曲因子方法的计算结果基本对应;刚重比满足规范要求,但计算得到的位移增大量仍超出5%的弹性增量限值,因此设计中仍然考虑了重力二阶效应。采用YJK软件默认的计算方法,求得悬挑梁端剪力墙面外要承担一定的弯矩,且与梁端作用点距离较远,可能不符合实际,需要手动对梁端剪力墙边缘构件的配筋予以复核,确保安全。经有限元分析计算可知,塔楼墙肢转换结构安全合理可靠,满足中震弹性的性能目标。 

[关键词]剪力墙结构;转换结构;刚重比;面外受弯;性能化设计

中图分类号:TU318,TU375 文献标识码:A文章编号:1002-848X(2021)24-0044-07

 

Discussion on key issues in the structural design of Fangdacheng Building 

HE  Yuanming,  HUANG  Yongjun,  ZHONG  Wenzhong,  MAO  Tongxiang 

(Shenzhen AUBE Architectural Engineering Design Co., Ltd., Shenzhen 518053,China) 

Abstract: The building plan of Fangdacheng Building is cross-shaped, the main structure is 249.71m high, the aspect ratio is 4.96, and the shear wall structural system is adopted. Several difficulties and key issues encountered in the design process were mainly introduced, such as the value of wind load and earthquake action, the special check calculation of the stiffness-to-weight ratio and the second-order effect, the review design of the out-of-plane bending of the wall and the calculation of the transfer beam. Wind load and earthquake action did not meet the applicable conditions of the  stiffness-to-weight ratio calculation formula in standard. The calculation was carried out based on the original intent of the formula, and the calculation result of stiffness-to-weight ratio basically corresponds to the calculation result  of buckling factor method introduced by Technical specification for concrete structures of tall building (DBJ 15-92—2013) of Guangdong province. The stiffness-to-weight ratio meets the specification requirements, and the calculated displacement increase still exceeds the 5% elastic increment limit, so the second-order effect of gravity was still considered in the design. Using the default calculation method of YJK  software, it is found that the shear wall has to bear a certain out-of-plane bending moment at the cantilever beam end, and the distance from the beam end point of action is far away, which may not be the actual mechanical condition, so it is necessary to manually adjust and check reinforcements of shear wall edge components at the beam end to ensure safety. The finite element analysis and calculation show that the transfer structure of the tower wall is safe, reasonable and reliable, and meets the performance target of fortification earthquake elasticity. 

Keywords:shear wall structure; transfer structure; stiffness-to-weight ratio; out-of-plane bending; performance-based design

 

作者简介:何远明,硕士,高级工程师,Email:heyuanming237@sina.com。

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