(深圳市歐博工程設計顧問有限公司， 深圳 518053)

［摘要］方達成大廈建筑平面為十字形，主體結構高度249.71m，高寬比4.96，采用剪力墻結構體系。主要介紹了設計過程中遇到的幾個難點和關鍵問題，如風荷載和地震作用的取值、剛重比和二階效應的特別驗算、墻肢面外受彎的復核設計和轉換梁的計算等。風荷載和地震作用不滿足規范剛重比計算公式的適用條件，根據公式的本意進行了推導計算，得到的剛重比結果與廣東省《高層建筑混凝土結構技術規程》（DBJ 15-92—2013）介紹的屈曲因子方法的計算結果基本對應；剛重比滿足規范要求，但計算得到的位移增大量仍超出5%的彈性增量限值，因此設計中仍然考慮了重力二階效應。采用YJK軟件默認的計算方法，求得懸挑梁端剪力墻面外要承擔一定的彎矩，且與梁端作用點距離較遠，可能不符合實際，需要手動對梁端剪力墻邊緣構件的配筋予以復核，確保安全。經有限元分析計算可知，塔樓墻肢轉換結構安全合理可靠，滿足中震彈性的性能目標。 

［關鍵詞］剪力墻結構；轉換結構；剛重比；面外受彎；性能化設計

中圖分類號：TU318，TU375 文獻標識碼：A文章編號：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

作者簡介：何遠明，碩士，高級工程師，Email：heyuanming237@sina.com。