Fig. 1 1 Plan of typical floor 2 Fig. 2 Analysis model Table 1 Period results s SATWE ETABS SAP2000 ABAQUS T

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1 Earthquake Resistant Engineering and Retrofitting Vol. 33 No. 4 Aug m TU A Summarization of Structural Design for a High-rise CFST Frame-tube Structure Yao Guo-huang 1 2 Chen Yi-yan 2 Guo Ming 2 Pan Dong-hui 3 1. Department of Civil EngineeringTsinghua UniversityBeijing China 2. Shenzhen Municipal Design & Research Institute Co. LtdShenzhen China 3. Dongguan University of TechonologyDongguan China Abstract The height of a high-rise concrete filled steel tube frame is 215mand whose height to width ratio of core-wall is The tower is super B grade structure. According to the characteristic of the structurechoice of structural systemelastic calculationthe whole stability analysisstaged construction simulationanalysis of effects of shrink and creep of concrete and structural dynamic elastic-plastic analysis are presented in this paper. The calculation method in this paper may be referred for correlative researches. Keywords high-rise concrete filled steel tube frame-tube structure buckling analysis dynamic elastic-plastic analysis yaogh@ szmedi. com. cn 1 215m m2 ~ m 4. 5m 4. 1m 1 - ~ 2 3 ~ m m /19. 2 = II s 0. 15g ~ 3

Department of Civil EngineeringTsinghua UniversityBeijing 100084China 2. Shenzhen Municipal Design & Research Institute Co. LtdShenzhen 518029China 3.

2 Fig. 1 1 Plan of typical floor 2 Fig. 2 Analysis model Table 1 Period results s SATWE ETABS SAP2000 ABAQUS T Y T X T T Y T T X 3 CSI ETABS 2 SATWE ABAQUS SAP Earthquake Resistant Engineering and Retrofitting Vol. 33 No

591 4. 366 4. 421 X T 3 3. 073 35 T 4 1. 332 2. 900 1. 304 2. 061 1. 130 3. 312 1. 423 Y T 5 1. 136 1.

3 kN K = > Fig. 3 Result of nonlinear buckling analysis kn 3 SAP H / 500 = 215 /500 = 0. 43m Fig. 4 4 Buckling mode of bottom clolumns

5 26. 9 10 3 3 42. 74 4 1 2 1. 0 + 1. 0 3 1.

4 μ = π l EI N 槡 cr Fig. 5 Staged construction simulation analysis model 6 SAP kN / m 2 A A Fig. 6 6 Vertical deformation in structural top Earthquake Resistant Engineering and Retrofitting Vol. 33 No

5 Fig. 7 7 A 6 Comparison of axial load in frame column Fig. 8 8 Vertical deformation in structural top considering shrink and creep 10% - FIP SAP2000 CEB 9

6 % 11 Fig. 9 9 The change of axial load in frame column Fig. 10 Final compression damage of shear wall B 11 ABAQUS Fig. 11 Final tension damage of shear wall Earthquake Resistant Engineering and Retrofitting Vol. 33 No

10 Final compression damage of shear wall B 11 ABAQUS 1 2 3 11 4 Fig.

7 ~ 7 Du Yi-xinTang Rong-weiZhao Peng-feiet al. Bulking analysis for the complicated roof and supported structure of Wuhan railway station J Building References Structure ~ 7 in Chinese 1. M Han L H. Concrete-filled Steel Tubular Structures Theory and Practice M. Beijing China Science Press2007 in Chinese 2 Computers & Structures Inc. CSI Analysis Reference ManualM. Berkeley California USA 2008 Structures of Tall BuildingS in Chinese 5 JGJ S JGJ Technical Specification for Latticed Shells S in Chinese 6 8. J ~ 96 Fu Xue-yiGao YingXiao Cong-zhenet al. Structural design of building of Wanke Center floating 10-15m high on the groundj. Building Structure ~ 96 in Chinese 3 HibbittKarlsonSorenson. ABAQUS Version CEB-FIP Model Code 1990 Design CodeM. Thomas Theory manualusers manualverification manual and example problems manuals. HibbittKarlson and Sorenson Inc2007 Telford GB S GB Seismic Design Code for Buildings in Chinese 4 JGJ S JGJ3-2002Technical Specification for Concrete 11CECS160 S CECS160 General Rule for Performance-based Seismic Design of BuildingsS. Beijing China s Planning Press 2004 in Chinese. 12. M Xu Pei-fuFu Xue-yiWang Cui-kunet al. Design of - J ~ 18 Complex Tall Buildings M. Beijing China Yao G HHuang Y JSong B DTan W. Analysis for Architecture and Building Press 2005 in Chinese static behaviour of steel and concrete composite members with Plastic 2 Damage ModelJ. Progress in Steel 7. J Building Structures ~ 18 in Chinese 1980 ~

Concrete-filled Steel Tubular Structures Theory and Practice M. Beijing China Science Press2007 in Chinese 2 Computers & Structures Inc. CSI Analysis Reference ManualM.

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2 49 30667. 7m 2, 424008m 2,,,, 20. 5m,, 4. 6 m 2 3, - 14. 5m, 87200m 2,, ( ) Leoadaly 1 C40, 2200mm 2650mm, 30m, 49000kN 71000kN, 193m, 156m,,, 2 1, 11 2 2009 4 Progress in Steel Building Structures Vol. 11 No. 2 Apr. 2009 1, 1, 1, 1, 1, 1, 2 (1. ( ), 518033 ; 2., 518031) : 238m, 260m, 17. 3, B,,, : ; ; ; ; : TU 355 : A : 1671-9379 (2009) 02-0048 -