33 4-67 Fig. 1 1 Plan of typical floor 2 Fig. 2 Analysis model - 1 0. 85 4 1 Table 1 Period results s SATWE ETABS SAP2000 ABAQUS T 1 4. 681 4. 679 4.

33 4 2011 8 Earthquake Resistant Engineering and Retrofitting Vol. 33 No. 4 Aug. 2011 1002-8412 2011 04-0066-07-1 2 2 2 3 1. 100084 2. 518029 3 523808-215m 11. 2 - TU973 +. 17 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 100084China 2. Shenzhen Municipal Design & Research Institute Co. LtdShenzhen 518029China 3. Dongguan University of TechonologyDongguan 523808China Abstract The height of a high-rise concrete filled steel tube frame is 215mand whose height to width ratio of core-wall is 11. 2. 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 E-mail yaogh@ szmedi. com. cn 1 215m 48 1 6. 0m2 ~ 5 5. 2m 4. 5m 4. 1m 1 - ~ 2 3 ~ 5 17 33 19. 2m 22. 15m 2 215. 0 /19. 2 = 11. 2 50 II 7 0. 45s 0. 15g - 1 2-2011-01-19 2 ~ 3

33 4-67 Fig. 1 1 Plan of typical floor 2 Fig. 2 Analysis model - 1 0. 85 4 1 Table 1 Period results s SATWE ETABS SAP2000 ABAQUS T 1 4. 681 4. 679 4. 653 4. 617 Y T 2 4. 622 4. 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. 144 T 6 1. 082 1. 056 1. 120 0. 767 1. 227 1. 086 X 3 CSI ETABS 2 SATWE ABAQUS 3 1 3 SAP2000 2 Earthquake Resistant Engineering and Retrofitting Vol. 33 No. 4 2011

68 2011 8 4 4. 1 5 1522410kN K = 8. 95 > 5 6 1 10 2 3 5 1. 0 1. 0 100 3 3 Fig. 3 Result of nonlinear buckling analysis 1 2 23. 5 26. 9 10 3 3 42. 74 4 1 2 1. 0 + 1. 0 3 1. 36 10 7 kn 3 SAP2000 1 H / 500 = 215 /500 = 0. 43m Fig. 4 4 Buckling mode of bottom clolumns

33 4-69 μ = π l EI N 槡 cr 1 1 6 7 1. 0 4. 2 6 8 5 1 Fig. 5 Staged construction simulation analysis model 6 SAP2000 80 6 7 2. 0kN / m 2 A 6 1 5 A Fig. 6 6 Vertical deformation in structural top Earthquake Resistant Engineering and Retrofitting Vol. 33 No. 4 2011

70 2011 8 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 90 9 4. 3 8 20 80 8 20-6 SAP2000 CEB 9

33 4-71 10 20 92. 6% 11 Fig. 9 9 The change of axial load in frame column 4. 4 10 4 5. 1. 13 Fig. 10 Final compression damage of shear wall B 11 ABAQUS 1 2 3 11 4 Fig. 11 Final tension damage of shear wall - 5 - - Earthquake Resistant Engineering and Retrofitting Vol. 33 No. 4 2011

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