0 1 / m m 2 ~ 3. 9m 3. 2m 1 / m 23. 6m mm 3 300mm 32. 1% 38. 1% 250mm C60 ~ C50 ~ C40 C

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1 Journal of Building Structures Vol. 32 No. 6 June / MIDAS 7 TU973 TU A Seismic performance of multi-tower structure with large podium and overlapping column LU Xilin ZHANG Cuiqiang LI Jianbao LU Wensheng State Key Laboratory of Disaster Reduction in Civil Engineering Tongji University Shanghai China Abstract In order to evaluate the seismic performance of a large podium-multi-tower complex high-rise structure with vertical overlapping column transfer block a 1 /15-scaled model shaking table test to simulate a 14-story two-tower structure with overlapping transfer column was conducted under a series of loading cases to study the failure mode and seismic performance of the whole structure including frequently occurred intensity 7 basic intensity 7 rarely occurred intensity 7 and rarely occurred intensity 8. A numerically comparative study was done using the software MIDAS in this paper. The results show that the overlapping column transfer block as well as the adjacent slab can maintain elastic after the case of rarely occurred intensity 7 and can meet the requirement of collapse prevention under strong earthquakes. The structure with overlapping column has uniform vertical stiffness and does not have any soft story. Measures should be taken to strengthen the roof of the podium due to the abrupt change of shear force. The columns of the podium should be strengthened properly to aviod the column damages from the shaking table test. Keywords overlapping column transfer structure elevation setback multi-tower with large podium shaking table test finite element analysis seismic performance D lxlst@ tongji. edu. cn zcq0716@ 126. com

2 0 1 / m m 2 ~ 3. 9m 3. 2m 1 / m 23. 6m mm 3 300mm 32. 1% 38. 1% 250mm C60 ~ C50 ~ C40 C ~ 4 5 MIDAS /5 SAP /5 9 1 / MIDAS Fig. 1 The 2nd floor plan 11

3 2 Fig. 2 The 7th floor plan 11 1 / m 22. 4t 16. 8t 5. 6t Fig. 3 The 8th floor plan 5 Fig profile 4 Fig. 4 Roof plan MIDAS Fig. 6 Model in MIDAS 12

4 X Y Table 1 Typical similitude factors of model structure El Centro Pasadena SHW2 1 / Table 2 Compressive strength and elastic modulus 7 of micro-concrete f cu /MPa E c /MPa X Y % 15. 9% a b A1 ~ A Ⅳ 7 1 El Centro 2Pasadena 3 SHW2 1 ~ X Y 3 X Y d 7c Fig. 7 7 Model failure pattern 13

5 7e 8 7f a 3 MIDAS 1 Y T 4 /T 1 = T 4 /T 2 = JGJ Y b 9. 0% X 7. 7% 8 Y 7 X Y Fig. 8 The 1st vibration mode translation in Y direction 29. 4% 30. 6% Y 70. 0% X % 51. 9% 8 12 Y % X 83. 0% 54. 2% Y X 7 Y X ~ Y 13 Y 3 2 X X Y 12 F7 B7 R7 R8 7 Table 3 3 Vibration frequencies and vibration modes of prototype structure f t /Hz f n /Hz f t /Hz Δ t f t /Hz Δ t f t /Hz Δ t f t /Hz Δ t % % % Y % % % % Y % % % % X % % % f t f n MIDAS Δ t 14

6 a a Fig. 9 b 9 Y The 2nd vibration mode translation in Y direction b 11 Fig. 11 The 4th vibration mode rotation a Fig. 10 b 10 X The 3rd vibration mode translation in X direction Fig. 12 Horizontal acceleration amplification coefficient of tower 3 and tower 2 15

7 Table 4 Maximum displacement and total drift and inter story drifts of prototype structure 1 X Y 7 MIDAS MIDAS Δ /mm Δ /H d max /h Δ /mm Δ /H d max /h 7 X / / / / Y / / / / a 13b X /431 1 / c 13d 7 Y /311 1 /197 7 X /105 1 /102 7 Y /174 1 / X 1 /1406 Y 1 /1470 d 3 13c 13d max /h X 1 /864 Y 1 / / X 1 /105 Y 1 /174 d max /h X 1 /102 Y 1 /132 1 /100 5 Fig Distribution of shear force and ratio of shear force to weight MIDAS MIDAS Δ Δ /H 3 d max /h 4 16

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