Analysis of seismic performance and shaking table tests of the Shanghai Tower

Transcription

1 Journal of Building Structures Vol. 32 No. 11 Nov m ABAQUS 7 1 / TU TU A Analysis of seismic performance and shaking table tests of the Shanghai Tower JIANG Huanjun 1 HE Liusheng 1 LU Xilin 1 DING Jiemin 2 ZHAO Xin 2 1. State Key Laboratory of Disaster Reduction in Civil Engineering Tongji University Shanghai China 2. Architectural Design and Research Institute of Tongji University Group Co. Ltd Shanghai China Abstract The Shanghai Tower with a total height of 632 m adopts the steel-concrete hybrid mega frame-core tubeoutrigger structural system. The elasto-plastic time-history analysis under frequent basic and rare earthquakes of seismic intensity 7 was carried out with the aid of ABAQUS program. The structural dynamic characteristics and displacement responses were obtained. Also structural damage process and damage distribution were analyzed. Meanwhile the shaking table tests of a 1 /50 scaled model were conducted to evaluate the seismic performance. The seismic damage mechanism and weak positions of the structure were presented. Both of the elasto-plastic time-history analysis results and test results indicate that the structure can meet the predetermined performance objectives and has relatively large safety margin. Keywords mega frame-core tube-outrigger structural system elasto-plastic time-history analysis shaking table test seismic performance seismic damage assessment dz jhj73@ tongji. edu. cn

2 m m 5 H m 30 m 1. 2 m m ~ ~ ~ ~ ~ ~ ~ ~ ~ Fig. 2 Strengthened story with outriggers and belt truss 1 Fig. 1 1 Typical floor plan zone ABAQUS 8 2 Lubliner m 2. 4 m m 1. 2 m Lee m 3. 7 m m 1. 9 m d t d c / 4 - GB

3 6-7 C C Fig. 5 Stiffness recovery under cyclic loading 3 Fig C60 Tensile stress-strain and damage-strain relationship of concrete C60 Fig C60 Compressive stress-strain and damage-strain relationship of concrete C C w t w c w c = 1 w t = /100-6 Fig Stress-strain hysteretic model of steel ABAQUS S4R B31 * Rebar Layer B31 Fig. 7 Analytical model 57

4 3 Table 2 MEX006 N00E 3. 1 MEX MEX007 N90E MEX008 UP US1213 US US1214 UP North US1215 East US724 North US US725 East US726 S79010 UP S S /500 S /200 1 /100 SHW Lanczos Y X Fig. 8 Acceleration response spectra 1 Table 1 Natural periods and vibration modes T /s Y X ABAQUS /Standard Y X Hilber-Hughes-Taylor Y X MEX006 US US725 S79010 Y Y 7 Y Y 8 PGA = 100 gal cm /s cm /s cm /s Basic information of seismic waves SHW3 X Y

5 Table 3 3 Y Roof displacements and inter-story drift ratios in Y direction / / / mm mm mm MEX / / / US / / / US / / / S / / / SHW / / / Fig. 9 9 Y Floor displacement response envelop in Y direction Fig Y Inter-story drift ratio response envelop in Y direction MEX

6 Fig. 12 Damage distribution in core tube and coupling beams along axis under rare earthquake of intensity Fig. 11 Integral damage distribution in core tube and coupling beams under rare earthquake of intensity ~ 8 60

7 S SHW Table 4 Typical similitude scale factors / m kg kg kg kg 13 5 Y X 1 13 Fig Table 5 Model panorama ~ PGA = 280 gal MTS MEX US /Hz 5 Comparison of natural frequency of test results with computation results 7 /Hz 1 7 Y % X % /Hz 7 /Hz Y X

8 X 14 Fig. 14 Damage of model structure 9 15 Y 9 Fig Y Acceleration amplification coefficient envelop of model structure in Y direction Table 6 6 Maximum inter-story drift ratios X Y SHW3 1 /814 1 /309 1 /178 1 /705 1 /251 1 /93 1 /763 1 /298 1 /173 1 /780 1 /236 1 /142 MEX /822 1 /308 1 /192 1 /361 1 /174 1 /70 1 /582 1 /258 1 /134 1 /366 1 /130 1 /69 US /797 1 /282 1 /148 1 /461 1 /187 1 /912 1 /347 1 /237 1 /477 1 /235 1 /114 S /752 1 /322 1 /215 1 /443 1 /140 1 /639 1 /255 1 /169 1 /539 1 /181 1 /69 1 /613 1 /304 1 /198 1 /510 1 /180 1 /80 1 /503 1 /294 1 /190 1 /576 1 /206 1 /104 62

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