0 1,, [ 1 ] [ 2 ] [ 324 ],2 ( ) ( ),,,,,,,, [ 1 ], [ 1 ] [ 3 ] [ 4 ] [ 5 ],,,,,;, [ 6 ],,,,,,,, 2, ,,,,2, [ 7210 ] ( 1) 1 Fig. 1 Section

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1 Journal of Building Structures : (2009) Vol130 No14 Aug , 2, 1, 2, 1, 1 (1., ; 2., ) :,MSC. MARC, ( ) ( )2, 22,, 2,,4, : 2 ; ; ; ; : TU TU313: A Seism ic performance evaluation using nonlinear time history analysis with three2dimensional structural model for a hybrid frame2core tube structure M IAO Zhiwei 1, WU Yaohui 2, MA Q ianli 1, LOU Yu 2, YE L iep ing 1, LU Xinzheng 1 ( 1. Department of Civil Engineering, Tsinghua University, Beijing , China; 2. China Electronics Engineering Design Institute, Beijing , China) Abstract: Accurate p rediction for the structural nonlinear behaviors is important to the structural safety assessment against earthquakes. Some new models, which are used to establish three2dimensional structural model for nonlinear time history analysis under strong earthquakes, are p resented. In these models, the material stress2strain relationship can be connected directly with the force2disp lacement behavior of the structural elements, such as beam s, columns, shear walls and core tubes, so that the comp licated coup led axial force2bending moment2shear force behaviors, as well as the corresponding cycle behaviors, can be p roperly simulated. W ith the secondary development user subroutines, convenient p re and post p rocess functions and extinct nonlinear capacity of general purpose FEA software of MSC. MARC, the spatial seism ic responds of structures can be simulated in detail. A p ractical hybrid frame2core tube structure was analyzed with dynam ic time2history analysis based on these models and the comp licated seism ic behaviors of the structure were simulated. According to the analytical results under ground motions with different intensities, the exterior frame and the core tube made up of four sub2tubes in this structure can form effective dual seism ic resistant system which has three seism ic fortification lines: coup ling beam, sub2tubes and exterior frame. Keywords: hybrid frame2core tube structure; fiber model; multi2layer shell element; nonlinear analysis; seism ic performance : (2006BAJ03A02), ( ) :(1981 ),,, E2mail: m iaozhiwei00@mails1thu1edu1cn :

2 0 1,, [ 1 ] [ 2 ] [ 324 ],2 ( ) ( ),,,,,,,, [ 1 ], [ 1 ] [ 3 ] [ 4 ] [ 5 ],,,,,;, [ 6 ],,,,,,,, 2, ,,,,2, [ 7210 ] ( 1) 1 Fig. 1 Section discretization of fiber model, :,, () ( ), ; 2 ;,, MSC1MARC, 52( )UBEAM,,,,MSC1MARC, UBEAM, THUF IBER,, [ 11 ] THUF IBER, (

3 ), [ ], 112, MSC1MARC 75 ( ) ( 2), ( ),,,,, [ 1 ],, 2, 2,, [ 13 ] ( a) ( b) 3 Fig. 3 Smeared rebar layer in multi2layer shell element,,,, MSC1MARC INSERTS,,,, [ ] ( 4) 2 Fig. 2 Multi2layer shell element,, 4 Fig. 4 Rebar modeling in a discrete way 113, ( 3) (, ) ( ),;,,,, THUF IBER, ( ) [ 14 ], ( 5) 5 [ 14 ], (,, ) 2, 121

4 ,MSC1MARC [ 13 ], 7S21 Fig. 7 Specimen S21 5 Fig. 5 Concrete constitutive relation, Bauschinger, [ 14 ] [ 15 ], Bauschinger ( 6), 6[ 14 ] 8YW 0 Fig. 8 Specimen YW Fig. 6 Rebar constitutive relation 9S21 Fig. 9 Comparison between experimental and calculational results of specimen S THUF IBER2 ( S21 [ 16 ] YW0 [ 17 ] ),, S21 ( 2165% ) ( 0103) ( 7 ), YW0 ( 1129% ) (0144) ( 8) ( 9 10), Bauschinger, 10YW 0 Fig. 10 Comparison between experimental and calculational results of specimen YW 0 122

5 212 2,W1 [ 18 ], 119 ( 11) ; W2[ 19 ], 110 ( 12),, 13W 1 Fig. 13 Comparison between experimental and calculational results of specimen W 1 11W 1 Fig. 11 Specimen W 1 14W 2 Fig. 14 Comparison between experimental and calculational results of specimen W 2 2, 3 12W 2 Fig. 12 Specimen W 2 ( 13 14), 311, 2 18, 7418m,4, 15 16,,4 8, II, 1,, : 123

6 1 Tab le 1 P a ram e te rs o f struc tu ra lm em be rs SRC SRC SRC b c h c h b d t b c h c h b d t b c h c h b d t mm mm mm mm C45 C C C C C C40 C C40 C : b c ; h c ; h ; b ; d ; t ; Q345 : ; ; ; RC ;Q345,C35 C35 C35 C35 C35 15 Fig. 15 Plan of structure (1),, 918m,, ;,, 4,, (2), 2, 4,,,,, (121) Fig. 16 Profile of structure (121) (3), 2,4,,,

7 ,MSC1MARC, 312,, ( ),,, X Y 17 18, 1 Y, T 1, T 2 = 1155 s; 2 = 1130 s; 3X,, T 3 = 1115 s 2,, 3 X, 313, Y X,, PEER [ 20 ] 3, El Centro EW, ( GB ) 8, PGA 70gal 200gal 400gal YX , Y60mm ( 19), 11 ( 20), 1 /1040; X 31mm ( 21), 9, 1 /2015 ( 22), ( 1 /800) ;, Y 289mm ( 19), 6 ( 20), 1 /230; X 210mm ( 21), 6 ( 22), 1 /314, (1 /100),,, , 23Y, V F /V, V F, V 23,, :, ;, ; Fig D FEA model of whole structure Fig D FEA model of core2tube 125

8 2 Tab le 2 D isp lacem e n t re spo n se s a nd m em be rs sta te unde r e a rthqua ke s mm () ( ) ( ) Y 60 1 /1040 X 31 1 /2015 Y /446 X /582 Y /230 X / Y Fig. 19 Time2history curves of structural top disp lacement in Y direction 21 X Fig. 21 Time2history curves of structural top disp lacement in X direction 20 Y Fig. 20 Storey drift distribution at time of peak top disp lacement in Y direction 23,,,, V F /V 1, V F /V 215% 1111% ;V F /V 10% 30%, 40% ;, V F /V 60% 75% 24X, V F /V, 24, 22 X Fig. 22 Storey drift distribution at time of peak top disp lacement in X direction,,, V F /V 1, V F /V 210%1017% ;, V F /V 10% 30%, 40% ;, V F /V 55% 70% (1), 126

9 25),, ( 26),,, ( )( ) X, 2,Y 23 Y V F /V Fig. 23 Shear2bearing ratio of frame in each storey in Y direction 25 Y Fig. 25 Crack contour of tube at time of peak top disp lacement under severe earthquake in Y direction 24 X V F /V Fig. 24 Shear2bearing ratio of frame in each storey in X direction,,23 24,,111%, 30% 40%, 70%,, (2) Y, 2, 4,,, ( ), ( );, 4,, ( )( ) ;, 4 ( 26 Y Fig. 26 Comp ressive strain contour of tube at time of peak top disp lacement under severe earthquake in Y direction 4 ( 1 ) MSC1MARC, 127

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