0 ( steel p late shear wall with slits, SPW S) H itaka [ 1 ],, 1 SPW S:, ;, ;,, SPW S,,,, 1 3,,, SPW S,, SPW S, [ 8 ], SPW S,, 1 1 SPW S Fig. 1 Genera

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1 Journal of Building Structures : (2009) Vol130 No15 Oct , 3, 2, 1, 4 (1., ; 2., ; 3. (), ; 4., ) :, 2, : ;, : ; ; : TU39214 TU31711 : A Experimental study on full scale steel p late shear wall with slits under low2frequency cyclic loads: Part J IANG Lu 1, 3, CHEN Yiyi 2, WANG W enhui 1, CA I Yuchun 4 (1. College of Civil Engineering, Tongji University, Shanghai , China; 2. State Key Laboratory of D isaster Reduction in Civil Engineering, Tongji University, Shanghai , China; 3. Baoshan Iron & Steel Co. L td Research Institute (R&D Center), Shanghai , China; 4. Beijing SBS Industrialization Housing Engineering Co. L td, Beijing , China) Abstract: Based on the analysis of boundary conditionsπeffect on behaviors of steel p late shear wall with slits ( SPW S) by finite element software, a set of test apparatus which included linkage mechanism and lateral supporting system s were designed and fabricated. This test apparatus can app roximately reflect the frame beamπs restraint on SPW S. Two full2scale SPW S specimens subjected to low2frequency cyclic loads were tested successfully. In order to p revent the occurrence of instability in early loading stage, steel tube was used as longitudinal brittle stiffener of specimens. Through the test, the mechanism character and failure modes of SPW S were investigated. Test results indicate that the specimens exhibite yielding adequately before buckling resulting in considerable capacity of deformation and energy dissipation. The test also exposes two p roblem s of corner instability and bolt slip and p rovides key clues to solve them. Keywords: steel p late shear wall with slits; low2frequency cyclic loading test; hysteretic behavior : (L iving Steel ) : (1978 ),,, E2mail: jianglulujiang@1631com :

2 0 ( steel p late shear wall with slits, SPW S) H itaka [ 1 ],, 1 SPW S:, ;, ;,, SPW S,,,, 1 3,,, SPW S,, SPW S, [ 8 ], SPW S,, 1 1 SPW S Fig. 1 General construction of SPW S SPW S, Hitaka [ 1 ] , SPW S,, [ 223 ] SPW S [ 4 ] SPW S, [ 5 ] SPW S,, [ 6 ] [ 7 ] SPW S, 111 ANSYS SPW S, 2, SPW S 22, Shell 181,, E = MPa, f y = 235MPa,,,, 1 2 Fig. 2 Finite element model of single SPW S 2 3, 3 : R z SPW S, U z xr x 58

3 1 Tab le 1 Com p a ra tive ana lysis typ e o f upp e r bo unda ry co nd itio n s re stra in t de g re e o f SPW S U x, U y U z R x R y R z ; U x U y R z U z R x R y : x y z ; U x U y R x R y R z x y z U z ( a) 3 Fig. 3 Effect of boundary conditions, 4, SPW S ( R z ), (U z ) (R x ) 4SPW S, 5 2, 2 2 SPW S 2SPW S : SPW S ( b) 4 Fig. 4 Test set2up 52SPW S Fig. 5 Model of steel frame2spw S 2 2SPW S Ta b le 2 F in ite e lem en t m o de l o f stee l fram e 2S PW S SPW S SPW S m, 6000m SPW S : Shell 181,, E = MPa, f y = 235MPa SPW S 21 SPW S 22, 6 SPW S Fig. 6 Comparative analysis of test apparatus and steel frame s effect on SPW S 59

4 t 1 = 14mm, t 2 = 12mm T ( 7), d = 12mm, 6mm 1019 M22, 8, H u = H d = 230mm, H m = 150mm, Q235B, :f y = 318MPa,f u = 455MPa, E = MPa : SPW S ;, SPW S 9 SPW S,, I t, 100mm 100mm 10mm 7 Fig. 7 Construction of specimen 9 Fig. 9 Effect of longitudinal brittle stiffener 8 Fig. 8 Size of major steel p late , 10 SPW S 22 ( ) :,100kN, 100kN, 2, 10mm, 2 3,30% 40% 60

12b), ( 12c) (3):, T ( 13a) ( 13b), ( SPW S 21 : 0128 1110mm,0186 5165mm, [ 8 ] ) ;,10mm, (4):( 12c),, ; ( 14) 3

5 11 Fig. 11 Out2of2p lane buckling of specimens 10 SPW S 22 Fig. 10 Layout of strain gauges of SPW S 22 2 : (1): 40mm ( 1 /60) ( 11a), (50mm ) ( 11b) (2):, 30mm, ( 12a), T ( 12b), ( 12c) (3):, T ( 13a) ( 13b), ( SPW S 21 : mm, mm, [ 8 ] ) ;,10mm, (4):( 12c),, ; ( 14) SPW S 22 ( 12 Fig. 12 Phenomenon of corner instability of specimen 10) P = 300kN, y ; T21 T22 T23 ; S 15 :,, ;,, SPW S 22 S10 S19 ( 10 16), :, 61

6 x 17,, SPSW 22,, 13 Fig. 13 Phenomenon of bolt slip of specimen 16 Fig. 16 D istributing character of bolt s vertical strain 14 Fig. 14 Crack at corner of specimen 15 Fig. 15 Strain analysis of measuring point of flexural link,, ( 13b) [ 8 ] SPSW 21 SPSW 22 17, Fig. 17 Hysteresis loop s of specimens 18 : ; 1 /50 ( x 45mm), 85% K c P y y P u

7 SPW S, [ 1 ], SPW S (1) 18 Fig. 18 Skeleton curve of specimens u ( 3) P y y JGJ , u 15%, JGJ , 3 ( + ), ( - ) 3 : 14mm ( SPW S 21) 12mm ( SPW S 22) ;,,,, 31214, JGJ ( 6 ) (7 ),, SPW S : W p P c = nm u h /2 = 2nM u h = 2nf yw p h ( 1) = tb 2 /4, ; n ; h 3 P c, SPW S 21, SPW S 22 13% SPW S 21 SPW S,,,, 4 (1) SPW S 1 /60,, (2), 1 /50 (3) (4), ;,, [ 1 ] H itaka Toko, Matsui Chiaki. Experimental study on steel shear wall with slits [ J ]. Journal of Structural Engineering, ASCE, 2003, 129 ( 5) : [ 2 ]. [D ]. : 3 Ta b le 3 M a jo r re su lts o f sp ec im e n s K c /kn mm - 1 P y /kn P u /kn P c /kn y /mm u /mm SPW S SPW S E 63

8 , ( CAO Zhiliang. The out2of2p lane stability analysis of steel shear wall with slit [ D ]. W uhan: W uhan University of Technolegy, ( in Chinese) ) [ 3 ]. [D ]. :, ( ZHONG Yubai. Research of shear resistance static behaviors of steel p late shear wall simp ly suported at each edge[d ]. Harbin: Harbin Insititute of Technology, ( in Chinese) ) [ 4 ],,. 2 [ J ]., 2008, 28 ( 2) : ( YUAN Chaoqing, HE Youfeng, XU Songzhi. Analysis of mechanical behaviors of steel frame2steel2p late2shear wall with slit [ J ]. Journal of Earthquake Engineering and Engineering V ibration, 2008, 28 (2) : ( in Chinese) ) [ 5 ]. [ D ]. :, ( SU Lei. The structural analysis and experimental study of steel shear wall with slit[ D ] ( in Chinese) ) W uhan: W uhan University of Technolegy, [ 6 ]. [D ]. :, (W EN Peigang. The theoretical analysis and experimental study of steel shear wall with slit [ D ]. Guangzhou: South China University of Thechnology, ( in Chinese) ) [ 7 ],,,. [ J ]., 2008, 40 ( 1) : ( CAO Chunhua, HAO J ip ing, WANG Yingchun, et al. shear wall with slits[ J ]. Cyclic test of thin steel p late Journal of Xi an Universitity of A rchitecture & Technology, 2008, 40 ( 1 ) : ( in Chinese) ) [ 8 ],,. [ R ]. :,

1 Fig. 1 Perspective view of New CCTV Building 13008mm 2, 2811% ( ) 6, HRB400, 1187mm 2, 216% C60, 32095mm 2, Q345, 2 4,, Q345, Q390C, 2, 1 Q235, 5mm

1 Fig. 1 Perspective view of New CCTV Building 13008mm 2, 2811% ( ) 6, HRB400, 1187mm 2, 216% C60, 32095mm 2, Q345, 2 4,, Q345, Q390C, 2, 1 Q235, 5mm 29 3 Vol129, No13 2008 6 Journal of Building Structures June 2008 : 100026869 (2008) 0320031209 SRC 1, 1, 1, 1, 2, 2, 2 (1., 200092; 2., 200002) : SRC 30%, SRC 9,, N P 2M P SRC, SRC ; N P 2M P SRC : ;