[6].. (reduced beam section connection, RBS) RBS RBS. 2 /mm A/cm 2 I/cm

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36 3 2014 6 1),2) ( 266033) ( 266033)..,,,, TU973+.13 TU391 A doi 10.6052/1000-0879-13-429 SEISMIC PERFORMANCE OF STEEL STRUCTURES WITH REDUCED BEAM SECTION CONNECTIONS 1) HAN Minglan,2) WANG Yan CHEN Jianlin (School of Science, Qingdao Technological University, Qingdao 266033, China) (Department of Civil Engineering, Qingdao Technological University, Qingdao 266033, China) Abstract The seismic performance of steel frames with reduced beam section connections is evaluated by using the finite element analysis, the modal analysis and the time-history analysis. The vibration period, the dynamic internal force, the dynamic stress and the plastic deformation zone in steel frames are studied in detail; and the results are compared with those of steel frames with ordinary connections. It is shown that the seismic performances of the steel frames with reduced beam section connections are not very satisfactory under weak earthquakes, but they are very good under strong earthquakes, the plastic deformation occurs at the reduced beam, the plastic strain increases, the column base shear and the top displacement of the steel frames are all smaller than those of the steel frames with ordinary connections, so it is suggested that reduced beam section connections should be used in areas with strong earthquakes. Key words reduced beam section connections, steel structure, seismic performance, modal analysis, timehistory analysis 1994 1995 [1] [2-5]. 1. 1 a b c 2013 11 04 1 2014 01 10. 1) (51278259) (ZR2012EEL26). 2). E-mail: minglanhan@gmail.com

324 2014 36 3 [6].. (reduced beam section connection, RBS) RBS RBS. 2 /mm A/cm 2 I/cm 4 12-450 300 11 18 153.5 56 900 12-400 400 13 21 214.5 65 400 6-450 250 10 12 102.6 35 200 6-400 300 12 18 151.7 44 300 1 RBS. 1 [7] 6 2 12 6 3 6 2 H 1 2. Q345B 345 MPa E 206 GPa 0.3 MISO 3. 1 12-PT 12 12-RBS1 12 RBS a=0.65b f b=0.75h b c=0.25b f 12-RBS2 12 RBS a=0.65b f b=0.75h b c=0.20b f 6-PT 6 6-RBS1 6 RBS a=0.65b f b=0.85h b c=0.25b f 6-RBS2 6 RBS a=0.65b f b=0.75h b c=0.25b f (a) 12 (b) 6 2 3 σ/mpa ε/% 1 345 0.17 2 550 25 3 420 30 2 ANSYS RBS beam188.. 6 12 RBS 4 5. 4 5.

3 325 4 12 12-PT 12-RBS1 12-RBS2 T PT /T RBS1 T PT /T RBS2 T RBS2 /T RBS1 T 1 2.735 2.806 2.785 0.975 0.982 0.993 T 2 0.891 0.913 0.906 0.976 0.983 0.992 T 3 0.506 0.518 0.515 0.977 0.984 0.994 T 4 0.345 0.352 0.350 0.980 0.986 0.994 T 5 0.255 0.259 0.258 0.983 0.988 0.996 5 6 6-PT 6-RBS1 6-RBS2 T PT /T RBS1 T PT /T RBS2 T RBS2 /T RBS1 T 1 1.195 5 1.228 5 1.225 4 0.973 0.976 0.997 T 2 0.380 3 0.389 2 0.388 4 0.977 0.979 0.998 T 3 0.211 8 0.215 5 0.215 1 0.983 0.985 0.998 T 4 0.141 5 0.143 0 0.142 8 0.990 0.991 0.999 T 5 0.132 8 0.133 5 0.133 5 0.995 0.995 1.000 12-RBS1 12- PT 2.6% 6-RBS1 6-PT 2.8% RBS. [8-10]. 3 [11] EI- Centro Taft [12] 20 s. MATLAB. RBS RBS. RBS RBS. 12 RBS 6 RBS RBS. RBS RBS. RBS. 4 [13] 12 6. RBS. 3 4 5.

326 2014 36 3 3 RBS RBS. 4 EI Taft RBS 6 RBS. 5 RBS 1/50. 12-RBS1 EI 6. 6 RBS. RBS RBS RBS. 12-PT 12- RBS1 RBS. RBS RBS..

第 3 期 韩明岚等 翼缘削弱型节点钢结构的抗震性能研究 图 4 框架柱底剪力时程曲线 (a) 12 层框架层间位移包络图 (b) 6 层框架层间位移包络图 图 5 框架层间位移包络图对比 (b) 3, 4 层 B 柱节点区域 (a) 7, 8 层 B 柱节点区域 图 6 节点区域塑性区图 327

328 2014 36 7 6. 7 RBS RBS. 6 3 RBS 4 RBS. RBS. 7 5 RBS (1) RBS. (2) RBS. (3) RBS. (4) RBS RBS RBS. 1 Akshay Gupta, Helmut Krawinkler. Prediction of Seismic Demands for SMRFs with Ductile Connections and Elements. California: SAC Joint Venture, 1999 2 Popov EP, Balan TA, Yang TS. Post-northridge earthquake seismic steel moment connections. Earthquake Spectra,1998, 14(4): 659-677 3 Engelhardt MD, Winneberger T, Zekany AJ, et al. Experimental investigation dogbone moment connections. Engineering Journal, 1998, 35: 128-139 4 Cheol Ho Lee, Jong Hyun Jung, Myoung Ho Oh, et al.

3 329 Cyclic seismic testing of steel moment connections reinforced with welded straight haunch. Engineering Structures, 2003, 25(14): 1743-1753 5 Jun Jin, Sherif EI-Tawil. Seismic performance of steel frames with reduced beam section connections. Journal of Structural Engineering, 2005, 61: 453-471 6 Federal Emergency Management Agency (FEMA). FEMA 350-Recommended Seismic Design Criteria for New Steel moment-frame Buildings. Washington DC: FEMA, 2000 7 GB50011-2010. 2010 8,.., 2009, 26(2): 168-175 9 Chen SJ, Chao YS. Effect of composite action on seismic performance of steel moment connections with reduced beam sections. Journal of Constructional Steel Research, 2001, 57(4): 417-434 10,,.. 2010 32 (1): 46-53 11 JGJ-98. : 1998 12 GB50011-2010. :, 2010 13.. 2012 (: ) ( 322 ) 10,.., 2007, 52(10): 62-64 11 Marcelo I, Maria V, Jose DM, et al. Life cycle and optimum thickness of thermal insulator for housing in madrid. The 2005 World Sustainable Building Conference, Tokyo, 2005 12,,.. ( ), 2006, 46(12): 1953-1956 13,,.., 2006, 23(S2): 141-149 14,,.., 2001, 22(6): 73-80 15 Kumari M, Nath G. Unsteady natural convection flow in a square cavity filled with a porous medium due to impulsive change in wall temperature. Transport in Porous Media, 2009, 77(3): 463-474 16,.. :, 2010 17,,.., 2004, 26(5): 18-21 (: )

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