27 4 2011 12 WORLD EARTHQUAKE ENGINEERING Vol. 27 No. 4 Dec. 2011 1007-6069 2011 04-0001 - 06 116622 8 3 TU398 A Analysis of energy dissipation and earthquake mitigation of a high-rise building with metal dampers WANG Guixuan WANG Yu ZHAO Jie Research and Development Center of Civil Engineering Technology Dalian University Dalian 116622 China Abstract In order to research energy dissipation and earthquake mitigation effect of metal dampers in high-rise building elastoplastic time history analysis of a high-rise isolated structure was implemented under imput of intensity 8 strong earthquake and then the authors contrasted natural vibration period and vibration model ploted interstorey drift angle curve of the structure under the action of three kinds of seismic wave and carried out an comparative a- nalysis. The calculation results show that energy dissipation characteristics of the metal damper is favorable the damper decreases obviously interstorey drift angle and the destruction of wall and coupling beam of high-rise building achieves a good energy dissipation and earthquake mitigation effect. The result obtained can provide a reference to application of metal damper to earthquake isolation of high-rise buildings. Key words metal damper high-rise buildings energy disspation and earthquake mitigation inter-story drift angle 1 2010-03 - 15 2010-10 - 21 2010J21DW013 1960 -. E - mail tumuxinxi@ 163. com
2 27 2 1972 Kelly 3 1 1. 1 4 1 200MPa 200 ~ 300MPa Table 1 1 Chemical composition of steel products C Si Mn P S 0. 02 0. 02 0. 2 0. 030 0. 015 0. 10 0. 35 1. 40 0. 030 0. 015 5 1 Q235 5mm 6 5 1. 5mm 20% 2 3 1 2 3 Fig. 1 Model of bar mild steel damper Fig. 2 Destructive form of bar mild steel damper Fig. 3 Hysteresis curve of bar mild steel damper 1. 2 ANSYS
4 3 PLANE82 4 ANSYS 5 4 5 Fig. 4 Equivalent stress diagram of Fig. 5 Relationship between damping ratio and bar mild steel damper model stiffness of bar mild steel damper model 2 7 Wilson - θ 8 8 ẍ g K C M Δẍ + CΔx + KΔx = - MΔẍ g M C K ẍ g 3 9 X dy /X Y K d /K s K d /K s X dy /X Y K d K s X dy X Y 3 3. 1 30 98. 8m 17. 8m 3. 15m C30 HRB400 ξ = 0. 05 C = αm + βk 7 8 6
4 27 3. 2 Fig. 6 6 1-28 Plan of 1-28th floor and arrangement of dampers 3 3 Taft Northridge 7 7 8 Fig. 7 Seismic wave of intensity 8 3. 3 ABAQUS B31 K α3 = kga GREEN - ABAQUS S4R 4 4. 1 GB 50009-2001 10 T 1 = 0. 25 + 0. 00053H 2 /3 槡 B H B T 1 = 0. 25 + 0. 00053* 98. 82 /3 槡 17. 8 = 2. 23 ABAQUS Perform SATWE 2 Table 2 2 ABAQUS Perform SATWE Periods calculated from of ABAQUS Perform and SATWE 1 2 3 4 5 6 ABAQUS 2. 02 1. 82 1. 86 0. 65 0. 42 0. 32 SATWE 2. 378 1. 984 1. 919 0. 718 0. 469 0. 462 Perform 2. 351 2. 062 1. 913 0. 718 0. 492 0. 479
4 5 8 1-3 Fig. 8 First to third modes of residential building 3 3 Table 3 Maximum displacement responses of top story under 3 seismic waves X Y /m /m 0. 297 0. 299 Northridge 0. 170 0. 153 TAFT 0. 2209 0. 23 0. 2293 0. 2273 0. 223 0. 216 Northridge 0. 169 0. 140 TAFT 0. 217 0. 14 0. 203 0. 1653 9 3 X Y X Y 1 2 Y 3 4. 2 3 8 400Gal X 9 3 Fig. 9 9 3 X Y Comparison of inter-storey dirft angle in X Y directions under actions of 3 seismic waves between conditions with and without damper 3 X Y 1 /100 0. 01 3
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