DOI:10.14006/j.jzjgxb.2013.12.007 Journal of Building Structures 1000-6869 2013 12-0045-07 34 12 2013 12 006 Vol. 34 No. 12 Dec. 2013 510405 6% Bouc-Wen Bouc-Wen TU352. 1 TU317. 1 A Performance of novel mild steel damping wall under eccentric load TAN Ping LIU Miaoxin ZHANG Ying ZHOU Fulin Cultivation Base for State Key Laboratory for Seismic Control and Structural Safety Guangzhou University Guangzhou 510405 China Abstract This paper presented a novel shear-type mild steel damping wall. A basic performance test and fatigue test of the new damping wall was conducted to investigate the performance of the new shear-type metal damper. Considering out-of-plane deformation of the damping wall a specimen with initial eccentric deformation was tested and the influence of the out-of-plane deformation upon the performance of the damping wall was studied. Test results show that www.cameo.org. cn the novel shear-type mild steel damping wall of eccentricity still show good hysteretic and fatigue properties while damper stiffness energy dissipation capacity etc. are reduced to different extent especially under fatigue test the maximum deviation of yield strength and the energy consumption are more than 6%. Moreover simulation results using Bouc-Wen model are in good agreement with experimental results. Bouc-Wen model can be used as mechanical analysis model of the new shear-type mild steel damping wall in energy dissipated structural design. Keywords mild steel damping wall eccentric loading quasi-static test fatigue test energy dissipation Bouc-Wen model mechanical properties 973 2012CB723304 2012BA507B02 2010B090400469 10A032D 1973 E-mail ptan@ gzhu. edu. cn 2013 2 45
0 Kelly 1 1972 2-3 4-6 1 Fig. 1 Novel damping wall-structure connection diagram 1 2008 7 a 1 1. 1 1 b S1 c S2 1. 2. 3. 4. 5. 6. 7. 8. 2 2 Fig. 2 Design sketch of specimens S1 S2 10. 9 M22 100 1 2 α s 580 mm α s = 1. 2 R w 1 712 mm 8 R w = 0. 45 1 700 mm t f /t w = 2. 67 r s /r * s r s 46
r * s 9 r s /r * s = 5 LY225 0. 1% 225 N /mm 2 40% Q345 345 MPa 5 Fig. 5 Diagram of deviation of transition board connection 1 Table 1 Design parameters of damper 6 7 / / / mm mm mm 700 20 6 LY225 700 580 6 700 160 16 580 20 6 1 ± 100 mm 0. 01 mm S2 1 30 mm 2c 3 4 5 6 Fig. 6 Test setup Fig. 3 3 Connection diagram of deviation of transition board 4 Fig. 4 Detail of deviation of transition board 7 1. 2 Fig. 7 Test specimen and equipment 1. 2. 1 1. 2. 2 3 000 kn MTS S1 S2 I Ⅱ 47
30 mm I 2 30 mm I 8 Ⅱ 30 mm 60 2 Ⅱ F yd D yd F max F min D max D min 0. 02 Hz Table 2 2 8 Fig. 8 I Loading condition Ⅰ Ⅱ Fatigue performance of loading condition Ⅱ /Hz /mm Ⅱ 0. 02 30 60 2 2. 1 S2 S1 Ⅰ Ⅰ F- D 9 S2 S1 Fig. 10 S2 S1 S1 2. 2 439. 52 kn 1. 55 mm 10 283. 56 kn /mm S2 1 S1 5. 07% - 10. 41% S2 S1 K d K eff 1 2 48 K eff = K d = F yd D yd 1 F max - F min D max - D min 2 3 3 Table 3 Characteristic values of specimens K d / D yd /mm F d /kn kn mm - 1 kn mm - 1 S1 1. 47 465. 28 316. 52 9. 12 S2 1. 55 439. 52 283. 56 9. 11 9 F-D Ⅰ Fig. 9 Hysteretic loops of specimens under loading condition Ⅰ 10 Skeleton curves of specimens / 10 465. 28 kn 1. 47 mm 316. 52 kn /mm S2 11
30 mm 30 mm 23. 68 kn /mm 22. 07 kn /mm 6 mm 10. 8% 13 Fig. 13 Comparison curves of equivalent viscous damping ratios of specimens Ⅱ 30 mm 10 30 mm 20 S2 11 S1 Fig. 11 Comparison curves of equivalent stiffness of specimens 30 mm 30 S2 2. 3 S2 S1 S1 12 30 mm 40 S2 13 12 13 1 S1 30 mm 50 30 mm S2 S1 S2 1 50. 50% 52. 04% 6 ~ 30 mm 100 mm 5 mm S2 2 S1 3. 0% 2. 9% S1 30 mm 60 S2 2 150 mm 5 mm S1 14 S2 15 S2 Fig. 12 12 Comparison curves of energy dissipation of specimens 3 3. 1 S2 S1 14 Fig. 14 S2 Failure mode of specimen S2 under eccentric loading 49
3. 2 16 S2 S1 F-D 16 a S1 b S2 16 F-D Ⅱ Fig. 16 Hysteretic loops of specimens under loading condition Ⅱ Ⅱ 17 17 30 Bouc-Wen Bouc- S1 S2 Wen 30 F d S1 = αk d x d t + 1 - α K d D yd z t 3 S2 8. 5% 6. 2% zd yd = A - βsgn x d z + γ z n x d 4 x d K d D yd S1 S2 17. 4% 22. 6% S1 S2 10. 55% 10. 84% S1 S2 20. 3% 23. 0% 17 Ⅱ S2 S1 0. 1% ~ 3. 3% 0. 3% ~ 15 S2 3. 9% 1. 6% ~ 7. 8% Fig. 15 Cracks of test specimen S2 under eccentric loading 2. 9% ~ 6. 6% 50 6% 17 Fig. 17 Fatigue performance variations of specimens after different number of cycles 4 α
z t A β γ n 3 Bouc-Wen Bouc-Wen MATLAB Bouc-Wen Bouc-Wen S1 K d = 316. 52 kn /mm D yd = 1. 47 mm 1 Kelly J M Skinner R I Heme A J. Mechanisms of S2 K d = 283. 56 kn /mm energy absorption in special devices for use in earthquake resistant structures J. Bulletin of the New D yd = 1. 55 mm Zealand National Society for Earthquake Engineering α = 0. 011 A = 1 β = 0. 5 γ = 0. 05 n = 1 1972 5 3 63-88. Ⅰ Bouc-Wen 2 Soong T T Dargush G F. Passive energy dissipation 18 18 systems in structural engineering M. New York John S1 Weley & Sons 1997 35-79. 3. M. 6. 2% S2 1997 159-206. Zhou Fulin. Seismic mitigation control 4. 4% Bouc-Wen of engineering structures M. Beijing Seismological Press 1997 159-206. in Chinese 4. M. 2. 2008 213-231. The Japan Society of Seismic Isolation. Passive energy dissipated structural design and construction manual M. 2nd ed. Beijing China Architecture & Building Press 2008 213-231. in Chinese 5 Whittaker A S Bertero V V Thompson C L et al. Seismic testing of steel plate energy dissipation devices a S1 J. Earthquake Spectra 1991 7 4 563-604. 6. J. 2006 36 9 17-21. Zhang Congjun Li Aiqun Zhao Ming. Summary of research on and applications of passive energy dissipation systems of mild steel damper J. Industrial Construction 2006 36 9 17-21. in Chinese 7. M. 2009 84-98. Xu Youlin. Wenchuan earthquake damage b S2 investigation and reflection on safety of building structure M. Beijing China Architecture & Building 18 I Press 2009 84-98. in Chinese Fig. 18 Comparison of experimental and simulated 8. hysteretic loops of specimens under loading condition I J. 2008 41 11 13-17. Chen Zhiyi Ge Hanbin Usami Tsutoma et al. 5 Design and performance study on two types of arcshaped steel damper J. China Civil Engineering Journal 2008 41 11 13-17. in Chinese 1 9 Chusilp Praween Usami Tsutomu. New elastic stability formulas for multiple-stiffened shear panels J. Journal of Structural Engineering ASCE 2002 128 6 833-2 836. 10 Wen Y K. Method for random vibration of hysteretic systems J. Journal of Engineering Mechanics ASCE 1976 103 2 203-249. 51