0 Kelly Fig. 1 Novel damping wall-structure connection diagram a b S1 c S Fig. 2 Desig

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1 DOI: /j.jzjgxb Journal of Building Structures Vol. 34 No. 12 Dec % Bouc-Wen Bouc-Wen TU TU 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 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 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 CB BA507B B A032D ptan@ gzhu. edu. cn

2 0 Kelly Fig. 1 Novel damping wall-structure connection diagram a b S1 c S Fig. 2 Design sketch of specimens S1 S M α s 580 mm α s = 1. 2 R w mm 8 R w = mm t f /t w = r s /r * s r s 46

3 r * s 9 r s /r * s = 5 LY % 225 N /mm 2 40% Q MPa 5 Fig. 5 Diagram of deviation of transition board connection 1 Table 1 Design parameters of damper 6 7 / / / mm mm mm LY ± 100 mm mm S mm 2c Fig. 6 Test setup Fig. 3 3 Connection diagram of deviation of transition board 4 Fig. 4 Detail of deviation of transition board Fig. 7 Test specimen and equipment kn MTS S1 S2 I Ⅱ 47

4 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 Hz Table Fig. 8 I Loading condition Ⅰ Ⅱ Fatigue performance of loading condition Ⅱ /Hz /mm Ⅱ S2 S1 Ⅰ Ⅰ F- D 9 S2 S1 Fig. 10 S2 S1 S kn mm kn /mm S2 1 S % % S2 S1 K d K eff K eff = K d = F yd D yd 1 F max - F min D max - D min Table 3 Characteristic values of specimens K d / D yd /mm F d /kn kn mm - 1 kn mm - 1 S S F-D Ⅰ Fig. 9 Hysteretic loops of specimens under loading condition Ⅰ 10 Skeleton curves of specimens / kn mm kn /mm S2 11

5 30 mm 30 mm kn /mm kn /mm 6 mm 10. 8% 13 Fig. 13 Comparison curves of equivalent viscous damping ratios of specimens Ⅱ 30 mm mm 20 S2 11 S1 Fig. 11 Comparison curves of equivalent stiffness of specimens 30 mm 30 S S2 S1 S mm 40 S S1 30 mm mm S2 S1 S % % 6 ~ 30 mm 100 mm 5 mm S2 2 S1 3. 0% 2. 9% S1 30 mm 60 S mm 5 mm S1 14 S2 15 S2 Fig Comparison curves of energy dissipation of specimens S2 S1 14 Fig. 14 S2 Failure mode of specimen S2 under eccentric loading 49

6 S2 S1 F-D 16 a S1 b S2 16 F-D Ⅱ Fig. 16 Hysteretic loops of specimens under loading condition Ⅱ Ⅱ Bouc-Wen Bouc- S1 S2 Wen 30 F d S1 = αk d x d t 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 S % 22. 6% S1 S % % S1 S % 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

7 z t A β γ n 3 Bouc-Wen Bouc-Wen MATLAB Bouc-Wen Bouc-Wen S1 K d = kn /mm D yd = mm 1 Kelly J M Skinner R I Heme A J. Mechanisms of S2 K d = kn /mm energy absorption in special devices for use in earthquake resistant structures J. Bulletin of the New D yd = mm Zealand National Society for Earthquake Engineering α = A = 1 β = 0. 5 γ = n = Ⅰ Bouc-Wen 2 Soong T T Dargush G F. Passive energy dissipation systems in structural engineering M. New York John S1 Weley & Sons M. 6. 2% S Zhou Fulin. Seismic mitigation control 4. 4% Bouc-Wen of engineering structures M. Beijing Seismological Press in Chinese 4. M The Japan Society of Seismic Isolation. Passive energy dissipated structural design and construction manual M. 2nd ed. Beijing China Architecture & Building Press 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 J Zhang Congjun Li Aiqun Zhao Ming. Summary of research on and applications of passive energy dissipation systems of mild steel damper J. Industrial Construction in Chinese 7. M Xu Youlin. Wenchuan earthquake damage b S2 investigation and reflection on safety of building structure M. Beijing China Architecture & Building 18 I Press in Chinese Fig. 18 Comparison of experimental and simulated 8. hysteretic loops of specimens under loading condition I J 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 in Chinese 1 9 Chusilp Praween Usami Tsutomu. New elastic stability formulas for multiple-stiffened shear panels J. Journal of Structural Engineering ASCE Wen Y K. Method for random vibration of hysteretic systems J. Journal of Engineering Mechanics ASCE

Fig. 1 1 The sketch for forced lead shear damper mm 45 mm 4 mm 200 mm 25 mm 2 mm mm Table 2 The energy dissip

Fig. 1 1 The sketch for forced lead shear damper mm 45 mm 4 mm 200 mm 25 mm 2 mm mm Table 2 The energy dissip * - 1 1 2 3 1. 100124 2. 100124 3. 210018 - ABAQUS - DOI 10. 13204 /j. gyjz201511033 EXPERIMENTAL STUDY AND THEORETICAL MODEL OF A NEW TYPE OF STEEL-LEAD DAMPING Shen Fei 1 Xue Suduo 1 Peng Lingyun 2 Ye