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234 The purpose of the robust compensator (psat(ar)) is to reduce the undesirable so-called chattering phenomenon. Continuity of the control force between the upper bound and the lower bound of sliding surface reduces chattering. 3 EXPERIMENTAL RESULTS OF ACTIVE VIBRATION SUPPRESSION 3.1 Experimental Setup The control objective is to show the effectiveness of various vibration suppression strategies for a 3-floor model building by using smart sensors and actuators. The setup is shown in Figure 1. Two pairs of larger PZT patches are surface-bonded both support beams near their base ends. These PZT patches are used as actuators to excite the building and to enable active control of the model building vibration. There are also four smaller PZT patches surface-bonded on one the support beam of the model building. These four PZT patches act as sensors for the feedback of the signal in the active control algorithms. The sensor signal from the bottom floor (near the actuator pair) of the model building is used for feedback control. The sampling frequency for real time control was set to Ik Hz. Fig. 1 Experimental setup In the research, various vibration control algorithm are used to control vibration of the model building. The modal parameters of the first two modes have been determined by experiment before control design and implementation. The fundamental frequency and the corresponding damping ratio were found experimentally to be 7.81Hz and 0.0081 respectively. The second natural frequency is 24.0Hz. In each test, the system is excited by a combination of a sinusoidal signal at the first modal frequency and a white noise for the initial 5 seconds. Various control methods are then applied to control the induced vibration. The uncontrolled response of model building is shown Figure 2. 3.2 PPF Experimental Results The positive position feedback control was implemented using the experimental set up described in the previous section. The first mode vibration control is investigated first. Different values of gains were tested. The PPF controller-damping ratio q c was set to 0.4 and controller frequency co c was set at 49 rad/sec (7.8Hz). The controller-damping ratio q c was chosen as a compromise between damping effectiveness and robustness. Figure 3 shows the corresponding PPF controlled vibrations of the model building. The PPF controlled vibrations of the model building damp out within 5 seconds after excitation. The PSD plot for 5-15 seconds is shown in Figure 4(a). A drop of 51dB as compared to the uncontrolled energy level is observed during this period of active control. The corresponding damping ratio was calculated and found to be 0.0499, as compared with the free vibration damping ratio of 0.0081. This represents an increase of 516%. A number of tests were conducted with variation in the PPF gain while keeping c, c at 0.4 and co c at 49 rad/sec. The results are shown in table 1, which shows that maximum damping is achieved at the gain of 15. PPF control is then extended to control several modes simultaneously. If the first two modes are under control, the modal selectivity is also achieved by tuning the compensator frequency co c on the targeted
235 modes. An energy drop will be obtained in the second mode as the first mode. Figure 4(b) shows that the energy drops about 17 dB in the second mode when compared with the uncontrolled system response. with control time(s) Fig. 2 Free response of the building time(s) Fig 3 PPF controlled system response Table 1 PPF result for 1st mode Gain 1st modal dB drop Controlled damping ratio % Change in damping 5 10 12.5 15 44.75 50.9 50.4 48.8 0.0313 0.0467 0.0499 0.0519 286.42 476.54 516.05 540.74 with control without control Frequency (Hz) Frequency (Hz) (a)PPF with first mode under control (b) PPF with first two modes under control Fig. 4 PSD plot comparison for PPF control
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Proceedings of the International Co
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vw:. PREFACE Dunng a time when eart
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OPENING ADDRESS By Prof. Yuchen Liu
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Vll scientific support in our call
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IX INTERNATIONAL ADVISORY COMMITTEE
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XI Engineering Seismology and Geote
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Xlll Progress in the Seismic Design
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XV Crustal Deformation Measurement
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Legal Impediments There are many im
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expectation of (i) expanding the fr
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10 Some applications of wireless te
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12 Smart Materials Smart materials,
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14 research and education in a mult
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19 On September 16, 1994, buildings
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21 Some people were injured while t
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23 tallest buildings in Hong Kong w
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25 Figure 12. Tsim Sha Tsui East an
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27 OTHER ONGOING WORKS Soil-pile-st
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29 Figure 18. The pounding experime
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31 ACKNOWLEDGMENTS The writers are
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35 Table 1. Records Used in the Dev
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37 Date 8/19/1976 10/5/1977 12/16/1
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39 (2) Here Y is the ground motion
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41 1 2 3 4567810 20 3040 SO 100 200
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43 of the resultant horizontal comp
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45 200 006 005 004 003 002 Rock, Mw
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47 en o_ KOCAELI DATA (Random Hor C
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Atkinson G.M., Boore D.M., Some Com
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52 BACKGROUND AND SCOPES In order t
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configurations of cylinder, and it
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l 56 X xT / ^ V^—Ê-^/i / X\ - yX
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58 59-74 (in Japanese) [7] ISHIKAWA
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60 accuracy and efficiency, have no
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62 f •c J — c. p «3 no Fig. 2
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64 VARIOUS TESTS AND DISSEMINATION
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66 response.. The post-earthquake i
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71 with the potential for self-diag
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73 Semi-active Hydraulic (SHD) Cont
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75 Table 1 Buildings currently unde
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77 and the inside of the damper cyl
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79 Figure 16. MR damper installatio
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81 sensors. New algorithms must be
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83 Kobon T. (1998). Mission and per
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87 for a period range less than 3.0
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89 tens or more than a hundred acce
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91 In order to validate the conclus
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93 Distance (km) """"--Âcc. (g) Ma
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95 CONCLUSION In this paper the imp
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ENGINEERING SEISMOLOGY AND GEOTECHN
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100 analyses. This paper reviews th
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102 A comparison of spectral amplit
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104 the high speed with which FFT c
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106 8. Gold, B. and C.M. Rader (197
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108 Displacement Curves", Dept. of
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I 000,000 100,000 Number of uniform
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Response and Fourier Spectra of Dig
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114 10 3 10 2 r | I lll| I | I | I
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116 analysis. Other techniques incl
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It has been found that G max applie
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120 PALEOLIQUEFACTION STUDIES IN ME
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Jardine, R.J., Potts, D.M., StJohn,
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124 has received more attention. In
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126 and log A tQ (/) is the mean so
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128 O 10 s Frequency (Hz) Frequency
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130 geometrical coefficient is near
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132 optimizing method in many engin
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134 Type-2 Fig.5 Three dimensional
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136 plane plane sliding x-z section
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141 1. System Definition define sys
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143 f«l-.J WJjfc >. « Relations -
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145 DS-5 Response Simulation across
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147 CM 1 CM 2 CM 3 CM-4 CM-5 CM-6 H
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151 Number of Pixels (Frequency) Th
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153 Red: possible impacted areas Gr
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155 Low reliability -(water-reflect
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Modem or Router Dial-up ISP The Int
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from observed images Fig 5 shows th
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163 Picked up building from image p
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167 evaluated by Seed's approximate
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169 R(z,N)is reached to 1 or more,
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171 subsoil and combined with the n
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174 defined target. Performance-bas
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176 (probability of being in or exc
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178 start to dominate the hazard at
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180 MAX STORY DUCTILITY vs NORM. ST
Page 199 and 200: Proceedings of the International Co
Page 201 and 202: 185 Decision Making Support Tool' U
Page 205 and 206: 189 31 Array Liujiaxia Reservoir Ar
Page 207 and 208: 191 IV STATION YM kCED INTERVALS OF
Page 209 and 210: 193 at different stations, the diff
Page 213 and 214: 197 PROBLEMS AND CHALLENGES Earthqu
Page 215 and 216: 199 Database s*n/ar_- ^ " Applicati
Page 217 and 218: 201 o Fig. 7 VRML authoring - model
Page 219: SMART MATERIALS AND SMART STRUCTURE
Page 225 and 226: 209 vector of measured control forc
Page 227 and 228: 211 To examine the effect of the co
Page 229 and 230: 213 from Fig. 2, we can get the res
Page 231 and 232: Proceedings of the Intel-national C
Page 233 and 234: 217 where gjî = g(X fcTl , F^+ît
Page 235 and 236: 219 3 360 Deg. Fault Normal (Jan. 1
Page 237 and 238: 221 Earthquake Sylmar 90 Sylinar 90
Page 241 and 242: 225 0.6965, and 0.7094 Hz, which ar
Page 243 and 244: 227 Two displacement sensors are po
Page 245 and 246: 229 14% to 45% (under El Centre ear
Page 249: 233 g ^ w (4) Notice that the stabi
Page 253 and 254: 237 PPF controller. The second mode
Page 257 and 258: 241 In order to determine the appar
Page 259 and 260: 243 RESULTS AND DISCUSSIONS Figure
Page 261 and 262: 245 100 150 200 250 300 Magnetic Fl
Page 265 and 266: 249 WOLFE, MASRI, CAFFREY Synthetic
Page 267 and 268: 251 WOLFE, MASRI, CAFFREY Transform
Page 269 and 270: 253 WOLFE MASRI,CAFFREY in parallel
Page 271: STRUCTURAL ANALYSIS AND DESIGN
Page 274 and 275: 258 separating the above three effe
Page 276 and 277: 260 200 300 400 SHAKE Computed RSD^
Page 278 and 279: 262 where H b is the building heigh
Page 280 and 281: 264 6. ACKNOWLEDGEMENTS The work de
Page 282 and 283: 266 The objectives of this paper pr
Page 284 and 285: 268 The comparison between abovemen
Page 286 and 287: 270 determine the span of the state
Page 288 and 289: the assumption of the bi-linear for
Page 290 and 291: 274 There are several outstanding e
Page 292 and 293: 276 buildings with different concre
Page 294 and 295: 278 160,000 - 140,000 _^ d Concrete
Page 296 and 297: 280 responded in a fairly similar m
Page 298 and 299: 282 CONCLUSIONS In this paper, the
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284 Li B, Park, R. and Tanaka, H. (
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For simplicity, a linear distributi
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equation can be re- written as: 288
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290 DESIGN BASE SHEAR Equating the
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292 by using the computer program S
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294 mutation. Elitist strategy mean
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296 2.3 Premature Judgment and Comb
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298 (3) F 3 : De Jone's F 5 3 (Shek
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300 3.3 Test Conclusions From the t
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30; excitation. Also, the software
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304 concrete frames as documented i
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30€ NEURAL NETWORKS Development I
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308 ACKNOWLEDGEMENTS The research r
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310 In order to ensure the entire s
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312 Examples of Seismic Design In K
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314 earthquake load can be reduced
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Proceedings of the Intel national C
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319 broken. Therefore, joint elemen
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321 the highest probability to get
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325 DESIGN SPECIFICATIONS Overview
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327 Strength Degradation The streng
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I 329 file £dit Vww Select Constru
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333 (1) (2) Where f t and _/£ are
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335 JL dalt (10) Where Solution of
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337 Fig.9 Distribution of first pri
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341 DISPLACMENT-BASED NSF In this p
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343 Define the displacement of the
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345 EXAMPLE The nonlinear static an
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347 REFERENCE Code for seismic desi
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350 including Hong Kong are conside
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352 structural engineers. Although
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354 4) Structural characteristics R
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356 maintain economy of design but
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358 R C3&OC11 L8C34 USC3 •••
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363 DISPLACEMENT CALCULATION FOR GR
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365 As shown in the figure, a model
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367 history of a design earthquake
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371 reflects the structure's useful
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373 have a membership degree betwee
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375 of initialization of structure,
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377 REFERENCE Zadeh, L A (1965), "F
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.0,(r+l,,)] (0 + A (3) 383 -l.y)] (
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385 The first example is come from
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387 REFERENCES Leroueil, S. (2001).
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391 maximum friction force and ther
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393 the stiffness of the bracing an
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395 splacemen (m) Bared —Braced/D
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399 Figure 1: Two-surface Model Def
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401 time, one must integrate over t
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403 CONCLUSIONS In the previous sec
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407 Response Control by Magneto-Rhe
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409 s e a ooo j| soo y 0 c l83Hz ,5
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411 *fU O A 20 7 HA I , 2 4A .'.-%-
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415 Wind Velocity (t J Relative Dis
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417 Fig. 5 4ttractor (time lag=l) F
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419 concluded that the real time re
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422 (LQR/LQG), H M and the instanta
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424 damping ratio provided by the c
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426 by Eqn. 2.9 and Eqn. 2.12, resp
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428 Fig.5.4 shows the comparison of
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Innovation is driving control devic
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432 STRUCTURAL ENERGY DURING VIBRAT
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434 Equilibrium Price of Power With
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436 CONCLUSION The scope of this re
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438 The effectiveness of the seismi
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440 anti-symmetnc mode excited by t
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442 Base Isolation System The base
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444 each member along or adjacent t
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446 2 PROJECT PARTICIPANTS Concerni
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448 3.1.2 Investigations at Seyhan
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450 Fig. 4.2: principle drawing of
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452 no TMD — TMD with optimal tun
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454 In this paper, a stochastic opt
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456 The dynamical programming equat
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458 control strategy. Model reducti
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460 (AMDs) and the proposed control
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465 Specimen 1 Specimen 1 represent
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467 increased the beam moment stren
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469 3 4@8 ~T / C 4 #5 #3 stirrups 8
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473 Phase 2: The sliding of the bot
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475 4.2 Effect of Coefficient of Fr
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477 -ZETA=Q 05 -ZETA=010 -ZETA=015
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479 031 en 03 0029 P |Q 28 ~*—MR=
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482 stiffness or coefficient of vis
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484 solved for the Hamilton Jacobi-
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486 posed to be the accelerations o
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488 vlaxacccleiation [my O O O O
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490 INTRODUCTION In recent years, t
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492 Since earthquake motion has bee
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494 confirmed in the X direction. B
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496 yielding metallic dampers, and
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498 where the coefficients a m and
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500 modal damping ratio of 2% in ea
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502 CONCLUDING REMARKS The paper re
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504 semi-active and hybrid control
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506 Iiz2i(t)l
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508 defined as 114 - [ J* [•] 2 d
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Spencer, B.F., Jr. and Sain, M.K. (
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512 with the rapid success of seism
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Figure 3 summarizes the static push
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CONCLUSIONS 516 This paper presents
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518 1 OS h : 0 6 5 5 04 Transverse
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520 TABLE 1 REPRESENTATIVE MULTISTO
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522 obtained by simply averaging a
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524 levels of peak ground accelerat
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526 8 CONCLUSIONS This paper gives
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531 350.6m 142.7m .0130') i (468')
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533 cation corresponds to a node of
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535 listed separately. Vertical mod
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539 in which H = [H(t l ), H(t 2 ),
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541 identification results of struc
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543 history to be polluted. In the
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548 environment constraints and the
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550 where F is the fundamental matr
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552 drift ratio was determined as Y
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554 were observed in the vision-sys
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556 The most well-known Bayesian so
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558 achieved by the EKF estimates I
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560 0 2 4 5 3 10 12 14 16 18 20 0 2
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562 CONCLUSION In this study, the r
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564 Figure 1 - Prototype wireless s
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566 will vary from that of the ARX
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568 A 11 25" 11 25" 1 T 1 11 25* !
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570 CONCLUSION The realization of a
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572 the structural response and ret
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574 The ratios of base shear at dif
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576 SECTION A-A COLUMN DETAIL AT TO
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578 Stress Strain Fig. 6 Superelast
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580 Genetic Algorithm(GA) and the M
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582 IDENTIFICATION ALGORITHM State
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584 the simulated structural respon
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586 GA-MCF, the number of particles
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588 instrumentation to monitor and
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590 If we compare this peak value w
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592 2.3 Sampling rate Structural mo
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594 Any remote station that has the
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596 or receives environmental infor
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598 Comparisons of Proposed E-Monit
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600 LCD display Earthquake Warning
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605 Kishwaukee River Bridge consist
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607 the table, the monthly maximum
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609 3.2 L VDTData Analysis LVDT sen
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structural response energy with fre
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615 Table 1: Fundamental natural fr
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617 JUSTS rs s." WUUR. 4 20O2 IS 44
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1-1 INDEX OF CONTRIBUTORS Volumes I
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Ths OOO F X ^s dje foe return 01 ê
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