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534 * Reference Channel 128 Sensors Case 1 72 Sensors 40 Sensors Case 2 Case 3 Figure 3. Sensor Locations. sensors, case 2 uses 72 sensors and Case 3 uses 40 sensors. Cross correlation functions were calculated as the inverse Fourier transform of the cross spectral density function, and treated as free response data. For these calculations the reference channel shown in Fig. 3 was selected. Frames of 512 points with 50% overlapping were used to determine cross spectral density functions. A representative cross spectral density and cross correlation function are shown in Fig. 4. Note that this structure may have many closed spaced modes at very low frequencies, as is typical of large flexible structures'such as cable stayed or suspension bridges. -190 £-2001 3-210 W •S -220 5 .r: -230 If -240 *3 < -250 A i • / ; 'S 'i „ CD 1 5 H I- 1 -2 ! ' ' Mn'«V ' " ^" * " "" —- vw ill • 25 °0 2 4 6 ~ M Q 5 . 10 15 2 Frequency (Hz) Time (s) Figure 4. Representative Cross Spectral Density and Cross Correlation Functions. <strong>The</strong> ERA was used to identify the modal parameters from the cross correlation functions. Figure 5 shows a typical singular values plot obtained with the ERA. In most structures a sharp drop in the values will occur, indicating a finite number of singular values appropriate for effective modeling of the structure (Juang and Pappa, 1985: Caicedo et al, 2001). In this case, this sharp drop is not present due to the closely spaced modes. Here, the correct natural frequencies and mode shapes are selected by examining the identified damping ratio. Only modes with damping ratios between 2.5 and 3.5% are accepted. a-" •I- Singular Value No. Figure 5. Singular Values. Table 1 provides the identified natural frequencies and the error in the frequency with respect to the corresponding analytical value. Negative values indicates that the identified natural frequency was higher than the analytical value. Vertical responses are analyzed independently of transverse responses for this initial study, and thus torsional modes are not
535 listed separately. Vertical modes are expected to have lower natural frequencies than transverse modes because the deck is stiffer in the transverse direction. As a result more vertical natural frequencies were identified. Note that when the number of sensors is decreased, the error in the identified natural frequencies increased, and the number of natural frequencies identified decreases. For the first two cases, ten vertical natural modes were identified, and for the third this number was reduced to 8. Also note that the first mode in Cases 2 and 3 corresponds to the third mode in Case 1, indicating that the two lower modes are not identified with the reduced sensor configuration. In the transverse direction five modes were obtained for the first case, and only three modes were found for the other two cases. Two pairs of identified and analytical (actual) mode shapes were compared to each other to demonstrate the accuracy of the results. Figure 6 shows a comparison between the identified and analytical mode shapes. Good agreement was found. Casel CO, (Hz) Error, (%) 1.062 1.258 1.454 1.632 2.191 2.559 2.788 3.380 3.770 4.156 U.66y 1.825 2.636 2.897 3.725 CONCLUSIONS Table 1: IDENTIFIED NATURAL FREQUENCIES. U.4SU -0.894 -0.197 0.684 -0.317 0.478 0.397 0.782 1.245 1.558 -U.M.5 -1.012 0.302 -0.733 2.014 Case 2 0),(Hz) Error, (%) 1 453 1 638 1.901 2.190 2.788 3.380 4.154 4.565 5.616 5.866 Vertical modes -u.iiy 0.318 L_ " L515 -0.272 0.420 0.803 1.606 3.718 -1.085 2.009 Iransverse Modes U.668 1.824 2.870 —- -U.4&U -0.925 0.187 — - Case 3 CO, (Hz) Error, (%) 1.43U 1.637 2.191 2.780 3.383 3.784 4.143 4.461 - - 1. 823 2.856 3.728 — — U 116 0.380 -0.333 0.681 0.714 0.865 1.870 5.896 - - -u.y/3 0.691 1.941 - - <strong>The</strong> NExT/ERA technique shows promise as a means for detenruning modal parameters to be used for structural health monitoring of large, flexible structures with closely spaced modes and low natural frequencies. This technique will permit monitoring large scale structures where ambient excitations (unknown input) are present as an excitation. This g « Identified B . ° Analytical .-*-* ° * * * * e I » o « towers . Mode 76 - Vertical (2.184 Hz) Mode 7 - Horizontal (0.665 Hz) Figure 6. Identified vs. Analytical Modes.
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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
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185 Decision Making Support Tool' U
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189 31 Array Liujiaxia Reservoir Ar
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191 IV STATION YM kCED INTERVALS OF
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193 at different stations, the diff
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197 PROBLEMS AND CHALLENGES Earthqu
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199 Database s*n/ar_- ^ " Applicati
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201 o Fig. 7 VRML authoring - model
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SMART MATERIALS AND SMART STRUCTURE
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209 vector of measured control forc
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211 To examine the effect of the co
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213 from Fig. 2, we can get the res
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Proceedings of the Intel-national C
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217 where gjî = g(X fcTl , F^+ît
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219 3 360 Deg. Fault Normal (Jan. 1
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221 Earthquake Sylmar 90 Sylinar 90
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225 0.6965, and 0.7094 Hz, which ar
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227 Two displacement sensors are po
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229 14% to 45% (under El Centre ear
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233 g ^ w (4) Notice that the stabi
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235 modes. An energy drop will be o
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237 PPF controller. The second mode
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241 In order to determine the appar
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243 RESULTS AND DISCUSSIONS Figure
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245 100 150 200 250 300 Magnetic Fl
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249 WOLFE, MASRI, CAFFREY Synthetic
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251 WOLFE, MASRI, CAFFREY Transform
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253 WOLFE MASRI,CAFFREY in parallel
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STRUCTURAL ANALYSIS AND DESIGN
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258 separating the above three effe
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260 200 300 400 SHAKE Computed RSD^
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262 where H b is the building heigh
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264 6. ACKNOWLEDGEMENTS The work de
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266 The objectives of this paper pr
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268 The comparison between abovemen
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270 determine the span of the state
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the assumption of the bi-linear for
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274 There are several outstanding e
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276 buildings with different concre
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278 160,000 - 140,000 _^ d Concrete
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280 responded in a fairly similar m
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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
Page 500 and 501: 484 solved for the Hamilton Jacobi-
Page 502 and 503: 486 posed to be the accelerations o
Page 504 and 505: 488 vlaxacccleiation [my O O O O
Page 506 and 507: 490 INTRODUCTION In recent years, t
Page 508 and 509: 492 Since earthquake motion has bee
Page 510 and 511: 494 confirmed in the X direction. B
Page 512 and 513: 496 yielding metallic dampers, and
Page 514 and 515: 498 where the coefficients a m and
Page 516 and 517: 500 modal damping ratio of 2% in ea
Page 518 and 519: 502 CONCLUDING REMARKS The paper re
Page 520 and 521: 504 semi-active and hybrid control
Page 522 and 523: 506 Iiz2i(t)l
Page 524 and 525: 508 defined as 114 - [ J* [•] 2 d
Page 526 and 527: Spencer, B.F., Jr. and Sain, M.K. (
Page 528 and 529: 512 with the rapid success of seism
Page 530 and 531: Figure 3 summarizes the static push
Page 532 and 533: CONCLUSIONS 516 This paper presents
Page 534 and 535: 518 1 OS h : 0 6 5 5 04 Transverse
Page 536 and 537: 520 TABLE 1 REPRESENTATIVE MULTISTO
Page 538 and 539: 522 obtained by simply averaging a
Page 540 and 541: 524 levels of peak ground accelerat
Page 542 and 543: 526 8 CONCLUSIONS This paper gives
Page 545 and 546: Proceedings of the International Co
Page 547 and 548: 531 350.6m 142.7m .0130') i (468')
Page 549: 533 cation corresponds to a node of
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Page 555 and 556: 539 in which H = [H(t l ), H(t 2 ),
Page 557 and 558: 541 identification results of struc
Page 559 and 560: 543 history to be polluted. In the
Page 561: Proceedings of the International Co
Page 564 and 565: 548 environment constraints and the
Page 566 and 567: 550 where F is the fundamental matr
Page 568 and 569: 552 drift ratio was determined as Y
Page 570 and 571: 554 were observed in the vision-sys
Page 572 and 573: 556 The most well-known Bayesian so
Page 574 and 575: 558 achieved by the EKF estimates I
Page 576 and 577: 560 0 2 4 5 3 10 12 14 16 18 20 0 2
Page 578 and 579: 562 CONCLUSION In this study, the r
Page 580 and 581: 564 Figure 1 - Prototype wireless s
Page 582 and 583: 566 will vary from that of the ARX
Page 584 and 585: 568 A 11 25" 11 25" 1 T 1 11 25* !
Page 586 and 587: 570 CONCLUSION The realization of a
Page 588 and 589: 572 the structural response and ret
Page 590 and 591: 574 The ratios of base shear at dif
Page 592 and 593: 576 SECTION A-A COLUMN DETAIL AT TO
Page 594 and 595: 578 Stress Strain Fig. 6 Superelast
Page 596 and 597: 580 Genetic Algorithm(GA) and the M
Page 598 and 599: 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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