- Page 2 and 3: Proceedings of the International Co
- Page 4 and 5: vw:. PREFACE Dunng a time when eart
- Page 6 and 7: OPENING ADDRESS By Prof. Yuchen Liu
- Page 8 and 9: Vll scientific support in our call
- Page 10 and 11: IX INTERNATIONAL ADVISORY COMMITTEE
- Page 12 and 13: XI Engineering Seismology and Geote
- Page 14 and 15: Xlll Progress in the Seismic Design
- Page 16 and 17: XV Crustal Deformation Measurement
- Page 19 and 20: Proceedings of the International Co
- Page 21 and 22: Legal Impediments There are many im
- Page 23: expectation of (i) expanding the fr
- Page 27 and 28: 11 Damage quantification is Ultraso
- Page 29 and 30: 13 Structural Control in Strong Win
- Page 31: KEYNOTE PAPERS
- Page 34 and 35: 18 Island, which is about 35 km sou
- Page 36 and 37: 20 jointly organized an Internation
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- Page 40 and 41: Although according to the Chinese s
- Page 42 and 43: 26 Seismic vulnerability of typical
- Page 44 and 45: 28 Figure 17. A finite element mode
- Page 46 and 47: 30 RESEARCH COLLABORATION We have b
- Page 48 and 49: Wen ZP, Hu YX and Chau KT (2002c).
- Page 50 and 51: 34 The data includes records from e
- Page 52 and 53: 36 Turkey In the hght of this infor
- Page 54 and 55: 38 -) 1 *I C5 IS "c 0» s o o u - 7
- Page 56 and 57: 40 Table 3. Attenuation Relationshi
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- Page 64 and 65: 48 Conclusions The recommended atte
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- Page 69 and 70: 53 CONTENTS OF JSSI MANUAL Followin
- Page 71 and 72: 55 Directly Connected System Wall l
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61 Force is Proportional to Velocit
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63 c U ~c M Q c U >-„ H HO Fig. 2
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65 need to be destroyed, and such p
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70 Observation -" system Figure 1.
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72 Figure 3. First full-scale imple
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74 Figure 9. View of construction s
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76 els can be readily supplied by b
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78 FULL-SCALE IMPLEMENTATION OF MR
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80 Brooks (1999) emphasized the nec
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82 REFERENCES Brooks T. (1999). Usi
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Straser E.G. and Kiremidjian A.S. (
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86 provisions have been improved, a
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the zones, divided by contours are
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90 4
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92 Site categories A B C D Table 4
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94 calculated at 91 periods from 0.
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Rinne, and R. B. Seed (2000). New s
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101 minimum of 2 MB random access m
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103 digitization scheme. The comput
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105 (2b) where a;, and £ are respe
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107 27. Lee, V.W. and Y.Y. Wang (19
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109 FIGURE CAPTIONS Fig. 1 Trends i
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Figure 2 m
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113 TT] r—i j 11iii| 1 i n inij r
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117 The test is conducted by advanc
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119 From the collected SCPTu data,
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121 Piesocone Tests to Evaluate Sei
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125 Taking logarithm on two sides,
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127 I '++ -j- 4. +4•N-. k . j_ ..
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129 CORRELATION WITH GROUND MOTION
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133 1st Generation dGenerate indivi
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135 10° 10' 1 Frequency (Hz) 10°
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SEISMIC RISK AND DISASTER MANAGEMEN
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140 CONSEQUENCE-BASED ENGINEERING -
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142 RESEARCH AND DEVELOPMENT REQUIR
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144 Development of Consequence-Base
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'• 146 Core Thrust Area on Hazard
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148 reduction priorities, have spec
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150 In Japan, on reflection of the
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152 Before EQ After EQ Figures 3 an
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154 Before EQ After EQ Figures 9 an
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156 6. CONCLUSION We applied the pr
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method of questionnaire sheet surve
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kindergarten, library, and dwelling
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162 Fig.7 Amount of physical recove
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Chronological GIS based datasets bo
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166 simplified method for free grou
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168 volume and residual pore pressu
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170 For an example, taking Possion
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175 the key issue is to identify an
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177 SPECIFIC ISSUES AND CHALLENGES
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179 = a(lM) b (6) A typical result
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184 Estimated Damage Information De
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186 program was introduced to busin
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188 maximum vertical peak ground ac
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190 Figure 3: strong motion databas
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192 2.2 Low frequency errors correc
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194 Panod (Second) Figure 13: Dynam
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196 Upon discussing challenges on c
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198 It can be seen, to undertake se
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200 arbitrary structures for one to
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202 CONCLUSIONS Upon discussing dem
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208 active control algorithms inclu
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210 Gaussian) methods are advocated
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212 the building system considered
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214 matrix of modal control. This i
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216 Figure 1: Smart Base Isolated S
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218 Lyapunov Controller for the Sys
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220 Sylmar 90, (2) Newhall 90, and
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222 V •03 -W -0.3 .02 Figure 3. R
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224 Under the coordination of the A
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226 where k 0 and a are the linear
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228 In the optimal control such as
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230 CONCLUSIONS In this paper, a hy
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232 moving parts, and fast response
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234 The purpose of the robust compe
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236 3.3 SRF Experimental Results In
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238 most effective control strategy
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240 rates in most MR fluid devices
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offset about 30kPa (6psi) across th
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244 1.00&05T — 1.00E+04-S o. 100E
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246 Gordaninejad, F. and Kelso S. P
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248 INNOVATIVE APPROACHES TO STRUCT
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250 INNOVATIVE APPROACHES TO STRUCT
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252 INNOVATIVE APPROACHES TO STRUCT
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254 INNOVATIVE APPROACHES TO STRUCT
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259 factors briefly described in Ta
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261 3. GROUND SHAKING PREDICTIONS F
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263 are assumed to be founded on a
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strength eccentricity and simultane
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269 State space of base shear-torqu
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271 7)- C = Z;;i 2 (/ w *i/*,|) and
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275 f c i or f v -* (MPa) 60-80 80-
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277 TABLE 3 SUMMARY OF STRUCTURES C
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279 STATIC AND DYNAMIC ANALYSIS RES
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281 TABLE 6 MAXIMUM CURVATURE DUCTI
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283 REFERENCES Ahmad, S.H. and Shah
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287 Figure 1 Structural Idealized R
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289 W24N68 W24x68 W24x6S W24\6S WWv
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SEISMIC EVALUATION OF THE STUDY FRA
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295 Genetic algorithm starts from a
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297 genetic algorithm is N, then th
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299 3.2 Test and Results In the tes
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303 Except the yield stress, the fi
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305 2794 r f" A Fig. 5 Outline of t
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307 MLP Networks Seven fully-connec
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311 TABLE 1. COMPARISON OF SEISMIC
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313 FIGURE 3. LOCK-UP DEVICE SEISMI
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315 FIGURE 5. RETROFIT OF FIXED PIE
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318 METHOD DEM is used in this stud
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320 proportional to the element mas
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322 y - -i " " \ (a) 10.0 (sec) (b)
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324 Development Background Although
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326 (d) fH| (e) (c) „,, (a) _, (b
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http-//www cee.uiuc edu/kuchma/stru
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The development of CAST has been su
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332 mathematical modeling of real s
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334 ft = Ag(0 tJ ), the consistency
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336 SEISMIC RESPONSE OF AN ARCH DAM
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338 rate-independent and rate depen
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340 many research works that adequa
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342 = -MIx g (3) Pre-multiplied by
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344 intersection of the two stiffae
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346 occur at 7 th storey, which is
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351 necessarily had significant wor
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353 1) Zone factor / Seismology Gen
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355 metres is about 1 hertz yet mea
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357 REFERENCES Booth E. D. A. J. Ka
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359 d Ptatod af Structure (t\ UBC37
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362 Traditionally, seismic resistan
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364 complex as it depends on the so
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366 AN EXAMPLE With the ability of
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368 Newmark, K.M. (1965). Effect of
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370 earthquake loads. In the first
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372 rebuild; which is the state in
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374 D, can be obtained by evaluatin
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376 Ab are shown by Figure 3-6, the
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STRUCTURAL CONTROL
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382 shortcoming of these optimizati
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384 (Janbu, 1973 ) 4 1 Y 1 \ C L co
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386 Andesite Iron ore 27.4 kPa 31.0
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388 Dongo, M. et al. (1996). Ant sy
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390 After the friction dampers are
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392 After substituting equation (3)
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394 Pall, A S , and Marsh, C (1982)
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Acceleration (m/sec 2 ) Velocity (m
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398 As a further illustration of th
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400 Triangular Plate Metallic Dampe
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402 This trend has also been report
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404 Constantinou, M.C., Soong, T.T.
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406 INTRODUCTION The Building Resea
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408 motions. One of these systems h
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410 DEVELOPMENT OF MR DAMPER The de
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412 -OA -«— 03A - -09A X -Contro
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414 output value is defined as jq (
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416 No control RNN No control RNN T
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418 necessary to update control rul
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423 with the parameters A,fi,y and
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425 change continuously. In this pa
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427 Shown in Fig. 5.3 is the ratio
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uyers and sellers are assumed by sy
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433 Remaining Control Energy in Pow
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For the implementation of the EMBC
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439 stiffness of the springs added
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441 -— «oaei test ~^^\f^ Horizon
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443 Earthquake Response Analysis Ea
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447 3.1 Activities completed 3.LI N
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449 A topical example for a vibrati
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451 due to the Den Hartog criteria.
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455 ratio of the zth mode; /, -{ T
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457 The exact stationary probabilit
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1 459 Uncontrolled Controlled Reduc
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461 Zhu, W.Q., Huang, Z.L. and Yang
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464 Square and octagonal columns ar
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466 reinforcement was used over the
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468 rods where the damage concentra
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470 " 5 -i 3 - 2 - 1 Story Drift (%
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472 investigated a base isolation s
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474 quantities of interest are: (1)
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F b 1 MrtTHEMAHCAL MODEL FDR MULT I
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478 1 c095 ^09- §085 j= 03 go 75 3
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483 li£l = 2 W(s) r+-2O (2) In thi
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485 where 8 t (i = 1 , 2 , . .. , n
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487 | 05, I 20 25 30 (a) Passive 3
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491 SHAKING TABLE TEST Seismic Wave
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493 TEST RESULTS Response Accelerat
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497 The equation of motion of a str
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499 numerical approach. However, on
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501 simpler and computationally ver
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505 transpose of a matrix or vector
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507 be adjusted and Eqs.(17)-(19) s
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509 are presented in the lower part
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Nevertheless, a more flexible confi
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515 Embankment, Beanngs & Fluid Dam
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517 Longitudinal -o- Integral Abutm
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521 describing nonstationary proces
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523 deformation to the crack deform
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525 TABLE 4 SEISMIC RJELIABILITY IN
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SYSTEM IDENTIFICATION, MONITORING S
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530 niques for monitoring the healt
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532 design of the bridge. A more de
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534 * Reference Channel 128 Sensors
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536 approach was applied to simulat
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538 assumed as a white noise random
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540 where r denotes the r th story.
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542 same except for the initial val
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544 Time (sec) Time (sec) Time (sec
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549 Cappazzo (1984), Heyn et al (19
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551 precisely defined distances on
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553 the laboratory and (2) that imp
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557 Unscented particle filter The c
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559 Application to 5-story building
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561 Identification of nonlinear SDO
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in the healthy structure. If major
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Software is written for the wireles
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569 ADXL210 Frequency Response Func
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573 studies of the as-built and ret
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575 than those based on uniform gro
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577 1-* 67.06m ^^ 7757m ^ ^ 73.15m
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581 K /7 = P n H n R- 1 = MX(H, 7 M
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583 2. Generate an initial set of r
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585 A FILTER COMBINIG GA AND MCF GA
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589 This paper focuses on the last
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591 Time series Acceleration, Veloc
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593 Server Data Acquisition t Senso
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597 The Necessity of Highway Bridge
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599 Communication Information Manio
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601 TABLE 1 THE COMPARISONS OF VARI
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604 The Smart Monitoring System (SM
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606 shown on-line by the software D
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608 One truck count is based on the
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610 1) According to the SMS records
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investigation and subsequently impr
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614 (1998). In this study, we also
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616 Htibert Spectrum or Sensor 15 I
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618 m ipcdfum-(Bent "2Mode S7brohen
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SEP r:] 1-2 Qiao, F. 437 Radhaknshn