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Xlll Progress in the Seismic Design and Retrofit of Bridges in Korea, a Moderate 309 Seismicity Region J.K. Kim, LH. Kim, G.H. Juhn andD.Y. Cho Seismic Behavior of Wooden House Using Distinct Element Method 317 J. Kiyono and A. Furukawa The Design of Structural Concrete Regions for Seismic Actions by the Strut-and- 323 Tie Method DA. Kuchma and T.N. Tjhin Seismic Response of Arch Dams Including Strain-Rate Effects 331 G.Lin and S.Y.Xiao Nonlinear Static Analysis Method Based on Displacement 339 W.G. TuandY.S.Zou Educational and Code Requirements for Seismic Design in Hong Kong 349 G. Williams Performance-Based Design of Gravity Retaining Wall in Seismic Areas 361 X. Zeng An Optimization Performance-Based Earthquake-Resistant Design 369 Y.S.ZouandW.G.Tu Structural Control Adaptive Colony System for Stability Analysis of Slopes in Earthquake Zone 381 C.F. Chen and X.N. Gong Dynamic Analysis of Friction-Damped Structures 389 LL Chung, LY. Wu and Y.P. Wang Behavior of Seismic Protective Devices : A Computational Mechanics Approach 397 G.F. Dargush, H. Cho andR. Radhakrishnan Large-scale Tests on Smart Structures and Semi-Active Control by MR Damper 405 H. Fujitani, T. Azuhata, K. Morita, T. Hiwatashi, Y. Shiozaki, K. Hata, K. Sunakoda and C. Minowa Predictive Structural Vibration Control Using Soft Computing 413 H. Furuta and Y. Nomura Damage Control of Hysteretic Structures by Using Instantaneous Optimal 421 Control Algorithm with A Special Weighing Matrix H. Li, J.Y, Peng, Y. Suzuki andA.X. Guo An Energy Framework for Decentralized Market-Based Structural Control 429 J.P. Lynch and K.H. Law
XIV Toward the Realization of Seismically Isolated Large-span Spatial Structures: 437 Model Test and Simulation T. Matsui, E. Sugiyama, F. Qiao and T. Hibino Application of Semi-Active Devices in Structures Subjected to Earthquakes, 445 Wind and Vibrations 0. Nagel Active Control Study of Cable-Stayed Ting Kau Bridge under Stochastic 453 Earthquake Excitation 7.Q. M, JM. Ko, Z.L Huang andJ.Y. Wang Hybrid FRC-Encased Steel Truss Beams for Seismic Upgrading of Reinforced 463 Concrete Structures G. Parra-Montesinos, S.C. Goel andS. Savage Seismic Response of Multistory Masonry Building with Restricted Base Sliding 471 M. Qamaruddin, S. Ahmad, H. Irtaza and S.M. Waseem Sliding Mode Semi-Active Base Isolation Using The Switching Hyperplane 481 Designed by Disturbance-Accommodating Bilinear Control N. Santo and K. Yoshida Evaluation of Vibration Control Effect on Equipment Using Low-Stiffness and 489 High-Damping Rubber S. Higuchi, K. Okuta, H. Dohi, T. Ozawa and 7. Tsujii Fractional Derivative Versus General Linear Models of Viscoelastic Dampers for 495 Seismic Analysis M.P. Singh and T-S. Chang Seismic Response Control of A Benchmark Cable-Stayed Bridge 503 J.N. Yang, S. Lin and F. Jabbari Evaluation of Supplemental Energy Dissipation Devices in Protecting Highway 511 Bridges With Soil-Structure Interaction J. Zhang and N. Makris Seismic Reliability Analysis of Multistory Isolated Brick Buildings 519 LX. Zhang, M.Z. Zhang, J.R. Jiang andJ.P. Liu System Identification, Monitoring System and Damage Detection Structural Health Monitoring for Large Structures Using Ambient Vibrations 529 JM. Caicedo, E. Clayton, S.J. Dyke andM. Abe Simultaneous Estimation of Structural Parameter and Earthquake Excitation from 537 Measured Structural Response J. Chen, J. Li and Y.L Xu
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 16 and 17: XV Crustal Deformation Measurement
Page 21 and 22: Legal Impediments There are many im
Page 23: expectation of (i) expanding the fr
Page 26 and 27: 10 Some applications of wireless te
Page 28 and 29: 12 Smart Materials Smart materials,
Page 30 and 31: 14 research and education in a mult
Page 35 and 36: 19 On September 16, 1994, buildings
Page 37 and 38: 21 Some people were injured while t
Page 39 and 40: 23 tallest buildings in Hong Kong w
Page 41 and 42: 25 Figure 12. Tsim Sha Tsui East an
Page 43 and 44: 27 OTHER ONGOING WORKS Soil-pile-st
Page 45 and 46: 29 Figure 18. The pounding experime
Page 47 and 48: 31 ACKNOWLEDGMENTS The writers are
Page 51 and 52: 35 Table 1. Records Used in the Dev
Page 53 and 54: 37 Date 8/19/1976 10/5/1977 12/16/1
Page 55 and 56: 39 (2) Here Y is the ground motion
Page 57 and 58: 41 1 2 3 4567810 20 3040 SO 100 200
Page 59 and 60: 43 of the resultant horizontal comp
Page 61 and 62: 45 200 006 005 004 003 002 Rock, Mw
Page 63 and 64: 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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Proceedings of the International Co
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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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Page 341 and 342:
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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