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26 Seismic vulnerability of typical buildings in Hong Kong has been estimated based on the probable seismic demand and the likely building capacity. This is done through the estimation of ductility of the building. Five degree building damages can then be estimated as a function of seismic input. A number of journal papers have been resulted (Wen et al, 2000a-c); and the full details are referred to these references. A GIS system written on ArcView Avenue was developed (Wen et al., 2000d-e). Ste £* View Ihane Ijieertcr ^ndow 13 53 nnmm CDEE 000 Qngn |2**,4U7B. 3+7.2Z3.35|m Enter* IT 484.65B.1t. 760.434.64!m AWKL 1,1 28.9B5.+5'1.122.33 aim Figure 14. A scenario earthquake for Dangan Island with magnitude of 7.5 Figure 15. The probability of exceeding none damages for scenario earthquake shown in Fig. 14.
27 OTHER ONGOING WORKS Soil-pile-structure interactions Some preliminary theoretical works on the soil-pile-structure interactions (SPSI) have been done by Koo et al. (2002), and Chau and Yang (2002), by using continuum mechanics and by extending the classical work by Novak (1991). More recently, Chau et al. (2002a) performed a series of shaking table tests on a soil-pile-structure system using the MTS uniaxial shaking table at The Hong Kong Polytechnic University. On main new finding is the observation of pounding between soil and pile when a soil-pile-structure model is subject to seismic excitations. More importantly, this pounding leads to a very large inertia force at the pile cap level, which is bigger than that at the top of the structure. Consequently, cracking in piles is induced. To illustrate this pounding between soil and pile, Chau et al. (2002a) applied the finite element method (FEM) to explain this unusual large acceleration suffered at the pile cap level. The gap element used in the FEM models can replicate the pile cap and structural responses accurately. It is, however, believed that the pounding between soil and pile investigated by Chau et al. (2002a) is reported for the first time and its implication to seismic pile damages deserves further study. Figure 16 shows the elevated view and a photograph of the 216m Hopewell Center together with the soil-pile-structure model used in our shaking table test at PolyU. The foundation of Hopewell Center is built on a sloping ground, and such differential foundation scheme is not advantageous to seismic design. A finite element model is shown in Fig. 17. Figure 16. An elevated view and a photograph of the Hopewell center and shaking table test on soilpile-structure interaction
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 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: 25 Figure 12. Tsim Sha Tsui East an
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
Page 65: Atkinson G.M., Boore D.M., Some Com
Page 68 and 69: 52 BACKGROUND AND SCOPES In order t
Page 70 and 71: configurations of cylinder, and it
Page 72 and 73: l 56 X xT / ^ V^—Ê-^/i / X\ - yX
Page 74 and 75: 58 59-74 (in Japanese) [7] ISHIKAWA
Page 76 and 77: 60 accuracy and efficiency, have no
Page 78 and 79: 62 f •c J — c. p «3 no Fig. 2
Page 80 and 81: 64 VARIOUS TESTS AND DISSEMINATION
Page 82 and 83: 66 response.. The post-earthquake i
Page 87 and 88: 71 with the potential for self-diag
Page 89 and 90: 73 Semi-active Hydraulic (SHD) Cont
Page 91 and 92: 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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Proceedings of the International Co
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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
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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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