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366 AN EXAMPLE With the ability of calculating the displacement of a gravity retaining wall developed, the concept of performance-based design can be applied straightforwardly in the field. As an example, suppose we need to design a gravity retaining wall shown in Fig. 3.1 a) with the following parameters: friction angle of backfill
367 history of a design earthquake is a modified version of a previous earthquake at the same site or a record of earthquake from a place with similar geological conditions. As an earthquake in the field never repeat itself even at the same site, wise engineenng judgment is needed in choosing such an design earthquake. CONCLUSIONS The recently emerged design approach of performance-based design can be applied to seismic resistant design of gravity type retaining walls. From the discussions and the example presented in this paper, the following conclusions can be made: 1) Performance-based design emphasizes on limiting deformation of the structure rather than avoiding displacement completely as in the traditional limit-equilibrium type of design approach. 2) The most crucial step in the performance-based design of gravity retaining wall in seismic area is to develop reliable procedures that can calculate sliding, rotating or coupled sliding and rotating displacements. Traditional sliding block method, rotating block method, or comprehensive numerical procedures can be used. Physical modeling techniques also have an important role. 3) From the example presented in the paper, it seems that a performance-based design can lead to a more economical solution. However, the accurate application of such design concept requires the complete time history of the design earthquake be known, which can be difficult to obtain and at the same time bring in some uncertainties. References Chang, A.H.C. (1989). User manual for DIANA SWANDYNE-H, Dept. of Civil Engineering, University of Glasgow, Glasgow, U.K. Franklin, A.G. and Chang, F.K. (1977). Permanent displacements of earth embankments by Newmark sliding block analysis, Report 5, Miscellaneous Paper S-71-27, U.S. Army Corps of Engineers Waterway Experiment Station, Vicksburg, Mississippi. lai, S. and Ichii, K. (1998). Performance based design for port structures, Proceedings of UJNR 30 th Joint Meeting of United States-Japan Panel on Wind and Seismic Effects, Gaithersburg, NIST (3-5), 1-13. Inagaki, H., lai, S., Sugano, T., Yamazaki, H. and Inatomi, T. (1996). Performance of caisson type quay walls at Kobe port. Soils and Foundations, January, 119-136. International Navigation Association (2001). Seismic design guidelines for port structures, A.A. Balkema Publishers, Netherlands. Madabhushi, S.P.G. and Zeng, X. (1998). Seismic response of gravity quay walls. II: numerical modeling, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 124:5,418-427.
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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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Page 341 and 342: 325 DESIGN SPECIFICATIONS Overview
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Page 357 and 358: 341 DISPLACMENT-BASED NSF In this p
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Page 361 and 362: 345 EXAMPLE The nonlinear static an
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Page 370 and 371: 354 4) Structural characteristics R
Page 372 and 373: 356 maintain economy of design but
Page 374 and 375: 358 R C3&OC11 L8C34 USC3 •••
Page 379 and 380: 363 DISPLACEMENT CALCULATION FOR GR
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Page 389 and 390: 373 have a membership degree betwee
Page 391 and 392: 375 of initialization of structure,
Page 393: 377 REFERENCE Zadeh, L A (1965), "F
Page 399 and 400: .0,(r+l,,)] (0 + A (3) 383 -l.y)] (
Page 401 and 402: 385 The first example is come from
Page 403 and 404: 387 REFERENCES Leroueil, S. (2001).
Page 407 and 408: 391 maximum friction force and ther
Page 409 and 410: 393 the stiffness of the bracing an
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Page 415 and 416: 399 Figure 1: Two-surface Model Def
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Page 419 and 420: 403 CONCLUSIONS In the previous sec
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Page 431 and 432: 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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