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436 CONCLUSION The scope of this research focused upon extending the concepts of decentralized market-based control (MBC) using an energy framework. The decentralized EMBC controller was implemented in the Kajima-Shizuoka Building with excellent control results observed compared to the centralized LQR controller. Other market models may exist and provide more superior control performances. ACKNOWLEDGEMENTS This research is partially sponsored by the National Science Foundation under Grant Numbers CMS- 9988909 and CMS-0121S42. REFERENCES Clearwater, S. H. (1996). Market-based control: a paradigm for distributed resource allocation. World Scientific Press, Singapore. Guenther, O., Hogg, T., and Huberman, B. A. (1997). "Controls for unstable structures." SPIE Smart Structures and Materials: Mathematics and Control in Smart Structures, SPIE, v.3039, 754-763. Kobori, T., Koshika, N., Yamada, K., Dceda, Y. (1991). "Seismic response controlled structure with active mass driver system - Part 1." Earthquake Engineering and Structural Dynamics, 20:2, 133-149. Kurata, N., Kobori, T., Takahashi, M., Niwa, N., Midorikawa, H. (1999). "Actual seismic response controlled building with semi-active damper system." Earthquake Engineering and Structural Dynamics, 28:11, 1427- 1447. Lunze, J. (1992). Feedback control of large-scale systems. Prentice Hall, New York, NY. Lynch, I. P., and Law, K. H. (2001). "Formulation of a market-based approach for structural control" Proceedings of the 19 th International Modal Analysis Conference. Society of Engineering Mechanics, Bethel, CT, 921-927. Lynch, J. P., and Law, K. H. (2002). "Decentralized Control Techniques for Large-Scale Civil Structural Systems." Proceedings of the 2Cf h International Modal Analysis Conference. Society of Engineering Mechanics, Bethel, CT. Mas-Colell, A., Whinston, M. D., and Green, J. R. (1995). Microeconomic theory. Oxford University Press, New York, NY. Nishitani, A. (1998). "Applications of active structural control in Japan." Progress in Structural Engineering and Materials, 1:1, 301-307. Symans, M. D., and Constantinou, M. C. (1999). "Semi-active control systems for seismic protection of structures: A state-of-the-art review." Engineering Structures, 21:6, 469-487. Takahashi, M., Kobori, T., Nasu T T., Niwa, N., and Kurata, N. (1998). "Active response control of buildings for large earthquakes - seismic response control systems with variable structural characteristics." Smart Materials and Structures, 7:4, 522-529. YaoJ.T.P. (1972). "Concept of structural control." Journal of Structural Division, 98:7, 1567-1574.
Proceedings of the International Conference on Advances and New Challenges in Earthquake Engineering Research, Hong Kong Volume TOWARD THE REALIZATION OF SEISMICALLY ISOLATED LARGE-SPAN SPATIAL STRUCTURES: MODEL TEST AND SIMULATION T. Matsui 1 , E. Sugiyama 2 , F. Qiao 3 and T. Hibino 4 'Department of Environmental Engineering and Architecture, Graduate School of Environmental Studies, Nagoya University, Nagoya, Japan 2 Ito Architects & Engineers Inc., Nagoya, Japan 3 0gawa Tec Corporation, Tokyo, Japan Department of Architecture, School of Engineering, Nagoya University, Nagoya, Japan ABSTRACT Until recently few research efforts have been directed toward the application of seismic isolation system in large-span spatial structures. This is due to the light weight and relatively long natural period of this type of structure which makes it difficult to apply the commonly used isolation system composed of laminated rubber isolators and dampers for multi-story buildings. In this paper, the use of a seismic isolation system with sliding mechanism is proposed for large-span spatial structures. In order to confirm its effectiveness in reducing the seismic response, shaking table tests are performed using a small-scale arch model. The test results are utilized to validate the simulation method, which is then applied to investigate the seismic response of a 200m span latticed dome supported by the baseisolation system. It is confirmed that the proposed seismic isolation system is effective in reducing substantially the horizontal and vertical accelerations as well as member stresses due to horizontal ground motions. INTRODUCTION Large span spatial structures such as gymnasia or auditoria are requested to have higher level of safety against earthquakes because they always accommodate many and unspecified spectators and are often used as regional refuges once the disaster occurs. In order to protect the structure from severe damages and to prevent the drop of hanging equipments or ceiling panels due to strong earthquake motions, it seems to be effective to employ a seismic isolation system. Especially, in view of the brittle nature of the failure of this type of structure and the difficulty of repair of damaged members over the large span roof, it is desirable to retain all the members within the elastic range even under extremely rare strong earthquake. This is only possible by employing the seismic isolation system. The seismic isolation is also effective to release thermal stresses, and to prevent the failures caused by unequal movement of the supporting structures which were frequently observed at Kobe Earthquake in 1995.
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Proceedings of the International Co
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vw:. PREFACE Dunng a time when eart
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OPENING ADDRESS By Prof. Yuchen Liu
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Vll scientific support in our call
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IX INTERNATIONAL ADVISORY COMMITTEE
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XI Engineering Seismology and Geote
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Xlll Progress in the Seismic Design
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XV Crustal Deformation Measurement
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Legal Impediments There are many im
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expectation of (i) expanding the fr
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10 Some applications of wireless te
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12 Smart Materials Smart materials,
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14 research and education in a mult
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19 On September 16, 1994, buildings
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21 Some people were injured while t
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23 tallest buildings in Hong Kong w
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25 Figure 12. Tsim Sha Tsui East an
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27 OTHER ONGOING WORKS Soil-pile-st
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29 Figure 18. The pounding experime
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31 ACKNOWLEDGMENTS The writers are
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35 Table 1. Records Used in the Dev
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37 Date 8/19/1976 10/5/1977 12/16/1
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39 (2) Here Y is the ground motion
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41 1 2 3 4567810 20 3040 SO 100 200
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43 of the resultant horizontal comp
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45 200 006 005 004 003 002 Rock, Mw
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47 en o_ KOCAELI DATA (Random Hor C
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Atkinson G.M., Boore D.M., Some Com
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52 BACKGROUND AND SCOPES In order t
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configurations of cylinder, and it
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l 56 X xT / ^ V^—Ê-^/i / X\ - yX
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58 59-74 (in Japanese) [7] ISHIKAWA
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60 accuracy and efficiency, have no
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62 f •c J — c. p «3 no Fig. 2
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64 VARIOUS TESTS AND DISSEMINATION
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66 response.. The post-earthquake i
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71 with the potential for self-diag
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73 Semi-active Hydraulic (SHD) Cont
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75 Table 1 Buildings currently unde
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77 and the inside of the damper cyl
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79 Figure 16. MR damper installatio
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81 sensors. New algorithms must be
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83 Kobon T. (1998). Mission and per
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87 for a period range less than 3.0
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89 tens or more than a hundred acce
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91 In order to validate the conclus
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93 Distance (km) """"--Âcc. (g) Ma
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95 CONCLUSION In this paper the imp
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ENGINEERING SEISMOLOGY AND GEOTECHN
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100 analyses. This paper reviews th
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102 A comparison of spectral amplit
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104 the high speed with which FFT c
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106 8. Gold, B. and C.M. Rader (197
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108 Displacement Curves", Dept. of
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I 000,000 100,000 Number of uniform
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Response and Fourier Spectra of Dig
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114 10 3 10 2 r | I lll| I | I | I
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116 analysis. Other techniques incl
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It has been found that G max applie
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120 PALEOLIQUEFACTION STUDIES IN ME
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Jardine, R.J., Potts, D.M., StJohn,
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124 has received more attention. In
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126 and log A tQ (/) is the mean so
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128 O 10 s Frequency (Hz) Frequency
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130 geometrical coefficient is near
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132 optimizing method in many engin
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134 Type-2 Fig.5 Three dimensional
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136 plane plane sliding x-z section
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141 1. System Definition define sys
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143 f«l-.J WJjfc >. « Relations -
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145 DS-5 Response Simulation across
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147 CM 1 CM 2 CM 3 CM-4 CM-5 CM-6 H
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151 Number of Pixels (Frequency) Th
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153 Red: possible impacted areas Gr
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155 Low reliability -(water-reflect
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Modem or Router Dial-up ISP The Int
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from observed images Fig 5 shows th
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163 Picked up building from image p
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167 evaluated by Seed's approximate
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169 R(z,N)is reached to 1 or more,
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171 subsoil and combined with the n
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174 defined target. Performance-bas
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176 (probability of being in or exc
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178 start to dominate the hazard at
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180 MAX STORY DUCTILITY vs NORM. ST
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185 Decision Making Support Tool' U
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189 31 Array Liujiaxia Reservoir Ar
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191 IV STATION YM kCED INTERVALS OF
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193 at different stations, the diff
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197 PROBLEMS AND CHALLENGES Earthqu
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199 Database s*n/ar_- ^ " Applicati
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201 o Fig. 7 VRML authoring - model
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SMART MATERIALS AND SMART STRUCTURE
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209 vector of measured control forc
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211 To examine the effect of the co
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213 from Fig. 2, we can get the res
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Proceedings of the Intel-national C
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217 where gjî = g(X fcTl , F^+ît
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219 3 360 Deg. Fault Normal (Jan. 1
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221 Earthquake Sylmar 90 Sylinar 90
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225 0.6965, and 0.7094 Hz, which ar
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227 Two displacement sensors are po
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229 14% to 45% (under El Centre ear
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233 g ^ w (4) Notice that the stabi
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235 modes. An energy drop will be o
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237 PPF controller. The second mode
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241 In order to determine the appar
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243 RESULTS AND DISCUSSIONS Figure
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245 100 150 200 250 300 Magnetic Fl
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249 WOLFE, MASRI, CAFFREY Synthetic
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251 WOLFE, MASRI, CAFFREY Transform
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253 WOLFE MASRI,CAFFREY in parallel
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STRUCTURAL ANALYSIS AND DESIGN
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258 separating the above three effe
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260 200 300 400 SHAKE Computed RSD^
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262 where H b is the building heigh
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264 6. ACKNOWLEDGEMENTS The work de
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266 The objectives of this paper pr
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268 The comparison between abovemen
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270 determine the span of the state
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the assumption of the bi-linear for
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274 There are several outstanding e
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276 buildings with different concre
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278 160,000 - 140,000 _^ d Concrete
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280 responded in a fairly similar m
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282 CONCLUSIONS In this paper, the
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284 Li B, Park, R. and Tanaka, H. (
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For simplicity, a linear distributi
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equation can be re- written as: 288
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290 DESIGN BASE SHEAR Equating the
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292 by using the computer program S
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294 mutation. Elitist strategy mean
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296 2.3 Premature Judgment and Comb
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298 (3) F 3 : De Jone's F 5 3 (Shek
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300 3.3 Test Conclusions From the t
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30; excitation. Also, the software
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304 concrete frames as documented i
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30€ NEURAL NETWORKS Development I
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308 ACKNOWLEDGEMENTS The research r
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310 In order to ensure the entire s
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312 Examples of Seismic Design In K
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314 earthquake load can be reduced
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Proceedings of the Intel national C
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319 broken. Therefore, joint elemen
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321 the highest probability to get
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325 DESIGN SPECIFICATIONS Overview
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327 Strength Degradation The streng
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I 329 file £dit Vww Select Constru
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333 (1) (2) Where f t and _/£ are
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335 JL dalt (10) Where Solution of
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337 Fig.9 Distribution of first pri
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341 DISPLACMENT-BASED NSF In this p
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343 Define the displacement of the
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345 EXAMPLE The nonlinear static an
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347 REFERENCE Code for seismic desi
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350 including Hong Kong are conside
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352 structural engineers. Although
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354 4) Structural characteristics R
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356 maintain economy of design but
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358 R C3&OC11 L8C34 USC3 •••
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363 DISPLACEMENT CALCULATION FOR GR
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365 As shown in the figure, a model
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367 history of a design earthquake
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371 reflects the structure's useful
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373 have a membership degree betwee
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375 of initialization of structure,
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377 REFERENCE Zadeh, L A (1965), "F
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.0,(r+l,,)] (0 + A (3) 383 -l.y)] (
Page 401 and 402: 385 The first example is come from
Page 403 and 404: 387 REFERENCES Leroueil, S. (2001).
Page 405 and 406: Proceedings of the International Co
Page 407 and 408: 391 maximum friction force and ther
Page 409 and 410: 393 the stiffness of the bracing an
Page 411 and 412: 395 splacemen (m) Bared —Braced/D
Page 415 and 416: 399 Figure 1: Two-surface Model Def
Page 417 and 418: 401 time, one must integrate over t
Page 419 and 420: 403 CONCLUSIONS In the previous sec
Page 423 and 424: 407 Response Control by Magneto-Rhe
Page 425 and 426: 409 s e a ooo j| soo y 0 c l83Hz ,5
Page 427 and 428: 411 *fU O A 20 7 HA I , 2 4A .'.-%-
Page 431 and 432: 415 Wind Velocity (t J Relative Dis
Page 433 and 434: 417 Fig. 5 4ttractor (time lag=l) F
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Page 442 and 443: 426 by Eqn. 2.9 and Eqn. 2.12, resp
Page 444 and 445: 428 Fig.5.4 shows the comparison of
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Page 448 and 449: 432 STRUCTURAL ENERGY DURING VIBRAT
Page 450 and 451: 434 Equilibrium Price of Power With
Page 454 and 455: 438 The effectiveness of the seismi
Page 456 and 457: 440 anti-symmetnc mode excited by t
Page 458 and 459: 442 Base Isolation System The base
Page 460 and 461: 444 each member along or adjacent t
Page 462 and 463: 446 2 PROJECT PARTICIPANTS Concerni
Page 464 and 465: 448 3.1.2 Investigations at Seyhan
Page 466 and 467: 450 Fig. 4.2: principle drawing of
Page 468 and 469: 452 no TMD — TMD with optimal tun
Page 470 and 471: 454 In this paper, a stochastic opt
Page 472 and 473: 456 The dynamical programming equat
Page 474 and 475: 458 control strategy. Model reducti
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Page 481 and 482: 465 Specimen 1 Specimen 1 represent
Page 483 and 484: 467 increased the beam moment stren
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Page 489 and 490: 473 Phase 2: The sliding of the bot
Page 491 and 492: 475 4.2 Effect of Coefficient of Fr
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Page 498 and 499: 482 stiffness or coefficient of vis
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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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