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Straser E.G. and Kiremidjian A.S. (1996). A modular visual approach to damage monitoring for civil structures. Proceedings ofSPIE, Smart Structures and Materials, 2719, pp. 112-122. Straser E.G. and Kiremidjian A.S. (1998). A modular, wireless damage monitoring system for structures. The John A. Blume Earthquake Engineering Center, Report No. 128. Straser E.G., Kiremidjian A.S., Meng T.H., and Redlefsen, L. (1998). A modular, wireless network platform for monitoring structures. Proceedings - SPIE The International Society for Optical Engineering, issue 3243, 1, pp. 450-456. Sunakoda K., Sodeyama H., Iwata N., Fujitani H., and Soda S. (2000). Dynamic characteristics of magneto-rheological fluid damper Proc, SPIE Smart Struct and Mat Conf, 194-203. Symans M.D., Constantmou M.C., Taylor D.P., and Garjost K.D. (1994). Semi-active fluid viscous dampers for seismic response control. Proc , 1st World Conf on Struct Control, Los Angeles, California, FA4:3-12, August, 1994. Symans M D and Constantmou M.C. (1996). Experimental study of seismic response of structures with semi-active damping control systems. Proc, Structures Congress XIV, Chicago, IL, April 15-18, 1996 Winslow W.M. (1947). Method and means for translating electrical impulses into mechanical force, US Patent No. 2,417,850. Winslow W.M. (1949). Induced fibration of suspensions. J ofAppL Phys , 20, 1137-1140. Yang G, Ramallo J.C., Spencer Jr. B.F., Carlson J.D., and Sain M.K. (2000). Dynamic performance of large-scale MR fluid dampers. Proc, 14th Engrg. Mech. Spec, Conf, 6 pages. Yang G (2001). Large-scale magnetorheological fluid damper for vibration mitigation, modeling, testing and control. Ph.D dissertation, University of Notre Dame, IN. Ying, Z.G, Ni, Y.Q., and Ko, J.M. (2002). Analysis and control of dynamic stability of bridge stay cables induced by parametrically excited oscillation. Research Report, Department of Civil and Structural Engineering, The Hong Kong Polytechnic University, Hong Kong. 84
Proceedings of the International Conference on Advances and New Challenges in Earthquake Engineering Research, Hong Kong Volume EARTHQUAKE ACTION PROVISION IN GB50011-2001 AND THREE IMPROVEMENTS Tao Xiaxin 1 and Geng Shuwei 3 ' 2 'institute of Engineering Mechanics, Harbin 150080, China 2 Harbin Institute of Technology, Harbin 150001, China ABSTRACT In the code for seismic design of buildings GB 50011-2001 of China, many new methods and techniques have been adopted, and quite large improvements achieved. For earthquake action provision, the two main improvements are summarized in this paper. (1) The long period band of the design spectrum is extended from 3 seconds to 6 seconds, while the low limit of the long period design spectrum is removed, and a slow line of amplitude decline is adopted instead; (2) Two additional intervals of a max, the maximum value of the design response spectrum, are added one for each Intensity VII and VI respectively, and T & the characteristic period, is determined based on both the seismic zoning map and the site condition, and thus, it is not necessary to take into account the "far-source" effect. Three further improvements are also suggested in this paper, as follows: a max to be adjusted according to site condition, the long period band of the design spectrum to be extended to 10 second, the declining rate of the design spectrum at long period range to be -1.0, and the ratio of design spectra between vertical and horizontal components to be taken as a function of the period, instead of a constant value of 0.65 for soil site. INTRODUCTION The new code for seismic design of buildings GB 50011-2001 of China, was issued by the Ministry of Construction and the State General Administration for Quality Supervision and Inspection and Quarantine last year, and was put into practice at the beginning of this year. Its earthquake action
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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
Page 49 and 50: Proceedings of the International Co
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 85 and 86: Proceedings of the International Co
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
Page 93 and 94: 77 and the inside of the damper cyl
Page 95 and 96: 79 Figure 16. MR damper installatio
Page 97 and 98: 81 sensors. New algorithms must be
Page 99: 83 Kobon T. (1998). Mission and per
Page 103 and 104: 87 for a period range less than 3.0
Page 105 and 106: 89 tens or more than a hundred acce
Page 107 and 108: 91 In order to validate the conclus
Page 109 and 110: 93 Distance (km) """"--Âcc. (g) Ma
Page 111 and 112: 95 CONCLUSION In this paper the imp
Page 113: ENGINEERING SEISMOLOGY AND GEOTECHN
Page 116 and 117: 100 analyses. This paper reviews th
Page 118 and 119: 102 A comparison of spectral amplit
Page 120 and 121: 104 the high speed with which FFT c
Page 122 and 123: 106 8. Gold, B. and C.M. Rader (197
Page 124 and 125: 108 Displacement Curves", Dept. of
Page 126 and 127: I 000,000 100,000 Number of uniform
Page 128 and 129: Response and Fourier Spectra of Dig
Page 130 and 131: 114 10 3 10 2 r | I lll| I | I | I
Page 132 and 133: 116 analysis. Other techniques incl
Page 134 and 135: It has been found that G max applie
Page 136 and 137: 120 PALEOLIQUEFACTION STUDIES IN ME
Page 138 and 139: Jardine, R.J., Potts, D.M., StJohn,
Page 140 and 141: 124 has received more attention. In
Page 142 and 143: 126 and log A tQ (/) is the mean so
Page 144 and 145: 128 O 10 s Frequency (Hz) Frequency
Page 146 and 147: 130 geometrical coefficient is near
Page 148 and 149: 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
Page 594 and 595:
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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