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606 shown on-line by the software DACview of SMS. SMS can store the data from the four kinds of sensors for one year. And based on the real-time data, the preprocessing program installed in the workstation of the bridge can separate the strain and displacement data into two parts as either the traffic effect or the temperature effect. The acceleration and temperature data also will be preprocessed for the purpose of efficiency. Moreover, SMS can automatically analyze and calculate the daily, weekly, monthly and annual statistical data. i j Bending Stttfness Max/Mm strains Strain | FEM Updating Number ot trucks Real-time Display /* Young s Modulus of concrete Truck Speed Data stored tor tracking (one vear) Compare to preset values Truck Weight Data pre processed for efficiency Warning for abrupt change v earlv monthly weekiv and daily summary Traffic Effect Temperature Effect Max/Mm strains Strain/degree change( "C ) Real time Display Stress in Shear Reinforcement Data stored for tracking (one year) Max/Mm crack opening displacement Shear Stiffness Number of trucks Data pre processed tor efficiency Compare to preset values Yearly monthly, weekly and daily summary Truck Weight Acceleration Real-time Display Data stored r or tracking (one year) Traffic Effect Temperature Effect Warning for abrupt change Max/Mm crack opening displacement Displacement/degree change Data pre processed tor efficiency Max/Mm G level Yearly monthly weekly and daily summary Frequency Analysis (the first 5 frequencies) '—i*j Temperature j Compare to preset frequency at prescribed temperature Red-time Display Warning tor unusual change of acceleration (Traffic lam or accident) Data stored for tracking (one year) Data pre processed for efficiency Yearly monthly weekly and daily summary Max/Mm temperature Inside/outside difference Outside/concrete difference Warning tor unusual change of temperature Fig. 4 Flow Chart of Smart Monitoring System 3.1 Strain Data Analysis Due to the traffic and temperature effect, strain data were preprocessed and separated into two parts, as shown in Figure 5 and Figure 6. Based on the relationship between strain and truck weight, we found that a strain record over 4 microstrain represents a truck passing through the location of the strain gage. In order to verify the threshold of strain, the actual number of trucks and the time when the trucks passed the bridge were recorded on March 30, 2002 from 2:00 pm to 3.00 pm. Figure 7 shows the comparison between these two records of truck numbers. In addition, it can be observed that the onthe-spot record matches the result from the strain analysis. Since strain gages are located on SB2-N16 and SB2-S16 and the distance between these two locations is known to be 225.6 ft, the speeds of trucks can be obtained by calculating the time difference between two strain peaks at these two locations. Figure 8 presented the record of truck speed in March 2002. As observed in the figure, one truck's speed is 51.3 m/h. According to the load test in 2000, the maximum positive strain in the web of the segment SB2-S16 of Kishwaukee Bridge, under two three-axles trucks each weighing 96,000 Ibs, turned out to be 24 microstrain. And the maximum was 16.92 at the same location. Tablet shows the comparison of monthly maximum strain and curvature with the result of Load Test. As shown in
607 the table, the monthly maximum values are close to the result of Load Test But none of them exceeds the value of Load Test. Maximum Strain is 43 7 microstram Minimum Strain is - 40 8 microstram ""Maximum SfrairTis 24 microstrairTforlhelbad test' The temperature difference is 18 °C in this month "ZJ^r" 2 3 4 5 6 7 8\ 9 10 11 12 13. 14 15 16 17/18 T-EL.20 21/22 23 24 25 26 27 28 29 JIhe-Cban.ge-of stcain-iS-5 min temperature change of 1 °C Time (day) Fig. 5 Monthly Record of Strain on the East Web of SB2-S16 due to Temperature Effect (March, 2002) Maximum positive strain was 20 4 mtcrostram during the month The positive strain of over 18 microstram was recorded 20 times Maximum positive strain was 24 microstram for the load test Fig. 6 Monthly Record of Maximum Positive Strain on the East Web of SB2-S16 due to Traffic Loads (recorded every 5 minutes in March, 2002)
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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)] (
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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
Page 572 and 573: 556 The most well-known Bayesian so
Page 574 and 575: 558 achieved by the EKF estimates I
Page 576 and 577: 560 0 2 4 5 3 10 12 14 16 18 20 0 2
Page 578 and 579: 562 CONCLUSION In this study, the r
Page 580 and 581: 564 Figure 1 - Prototype wireless s
Page 582 and 583: 566 will vary from that of the ARX
Page 584 and 585: 568 A 11 25" 11 25" 1 T 1 11 25* !
Page 586 and 587: 570 CONCLUSION The realization of a
Page 588 and 589: 572 the structural response and ret
Page 590 and 591: 574 The ratios of base shear at dif
Page 592 and 593: 576 SECTION A-A COLUMN DETAIL AT TO
Page 594 and 595: 578 Stress Strain Fig. 6 Superelast
Page 596 and 597: 580 Genetic Algorithm(GA) and the M
Page 598 and 599: 582 IDENTIFICATION ALGORITHM State
Page 600 and 601: 584 the simulated structural respon
Page 602 and 603: 586 GA-MCF, the number of particles
Page 604 and 605: 588 instrumentation to monitor and
Page 606 and 607: 590 If we compare this peak value w
Page 608 and 609: 592 2.3 Sampling rate Structural mo
Page 610 and 611: 594 Any remote station that has the
Page 612 and 613: 596 or receives environmental infor
Page 614 and 615: 598 Comparisons of Proposed E-Monit
Page 616 and 617: 600 LCD display Earthquake Warning
Page 619 and 620: Proceedings of the International Co
Page 621: 605 Kishwaukee River Bridge consist
Page 625 and 626: 609 3.2 L VDTData Analysis LVDT sen
Page 627 and 628: Proceedings of the International Co
Page 629 and 630: structural response energy with fre
Page 631 and 632: 615 Table 1: Fundamental natural fr
Page 633 and 634: 617 JUSTS rs s." WUUR. 4 20O2 IS 44
Page 635 and 636: 1-1 INDEX OF CONTRIBUTORS Volumes I
Page 637: Ths OOO F X ^s dje foe return 01 ê
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