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120 PALEOLIQUEFACTION STUDIES IN MED-AMERICA The New Madrid Seismic Zone (NMSZ) is considered to be a highly-seismic region hi the United States. During 1811 and 1812, more than 200 separate earthquake events occurred hi the region, with the three largest ones estimated to have moment magnitudes of 7.9, 7.6, and 8.0 (Johnston & Schweig, 1996). Due to rapid development in the late twentieth century, the NMSZ has become a highly populated area and hosts large cities, including Memphis, Tennessee and St. Louis, Missouri. The inevitable recurrence of the large seismic events would cause widespread loss of life and damage to structures, because of the ground shaking and soil liquefaction. In order to map the seismic ground hazards and dynamic soil properties in the NMSZ, series of SCPTu tests were conducted in this region. A representative SCPTu sounding performed at the Walker paleoliquefaction site near Marked Tree, Arkansas is shown in Figure 6. The small-strain shear modulus and the soil stratigraphy for this sounding are also shown. The site mainly consists of sandy soils, with a capping layer of clay between the depths of 2 to 5 meters. This site was selected for study because two large sand dikes were found on the property. Recent research hi Japan and western USA, where earthquakes occur more frequently, notes the important finding that sites that experience liquefaction will likely liquefy again during earthquake events of similar magnitude (Youd, 1988; Yasuda & Tohno, 1988). Therefore, the Walker site has the potential to liquefy again during large earthquakes hi the future. Tip Resistance Sleeve Friction Pore Pressure qT(MPa) f, (kPa) u2, uB(kPa) 0 20 40 0 200 400 -200 0 200 400 SW Velocity Shear Modulus V,(m/s) GmM(MPa) 0 200 400 0 1 °0 200 Figure 6. Seismic Piezocone Results at Walker Paleoliquefaction Site in Eastern Arkansas The procedure of liquefaction evaluation by SCPTu is depicted in Figure 7, indicating the use of q t , f s , and Ub for soil delineation, V s for obtaining G ma x hi site amplification analyses (a raax ), and normalized q t i and V sl for evaluating liquefaction potential. The results of liquefaction analysis from the SCPTu sounding at the Walker paleoliquefaction site corresponding to a magnitude M w =8.0 earthquake are given in Figure 8. At a factor of safety of Fs = 1.0 for liquefaction, the critical values of tip resistance and shear wave velocity are superimposed with the measured data. This critical value, which changes with depth, is shown in the same graph as the measured value in the figure. Liquefaction is likely whenever the measured value is less than the critical value. The gaps in the critical value plots represent soil layers that are not susceptible to liquefaction due to their classification (e.g., clayey soils for which liquefaction analyses are not relevant).
121 Piesocone Tests to Evaluate Seismic Ground Hazards ^J-aywlyVWf vj J%UT. I** 2, y,2 Uy#« s, v,s Cayw-4; \^ Soil Type -Nonliquefactron Susceptible j ' '"'-' ''' Site-Ampiificafi (SHAKE Profile *qT^ sc- Based qel Figure 7. Procedures for Liquefaction Evaluation by SCPTu Figure 8. Liquefaction Analyses for Walker Site SCPTu Sounding CONCLUSIONS The seismic piezocone (SCPTu) provides five soil measurements in a single sounding, including: tip resistance, sleeve friction, porewater pressure, dissipation, and shear wave velocity. It is an efficient way to assess soil stratigraphy, dynamic soil properties, and liquefaction potential in seismically active areas. The shear wave velocity (V s ) is used to obtain the small-strain shear modulus (G^ that is required in site-specific ground amplification studies. Both deterministic and probabilistic approaches are available to define the degree of susceptibility to liquefaction. The soil resistance to liquefaction can be ascertained from either the normalized tip stress qri and/or the normalized shear wave velocity V s i. Such redundancy provides a higher level of confidence in the conclusions. ACKNOWLEDGMENTS Financial and technical support has been provided by the Mid-America Earthquake Center (MAE) under grant EEC-9701785 by the National Science Foundation (NSF). REFERENCES Andrus, R.D. and Stokoe, K.H. (2000). Liquefaction resistance of soils based on shear wave velocity. Journal of Geotechnical &. Geoenvironmental Engineering 126:11, 1015-1026. Campanella, R.G. (1994). Field methods for dynamic geotechnical testing. Dynamic Geotechnical Testing II, (STP1213), American Society for Testing and Materials, Philadelphia, 3-23. Campanella, R.G., Robertson, P.K. and Gillespie, D. (1986). Seismic cone penetration tests. Use ofln- Situ Tests in Geotechnical Engineering (GSP 6). ASCE, Reston, VA, 116-130. Ishihara, K. (1985). Stability of natural deposits during earthquakes. Proceedings, 11 th International Conference on Soil Mechanics & Foundation Engineering, Vol. 1, Balkema, Rotterdam, 321-376,
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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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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
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Page 99 and 100: 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
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Page 132 and 133: 116 analysis. Other techniques incl
Page 134 and 135: It has been found that G max applie
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
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Page 148 and 149: 132 optimizing method in many engin
Page 150 and 151: 134 Type-2 Fig.5 Three dimensional
Page 152 and 153: 136 plane plane sliding x-z section
Page 157 and 158: 141 1. System Definition define sys
Page 159 and 160: 143 f«l-.J WJjfc >. « Relations -
Page 161 and 162: 145 DS-5 Response Simulation across
Page 163 and 164: 147 CM 1 CM 2 CM 3 CM-4 CM-5 CM-6 H
Page 167 and 168: 151 Number of Pixels (Frequency) Th
Page 169 and 170: 153 Red: possible impacted areas Gr
Page 171 and 172: 155 Low reliability -(water-reflect
Page 175 and 176: Modem or Router Dial-up ISP The Int
Page 177 and 178: from observed images Fig 5 shows th
Page 179 and 180: 163 Picked up building from image p
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171 subsoil and combined with the n
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174 defined target. Performance-bas
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176 (probability of being in or exc
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178 start to dominate the hazard at
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180 MAX STORY DUCTILITY vs NORM. ST
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185 Decision Making Support Tool' U
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189 31 Array Liujiaxia Reservoir Ar
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191 IV STATION YM kCED INTERVALS OF
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193 at different stations, the diff
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197 PROBLEMS AND CHALLENGES Earthqu
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199 Database s*n/ar_- ^ " Applicati
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201 o Fig. 7 VRML authoring - model
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SMART MATERIALS AND SMART STRUCTURE
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209 vector of measured control forc
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211 To examine the effect of the co
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213 from Fig. 2, we can get the res
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Proceedings of the Intel-national C
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217 where gjî = g(X fcTl , F^+ît
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219 3 360 Deg. Fault Normal (Jan. 1
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221 Earthquake Sylmar 90 Sylinar 90
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225 0.6965, and 0.7094 Hz, which ar
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227 Two displacement sensors are po
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229 14% to 45% (under El Centre ear
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233 g ^ w (4) Notice that the stabi
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235 modes. An energy drop will be o
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237 PPF controller. The second mode
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241 In order to determine the appar
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243 RESULTS AND DISCUSSIONS Figure
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245 100 150 200 250 300 Magnetic Fl
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249 WOLFE, MASRI, CAFFREY Synthetic
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251 WOLFE, MASRI, CAFFREY Transform
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253 WOLFE MASRI,CAFFREY in parallel
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STRUCTURAL ANALYSIS AND DESIGN
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258 separating the above three effe
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260 200 300 400 SHAKE Computed RSD^
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262 where H b is the building heigh
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264 6. ACKNOWLEDGEMENTS The work de
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266 The objectives of this paper pr
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268 The comparison between abovemen
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270 determine the span of the state
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the assumption of the bi-linear for
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274 There are several outstanding e
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276 buildings with different concre
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278 160,000 - 140,000 _^ d Concrete
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280 responded in a fairly similar m
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282 CONCLUSIONS In this paper, the
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284 Li B, Park, R. and Tanaka, H. (
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For simplicity, a linear distributi
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equation can be re- written as: 288
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290 DESIGN BASE SHEAR Equating the
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292 by using the computer program S
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294 mutation. Elitist strategy mean
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296 2.3 Premature Judgment and Comb
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298 (3) F 3 : De Jone's F 5 3 (Shek
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300 3.3 Test Conclusions From the t
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30; excitation. Also, the software
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304 concrete frames as documented i
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30€ NEURAL NETWORKS Development I
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308 ACKNOWLEDGEMENTS The research r
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310 In order to ensure the entire s
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312 Examples of Seismic Design In K
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314 earthquake load can be reduced
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Proceedings of the Intel national C
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319 broken. Therefore, joint elemen
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321 the highest probability to get
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325 DESIGN SPECIFICATIONS Overview
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327 Strength Degradation The streng
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I 329 file £dit Vww Select Constru
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333 (1) (2) Where f t and _/£ are
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335 JL dalt (10) Where Solution of
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337 Fig.9 Distribution of first pri
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341 DISPLACMENT-BASED NSF In this p
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343 Define the displacement of the
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345 EXAMPLE The nonlinear static an
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347 REFERENCE Code for seismic desi
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350 including Hong Kong are conside
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352 structural engineers. Although
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354 4) Structural characteristics R
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356 maintain economy of design but
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358 R C3&OC11 L8C34 USC3 •••
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363 DISPLACEMENT CALCULATION FOR GR
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365 As shown in the figure, a model
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367 history of a design earthquake
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371 reflects the structure's useful
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373 have a membership degree betwee
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375 of initialization of structure,
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377 REFERENCE Zadeh, L A (1965), "F
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.0,(r+l,,)] (0 + A (3) 383 -l.y)] (
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385 The first example is come from
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387 REFERENCES Leroueil, S. (2001).
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391 maximum friction force and ther
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393 the stiffness of the bracing an
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395 splacemen (m) Bared —Braced/D
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399 Figure 1: Two-surface Model Def
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401 time, one must integrate over t
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403 CONCLUSIONS In the previous sec
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407 Response Control by Magneto-Rhe
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409 s e a ooo j| soo y 0 c l83Hz ,5
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411 *fU O A 20 7 HA I , 2 4A .'.-%-
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415 Wind Velocity (t J Relative Dis
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417 Fig. 5 4ttractor (time lag=l) F
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419 concluded that the real time re
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422 (LQR/LQG), H M and the instanta
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424 damping ratio provided by the c
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426 by Eqn. 2.9 and Eqn. 2.12, resp
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428 Fig.5.4 shows the comparison of
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Innovation is driving control devic
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432 STRUCTURAL ENERGY DURING VIBRAT
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434 Equilibrium Price of Power With
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436 CONCLUSION The scope of this re
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438 The effectiveness of the seismi
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440 anti-symmetnc mode excited by t
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442 Base Isolation System The base
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444 each member along or adjacent t
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446 2 PROJECT PARTICIPANTS Concerni
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448 3.1.2 Investigations at Seyhan
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450 Fig. 4.2: principle drawing of
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452 no TMD — TMD with optimal tun
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454 In this paper, a stochastic opt
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456 The dynamical programming equat
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458 control strategy. Model reducti
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460 (AMDs) and the proposed control
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465 Specimen 1 Specimen 1 represent
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467 increased the beam moment stren
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469 3 4@8 ~T / C 4 #5 #3 stirrups 8
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473 Phase 2: The sliding of the bot
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475 4.2 Effect of Coefficient of Fr
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477 -ZETA=Q 05 -ZETA=010 -ZETA=015
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479 031 en 03 0029 P |Q 28 ~*—MR=
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482 stiffness or coefficient of vis
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484 solved for the Hamilton Jacobi-
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486 posed to be the accelerations o
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488 vlaxacccleiation [my O O O O
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490 INTRODUCTION In recent years, t
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492 Since earthquake motion has bee
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494 confirmed in the X direction. B
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496 yielding metallic dampers, and
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498 where the coefficients a m and
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500 modal damping ratio of 2% in ea
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502 CONCLUDING REMARKS The paper re
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504 semi-active and hybrid control
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506 Iiz2i(t)l
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508 defined as 114 - [ J* [•] 2 d
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Spencer, B.F., Jr. and Sain, M.K. (
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512 with the rapid success of seism
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Figure 3 summarizes the static push
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CONCLUSIONS 516 This paper presents
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518 1 OS h : 0 6 5 5 04 Transverse
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520 TABLE 1 REPRESENTATIVE MULTISTO
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522 obtained by simply averaging a
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524 levels of peak ground accelerat
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526 8 CONCLUSIONS This paper gives
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531 350.6m 142.7m .0130') i (468')
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533 cation corresponds to a node of
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535 listed separately. Vertical mod
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539 in which H = [H(t l ), H(t 2 ),
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541 identification results of struc
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543 history to be polluted. In the
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548 environment constraints and the
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550 where F is the fundamental matr
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552 drift ratio was determined as Y
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554 were observed in the vision-sys
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556 The most well-known Bayesian so
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558 achieved by the EKF estimates I
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560 0 2 4 5 3 10 12 14 16 18 20 0 2
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562 CONCLUSION In this study, the r
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564 Figure 1 - Prototype wireless s
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566 will vary from that of the ARX
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568 A 11 25" 11 25" 1 T 1 11 25* !
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570 CONCLUSION The realization of a
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572 the structural response and ret
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574 The ratios of base shear at dif
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576 SECTION A-A COLUMN DETAIL AT TO
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578 Stress Strain Fig. 6 Superelast
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580 Genetic Algorithm(GA) and the M
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582 IDENTIFICATION ALGORITHM State
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584 the simulated structural respon
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586 GA-MCF, the number of particles
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588 instrumentation to monitor and
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590 If we compare this peak value w
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592 2.3 Sampling rate Structural mo
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594 Any remote station that has the
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596 or receives environmental infor
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598 Comparisons of Proposed E-Monit
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600 LCD display Earthquake Warning
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605 Kishwaukee River Bridge consist
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607 the table, the monthly maximum
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609 3.2 L VDTData Analysis LVDT sen
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structural response energy with fre
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615 Table 1: Fundamental natural fr
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617 JUSTS rs s." WUUR. 4 20O2 IS 44
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1-1 INDEX OF CONTRIBUTORS Volumes I
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Ths OOO F X ^s dje foe return 01 ê
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