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282 CONCLUSIONS In this paper, the seismic performance and cost effectiveness of high rise high strength RC buildings were discussed. Based on the analyses performed, the following conclusions are supported by the results: • Contrary to some of the studies performed on columns subjected to pure axial load, the optimum concrete strength that will give the most economical structure is not necessarily the highest concrete strength available. The concrete strength that can reduce the cost of the steel component, while at the same time limit the cost of the concrete component, will result in the most cost effective structure. • In the light of the common practice of using high strength concrete only in the columns of the structure, it was shown that the use of high strength concrete in the beams and slabs, where they are less effective, can still furnish substantial cost savings. • Under static loading, the high strength concrete structures have stable load-displacement curves. The shape of the curve is similar to that of normal strength concrete structures. For this type of loading, inelasticity developed mostly in the beams. The columns appear to be well protected from hinging by capacity design regulations. • The level of overstrength in high strength concrete structures, calculated based on the static pushover analysis, is less than that of the normal strength structure. In the normal strength structure, the additional steel reinforcement required to resist high axial loads provide extra lateral load capacity, thus increasing overstrength. • At the global level, based on the three response parameters (top displacement, base shear and maximum interstorey drift ratio) examined, the performance of the high strength concrete structures compares favourably with that of the equivalent normal strength concrete structure. • The selection of the grade of steel to use with the high strength concrete is very important. Results from the dynamic analysis indicate that using normal grade steel for concrete strengths of up to 80 MPa is adequate. Beyond 80 MPa, the use of normal grade steel with high strength concrete resulted in significantly more hinging in the columns. The use of high yield steel in beams and normal grade steel in the columns should also be avoided. • The maximum curvature ductility demand at the design and twice the design earthquake is 3.73 and 7.15, respectively. These are well within the achievable ductility capacity of seismically designed and detailed members. Moreover, the use of high yield steel with high strength concrete significantly reduced the ductility demand on the members to about 1.63 and 3.83. • The calculated behaviour factors suggest that the SOMPa concrete is the optimum concrete strength for the given structural configuration, in terms of energy dissipation capacity. In general, the higher strength concrete structures have a larger behaviour factor compared to the normal strength structure.
283 REFERENCES Ahmad, S.H. and Shah, S.P. (1982). Stress-strain curves for concrete confined by spiral reinforcement. ACIJournal 79:46, 484-490. Al-Hussami, A, Regan P.E., Xue, H-Y. and Ramdane, K-E. (1993). The behaviour of high strength concrete columns under axial load. Third International Conference on Utilisation of High Strength Concrete, Lillehammer, Norway, pp. 83-90. Azizinamini, A. and Kuska, S. (1993). Flexural capacity of high strength concrete columns. Third International Conference on Utilisation of High Strength Concrete, Lillehammer, Norway, pp. 91-97. Bayrak, 0. and Sheikh, S.A. (1996). Confinement requirements for high strength concrete columns. llth World Conference on Earthquake Engineering, Acapulco, Mexico, Paper no. 463. Bjerkeli, L, Tomaszewicz, A. and Jensen, J.J. (1990). Deformation properties and ductility of highstrength concrete. High Strength Concrete - Second International Symposium, ACISP 121, pp. 215- 238. Cusson, D. and Paultre, P. (1993). Experimental study of high strength concrete columns confined by rectangular ties. Third International Conference on Utilisation of High Strength Concrete, Lillehammer, Norway, pp. 136-145. Elnashai, A.S. (1998). Earthquake resistance of high strength reinforced concrete buildings. Seismic Design Practice into the Next Century., Booth (ed.), Balkema, Rotterdam, pp. 3-14. Elnashai, A.S. and Goodfellow, R.C. (2002). Seismic Response characteristics of high strength steel and concrete members. 7 th National U.S. Conference, Boston, Massachusetts, USA. Elnashai, A.S., Goodfellow, R.C. and Chana, P.S. (1998). Flexural ductility of high strength reinforced concrete structures. Proceedings of the Second Japan-UK Workshop on Implications of Recent Earthquake on Seismic Risk, Tokyo Institute of Technology, Japan, pp. 145-157. Galeota, D. and Giammatteo, M.M. (1996). Seismic resistance of high strength concrete columns, llth World Conference on Earthquake Engineering, Acapulco, Mexico, Paper no. 1390. Goodfellow, R.C. (1998). Ductility of RC members with high strength materials. PhD thesis, University of London, UK. ICBO, Uniform Building Code (1994). International Conference of Building Officials, California, USA. Whittier,' Izzuddin, B.A. and Elnashai, A.S. (1989). ADAPTIC - A program for adaptive large displacement eiasto-plastic dynamic analysis of steel and composite frames. Engineering Seismology and Earthquake Engineering Report No. 89/7, Imperial College, London, UK. Kateinas, I. (1997). Seismic response of R/C structures made with high strength material. MSc Dissertation, Imperial College, London, UK. Kimura H., Sugano, S. and Nagashima, T. (1996) Seismic behaviour of reinforced concrete columns using ultra-high-strength concrete under high axial load. Fourth International Symposium on Utilisation of High Strength/High Performance Concrete, Paris, France, Paper no. 184. Laogan, B.T. and Elnashai, A.S. (1999). Structural performance and economics of tall high strength RC buildings in seismic regions. The Structural Design of Tall Buildings, 8, 171-204.
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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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Page 249 and 250: 233 g ^ w (4) Notice that the stabi
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Page 253 and 254: 237 PPF controller. The second mode
Page 257 and 258: 241 In order to determine the appar
Page 259 and 260: 243 RESULTS AND DISCUSSIONS Figure
Page 261 and 262: 245 100 150 200 250 300 Magnetic Fl
Page 265 and 266: 249 WOLFE, MASRI, CAFFREY Synthetic
Page 267 and 268: 251 WOLFE, MASRI, CAFFREY Transform
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Page 271: STRUCTURAL ANALYSIS AND DESIGN
Page 274 and 275: 258 separating the above three effe
Page 276 and 277: 260 200 300 400 SHAKE Computed RSD^
Page 278 and 279: 262 where H b is the building heigh
Page 280 and 281: 264 6. ACKNOWLEDGEMENTS The work de
Page 282 and 283: 266 The objectives of this paper pr
Page 284 and 285: 268 The comparison between abovemen
Page 286 and 287: 270 determine the span of the state
Page 288 and 289: the assumption of the bi-linear for
Page 290 and 291: 274 There are several outstanding e
Page 292 and 293: 276 buildings with different concre
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Page 300 and 301: 284 Li B, Park, R. and Tanaka, H. (
Page 302 and 303: For simplicity, a linear distributi
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Page 306 and 307: 290 DESIGN BASE SHEAR Equating the
Page 308 and 309: 292 by using the computer program S
Page 310 and 311: 294 mutation. Elitist strategy mean
Page 312 and 313: 296 2.3 Premature Judgment and Comb
Page 314 and 315: 298 (3) F 3 : De Jone's F 5 3 (Shek
Page 316 and 317: 300 3.3 Test Conclusions From the t
Page 318 and 319: 30; excitation. Also, the software
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Page 322 and 323: 30€ NEURAL NETWORKS Development I
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Page 326 and 327: 310 In order to ensure the entire s
Page 328 and 329: 312 Examples of Seismic Design In K
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Page 341 and 342: 325 DESIGN SPECIFICATIONS Overview
Page 343 and 344: 327 Strength Degradation The streng
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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
Page 598 and 599:
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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