Earthquake Engineering Research - HKU Libraries - The University ...

More documents

Recommendations

Info

356 maintain economy of design but may need to be prohibited for frames designed to resist seismic loads. Ductility of heavily reinforced sections It is not unusual in Hong Kong for columns to have nearly 6% reinforcement and even to use staggered laps and couplers to comply with the maximum 10 % allowable by BS 8110. If plastic hinges are not expected it may be possible to continue to allow heavily reinforced concrete members. Avoidance of shear failure of vertical members The capacity design requirement to provide sufficient shear reinforcement at ends of beams to ensure that the longitudinal reinforcement yields before shear failure occurs is a straightforward concept for beams. It is not as straightforward for compression members or where the gravity loads determine the design of the beams. Recent experience from the 1999 Athens earthquake indicates that even seismically designed columns failed, in shear, at mid height rather than at the top or bottom of the column. This will need further consideration when defining the nominal detailing rules especially since in HK column cross sections frequently are large compared to their length.. Development of HK Seismic Code The New Zealand (NZ) and Australian concrete codes closely follow the US code that uses strength reduction factors to reduce the ultimate design capacity, rather than material factors which are used in the Chinese, British and European standards. Since the US and NZ codes have been developed mainly for regions of high seismicity they may not be the most suited for development of a HK seismic code. One of the main difficulties in Hong Kong will be to extend the material design codes currently used, to allow seismic detailing. Neither the concrete code - BS 8110, nor the steel code - BS5950 has any guidance in this regard. Most countries separate the material design codes from the loading code. It will therefore, be a major decision as to what to do in Hong Kong where the material design codes have been adapted from British versions a number of years after their introduction in Britain. Even today HK uses the 1985 Version of the concrete design code even though the latest British version is 1997. The British codes never had seismic design and in any case are being superseded by the Eurocodes so Hong Kong could follow the European seismic design code. However the Eurocode has tended to follow the rather complicated, yet pioneering seismic design codes developed in NZ, It is thus probable that using the Euro-code as a model to particularise for HK conditions will be the quickest way to produce a Hong Kong seismic code, however serious consideration should be given to adopting the Chinese code approach to seismic design. After all, HK is part of China and so it would be shortsighted to adopt a different system when first introducing a seismic code in HK. Whatever method is used, the main aim of the Hong Kong Seismic Code should be to keep it simple and make it easy to understand and use. CONCLUSION Before introducing a seismic code in HK, one of the challenges for educators will be to ensure that designers are confident in the determination of base shear and are familiar with the highly variable values derived. The key seismic code requirements for Hong Kong will be to provide clear guidance on the ductility factors and analysis methods to be adopted and that nominal detailing rules do not require high percentages of ductility reinforcement at all column beam joints.
357 REFERENCES Booth E. D. A. J. Kappos & Park R. (1998) A Critical review of international practice on seismic design of reinforced concrete buildings. The Structural Engineer Vol. 76/No 11, June 1998 Bubb Charles (1998) Earthquake Engineering in Australia - Before Mekering and after Newcastle, Australian Earthquake Engineering Society Conference, Perth 1998 Bulletin of the New Zealand Society for Earthquake Engineering Vol. 32, No 1, March 1999 Buildings Department, Hong Kong Special Administrative Region (1994). Legislation and Publications Affecting the Building Industry PNAP 115 Practice Notes for Authorised Persons and Registered Structural Engineers Ellis, B. R. An assessment of the accuracy of predicting the fundamental natural frequencies of buildings and the implications concerning dynamic analysis of structures Proc. ICE, Pt2, Sept. 1980 Ellis, B. RA feedback mechanism for improving analysis The Structural Engineer Vol. 73/No 21, November 1995 Gao Mengtan New national seismic zoning map and seismic hazard in Hong Kong Region. One-day seminar on recent developments in Earthquake engineering. The Hong Kong Institution of Engineers and the Institution of Structural Engineers Joint Division May 2002. Heidebrecht Arthur C. (1998) Comments on Seismic Design for Regions of Moderate Seismicity & Case History on Effect of Seismic Hazard Level on Performance of Six Storey Moment Resisting Steel Frame Structures. International Workshop on Earthquake Engineering for Regions of Moderate Seismicity pp 51-77 Hu Shipping (1993) Seismic Design of Buildings in China. Earthquake spectra Vol. 9 No 4 pp 703-737 Nordensen Guy J.P. (1995). Built Value and Earthquake Risk. National Centre for Earthquake Engineering Research, 167-174 Pun W K. Pang P L R, Wong A C W Recent Developments on the Understanding of the Seismic Hazard of Hong Kong. One-day seminar on recent developments in Earthquake engineering. The Hong Kong Institution of Engineers and the Institution of Structural Engineers Joint Division May 2002.
Page 2 and 3:
Proceedings of the International Co
Page 4 and 5:
vw:. PREFACE Dunng a time when eart
Page 6 and 7:
OPENING ADDRESS By Prof. Yuchen Liu
Page 8 and 9:
Vll scientific support in our call
Page 10 and 11:
IX INTERNATIONAL ADVISORY COMMITTEE
Page 12 and 13:
XI Engineering Seismology and Geote
Page 14 and 15:
Xlll Progress in the Seismic Design
Page 16 and 17:
XV Crustal Deformation Measurement
Page 19 and 20:
Page 21 and 22:
Legal Impediments There are many im
Page 23:
expectation of (i) expanding the fr
Page 26 and 27:
10 Some applications of wireless te
Page 28 and 29:
12 Smart Materials Smart materials,
Page 30 and 31:
14 research and education in a mult
Page 33 and 34:
Page 35 and 36:
19 On September 16, 1994, buildings
Page 37 and 38:
21 Some people were injured while t
Page 39 and 40:
23 tallest buildings in Hong Kong w
Page 41 and 42:
25 Figure 12. Tsim Sha Tsui East an
Page 43 and 44:
27 OTHER ONGOING WORKS Soil-pile-st
Page 45 and 46:
29 Figure 18. The pounding experime
Page 47 and 48:
31 ACKNOWLEDGMENTS The writers are
Page 49 and 50:
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:
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 and 100:
83 Kobon T. (1998). Mission and per
Page 101 and 102:
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
Page 150 and 151:
134 Type-2 Fig.5 Three dimensional
Page 152 and 153:
136 plane plane sliding x-z section
Page 155 and 156:
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 165 and 166:
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 173 and 174:
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
Page 181 and 182:
Page 183 and 184:
167 evaluated by Seed's approximate
Page 185 and 186:
169 R(z,N)is reached to 1 or more,
Page 187:
171 subsoil and combined with the n
Page 190 and 191:
174 defined target. Performance-bas
Page 192 and 193:
176 (probability of being in or exc
Page 194 and 195:
178 start to dominate the hazard at
Page 196 and 197:
180 MAX STORY DUCTILITY vs NORM. ST
Page 199 and 200:
Page 201 and 202:
185 Decision Making Support Tool' U
Page 203 and 204:
Page 205 and 206:
189 31 Array Liujiaxia Reservoir Ar
Page 207 and 208:
191 IV STATION YM kCED INTERVALS OF
Page 209 and 210:
193 at different stations, the diff
Page 211 and 212:
Page 213 and 214:
197 PROBLEMS AND CHALLENGES Earthqu
Page 215 and 216:
199 Database s*n/ar_- ^ " Applicati
Page 217 and 218:
201 o Fig. 7 VRML authoring - model
Page 219:
SMART MATERIALS AND SMART STRUCTURE
Page 223 and 224:
Page 225 and 226:
209 vector of measured control forc
Page 227 and 228:
211 To examine the effect of the co
Page 229 and 230:
213 from Fig. 2, we can get the res
Page 231 and 232:
Proceedings of the Intel-national C
Page 233 and 234:
217 where gjî = g(X fcTl , F^+ît
Page 235 and 236:
219 3 360 Deg. Fault Normal (Jan. 1
Page 237 and 238:
221 Earthquake Sylmar 90 Sylinar 90
Page 239 and 240:
Page 241 and 242:
225 0.6965, and 0.7094 Hz, which ar
Page 243 and 244:
227 Two displacement sensors are po
Page 245 and 246:
229 14% to 45% (under El Centre ear
Page 247 and 248:
Page 249 and 250:
233 g ^ w (4) Notice that the stabi
Page 251 and 252:
235 modes. An energy drop will be o
Page 253 and 254:
237 PPF controller. The second mode
Page 255 and 256:
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 263 and 264:
Page 265 and 266:
249 WOLFE, MASRI, CAFFREY Synthetic
Page 267 and 268:
251 WOLFE, MASRI, CAFFREY Transform
Page 269 and 270:
253 WOLFE MASRI,CAFFREY in parallel
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
Page 294 and 295:
278 160,000 - 140,000 _^ d Concrete
Page 296 and 297:
280 responded in a fairly similar m
Page 298 and 299:
282 CONCLUSIONS In this paper, the
Page 300 and 301:
284 Li B, Park, R. and Tanaka, H. (
Page 302 and 303:
For simplicity, a linear distributi
Page 304 and 305:
equation can be re- written as: 288
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
Page 320 and 321:
304 concrete frames as documented i
Page 322 and 323: 30€ NEURAL NETWORKS Development I
Page 324 and 325: 308 ACKNOWLEDGEMENTS The research r
Page 326 and 327: 310 In order to ensure the entire s
Page 328 and 329: 312 Examples of Seismic Design In K
Page 330 and 331: 314 earthquake load can be reduced
Page 333 and 334: Proceedings of the Intel national C
Page 335 and 336: 319 broken. Therefore, joint elemen
Page 337 and 338: 321 the highest probability to get
Page 339 and 340: Proceedings of the International Co
Page 341 and 342: 325 DESIGN SPECIFICATIONS Overview
Page 343 and 344: 327 Strength Degradation The streng
Page 345 and 346: I 329 file £dit Vww Select Constru
Page 349 and 350: 333 (1) (2) Where f t and _/£ are
Page 351 and 352: 335 JL dalt (10) Where Solution of
Page 353 and 354: 337 Fig.9 Distribution of first pri
Page 357 and 358: 341 DISPLACMENT-BASED NSF In this p
Page 359 and 360: 343 Define the displacement of the
Page 361 and 362: 345 EXAMPLE The nonlinear static an
Page 363: 347 REFERENCE Code for seismic desi
Page 366 and 367: 350 including Hong Kong are conside
Page 368 and 369: 352 structural engineers. Although
Page 370 and 371: 354 4) Structural characteristics R
Page 374 and 375: 358 R C3&OC11 L8C34 USC3 •••
Page 379 and 380: 363 DISPLACEMENT CALCULATION FOR GR
Page 381 and 382: 365 As shown in the figure, a model
Page 383 and 384: 367 history of a design earthquake
Page 387 and 388: 371 reflects the structure's useful
Page 389 and 390: 373 have a membership degree betwee
Page 391 and 392: 375 of initialization of structure,
Page 393: 377 REFERENCE Zadeh, L A (1965), "F
Page 399 and 400: .0,(r+l,,)] (0 + A (3) 383 -l.y)] (
Page 401 and 402: 385 The first example is come from
Page 403 and 404: 387 REFERENCES Leroueil, S. (2001).
Page 407 and 408: 391 maximum friction force and ther
Page 409 and 410: 393 the stiffness of the bracing an
Page 411 and 412: 395 splacemen (m) Bared —Braced/D
Page 415 and 416: 399 Figure 1: Two-surface Model Def
Page 417 and 418: 401 time, one must integrate over t
Page 419 and 420: 403 CONCLUSIONS In the previous sec
Page 423 and 424:
407 Response Control by Magneto-Rhe
Page 425 and 426:
409 s e a ooo j| soo y 0 c l83Hz ,5
Page 427 and 428:
411 *fU O A 20 7 HA I , 2 4A .'.-%-
Page 429 and 430:
Page 431 and 432:
415 Wind Velocity (t J Relative Dis
Page 433 and 434:
417 Fig. 5 4ttractor (time lag=l) F
Page 435:
419 concluded that the real time re
Page 438 and 439:
422 (LQR/LQG), H M and the instanta
Page 440 and 441:
424 damping ratio provided by the c
Page 442 and 443:
426 by Eqn. 2.9 and Eqn. 2.12, resp
Page 444 and 445:
428 Fig.5.4 shows the comparison of
Page 446 and 447:
Innovation is driving control devic
Page 448 and 449:
432 STRUCTURAL ENERGY DURING VIBRAT
Page 450 and 451:
434 Equilibrium Price of Power With
Page 452 and 453:
436 CONCLUSION The scope of this re
Page 454 and 455:
438 The effectiveness of the seismi
Page 456 and 457:
440 anti-symmetnc mode excited by t
Page 458 and 459:
442 Base Isolation System The base
Page 460 and 461:
444 each member along or adjacent t
Page 462 and 463:
446 2 PROJECT PARTICIPANTS Concerni
Page 464 and 465:
448 3.1.2 Investigations at Seyhan
Page 466 and 467:
450 Fig. 4.2: principle drawing of
Page 468 and 469:
452 no TMD — TMD with optimal tun
Page 470 and 471:
454 In this paper, a stochastic opt
Page 472 and 473:
456 The dynamical programming equat
Page 474 and 475:
458 control strategy. Model reducti
Page 476 and 477:
460 (AMDs) and the proposed control
Page 479 and 480:
Page 481 and 482:
465 Specimen 1 Specimen 1 represent
Page 483 and 484:
467 increased the beam moment stren
Page 485 and 486:
469 3 4@8 ~T / C 4 #5 #3 stirrups 8
Page 487 and 488:
Page 489 and 490:
473 Phase 2: The sliding of the bot
Page 491 and 492:
475 4.2 Effect of Coefficient of Fr
Page 493 and 494:
477 -ZETA=Q 05 -ZETA=010 -ZETA=015
Page 495:
479 031 en 03 0029 P |Q 28 ~*—MR=
Page 498 and 499:
482 stiffness or coefficient of vis
Page 500 and 501:
484 solved for the Hamilton Jacobi-
Page 502 and 503:
486 posed to be the accelerations o
Page 504 and 505:
488 vlaxacccleiation [my O O O O
Page 506 and 507:
490 INTRODUCTION In recent years, t
Page 508 and 509:
492 Since earthquake motion has bee
Page 510 and 511:
494 confirmed in the X direction. B
Page 512 and 513:
496 yielding metallic dampers, and
Page 514 and 515:
498 where the coefficients a m and
Page 516 and 517:
500 modal damping ratio of 2% in ea
Page 518 and 519:
502 CONCLUDING REMARKS The paper re
Page 520 and 521:
504 semi-active and hybrid control
Page 522 and 523:
506 Iiz2i(t)l
Page 524 and 525:
508 defined as 114 - [ J* [•] 2 d
Page 526 and 527:
Spencer, B.F., Jr. and Sain, M.K. (
Page 528 and 529:
512 with the rapid success of seism
Page 530 and 531:
Figure 3 summarizes the static push
Page 532 and 533:
CONCLUSIONS 516 This paper presents
Page 534 and 535:
518 1 OS h : 0 6 5 5 04 Transverse
Page 536 and 537:
520 TABLE 1 REPRESENTATIVE MULTISTO
Page 538 and 539:
522 obtained by simply averaging a
Page 540 and 541:
524 levels of peak ground accelerat
Page 542 and 543:
526 8 CONCLUSIONS This paper gives
Page 545 and 546:
Page 547 and 548:
531 350.6m 142.7m .0130') i (468')
Page 549 and 550:
533 cation corresponds to a node of
Page 551 and 552:
535 listed separately. Vertical mod
Page 553 and 554:
Page 555 and 556:
539 in which H = [H(t l ), H(t 2 ),
Page 557 and 558:
541 identification results of struc
Page 559 and 560:
543 history to be polluted. In the
Page 561:
Page 564 and 565:
548 environment constraints and the
Page 566 and 567:
550 where F is the fundamental matr
Page 568 and 569:
552 drift ratio was determined as Y
Page 570 and 571:
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:
Page 621 and 622:
605 Kishwaukee River Bridge consist
Page 623 and 624:
607 the table, the monthly maximum
Page 625 and 626:
609 3.2 L VDTData Analysis LVDT sen
Page 627 and 628:
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
show all

Earthquake Engineering Research - HKU Libraries - The University ...

Create successful ePaper yourself

Delete template?

Save as template?