r - The Hong Kong Polytechnic University

More documents

Recommendations

Info

Temperature Effect on Variation of Frequency of Beams: A Comparative Study 535 X. Q. Zhou, B. Chen & Y. Xia Topology Optimization Using Stochastic Search Methods 545 J.Y. Guo & L.J. Leu Analysis of the Kinematic Path of Load-Bearing Cable-Bar Mechanisms 557 H. Deng, Y.Z. Zu, X.S. Wu & B.W. Jiang Application of Recursive Stochastic Subspace Identification in On-Line Bridge Monitoring 569 System J.H. Weng, C.H. Loh, S.S. Chao, K.C. Lu & C.H. Chen Development of Multifunctional Laminar Shear Container for Shaking Table Test 581 H.F. Sun, L.P. Jing, N.W. Wang & X.C. Meng Experimental Study on Crack Mode in Reinforced Concrete Structures with Rebar Corrosion 587 Y.X. Zhao, J. Yu & W.L. Jin Experimental Study on Seismic Behavior of Autoclaved Aerated Concrete Block Composite 596 Walls with Structural Columns P.C. Ling, J. Zhao, B.Z. Zhou, H.G. Wu, Q.S. Miao, Y.Y. Zhu & J. Tu Seismic Resistant Design and Analysis of Vertical Boundary Elements in Steel Plate Shear Walls 602 K.C. Tsai, C.H. Li, J.T. Chang & C.H. Lin Application of Singular Spectrum Analysis to Health Monitoring of Bridge Structure 611 S.H. Chao, C.H. Loh, J.H. Weng, P.Y. Lin & C.H. Chen FEM Analysis of Shear Connector Behavior of Continuous Steel-Concrete Composite Girder 618 Bridge H.Y. Cao, Z.J. Chen, H.P. Zhu & H.Y. Yang A Study on Damage Assessment of the Scoured Bridges 627 C.Y. Wang & Y.C. Sung Wind Tunnel Test and Wind-Induced Structural Dynamic Response Analysis for a Steel 636 Velarium Roof H.F. Zhu, W.J. Chen, Y.L. He & S.L. Dong Load-Deformation Analysis of Reinforced Concrete Columns Including Shear Effects 643 Q. Zhang & J.X. Gong Systematic Categorization of Structural Components in Stonecutters Bridge 649 K.C. Lin, X.W. Ye, Y.Q. Ni & K.Y. Wong Stability Behavior of Fixed-Roof Tapered-Wall Steel Tanks under Differential Settlement 655 Z. Wang, X. Lei, Y. Zhao & X.Y. Xie Parallel Session – Geotechnical II Preliminary Study of the Influence of Underground Structures on Groundwater in the Centre 661 of Guangzhou City H. Cao & G.Y. Luo xi
Reflection of Seismic Waves at Boundary of an Unsaturated Poroelastic Half-Space 670 W.Y. Chen, T.D. Xia & X.B. Kong Earthquake Loss Estimation of Building with Shallow Foundation due to Soil Liquefaction 677 C.C. Lu, J.H. Hwang, C.R. Huang & Y.D. Lu A Quantitative Evaluation on Bridge Scouring Safety 686 H. Wang, C.Y. Wang, T.R. Wu, S.C. Hsieh, Y.Y. Ko, J.S. Chiou, M.Z. Chen, T.Y. Chen, C.H. Chen & C. Lin Influence of Pore Pressure on Tunnel Face Stability 697 W. Liu, X.W. Tang, H.Y. Wang & B. Huang Installation Load and Working Capacity of Jacked Piles: Some Experiences in China 701 F. Yu & J. Yang Effects of Presence of a Soft Soil Layer on Liquefaction Evaluation 706 C. Li, W.W. Yang, Y.C. Lo, S.H. Yung & C.H. Wong Resistance of Soil-Root System of Selected Native Plants in Hong Kong 716 F.T.Y. Leung, B.C.H. Hau, L.G. Tham & W.M. Yan Guided Wave Interpretation of Impulse Responses for Deep Foundations with Emphasis on 720 Cross-Sectional Profiles H. Wang, B.T. Chen & T.P. Chang Establishment of the New Failure Criterion of Soils 728 R.Q. Xu & X.C. Wang Numerical Evaluation of the Seismic Performance for a Ductile Fiber Reinforced Concrete 731 Coupled Wall System C.C. Hung Geotechnical Properties of Colluvial and Alluvial Deposits in Hong Kong 735 K.W. Lai Parallel Session – Structural III Multi-Located Tuned Mass Dampers for Vibration Mitigation of Tower-Like Structures with 745 Whipping Effect Y.F. Duan, Y.Q. Ni & J.M. Ko Nonlinear Analysis and Calculation of Second-Order Effect of Sway-Restricted Columns 756 J. Xu & J.X. Gong Nonlinear Stability Analysis for a Concrete-Filled-Steel-Tubular Arch/Continuous Beam Bridge 763 Including Defects in Arch Rib J.L. Hu, Q.S. Yan, Z. Chen & Y.H. Gao Numerical Simulation of Wind Pressure and Wind-Resistant Optimization on Concave Roofed 769 Low-Rise Building with Eaves D. Zhou, J.H. Tu & J.L. Li xii
Page 2 and 3: Proceedings of the 5th Cross-strait
Page 4 and 5: SCIENTIFIC COMMITTEE Chairman Jan-M
Page 6 and 7: ORGANIZING COMMITTEE Co-chairmen Yi
Page 8 and 9: 设计大师金问鲁教授
Page 10 and 11: TABLE OF CONTENTS Scientific Commit
Page 12 and 13: J.T. Shi & L. Su Impact of Spatial
Page 16 and 17: Trace Analysis of Mechanical Respon
Page 18 and 19: Keynote Lectures
Page 20 and 21: 图 1 海峡大桥三个路
Page 22 and 23: 非主通航孔的跨径应
Page 24 and 25: The 5th Cross-strait Conference on
Page 26 and 27: 图 3 空间结构按单元
Page 28 and 29: 图 7 多面体空间框架
Page 30 and 31: 图 14 内蒙古响沙湾沙
Page 32 and 33: 5.3. MRF3 索穹顶 — 网壳
Page 34 and 35: 图 29 杭州黄龙体育中
Page 36 and 37: (a) 鸟瞰图 (b) 计算模型
Page 40 and 41: As it is conventional, the displace
Page 42 and 43: ⎡ n n ⎤ ⎢q 1 0( z− Li) q0(
Page 44 and 45: frequencies of interest and the tra
Page 46 and 47: Another phenomenon observed from Fi
Page 50 and 51: 刚塑性平面应变极限
Page 52 and 53: 采用数值极限分析法
Page 54 and 55: 为了推测浅埋隧洞破
Page 56 and 57: 鹤梁岩壁面上至今已
Page 58 and 59: 图 6 黄庭坚题铭 “ 元
Page 60 and 61: 图 16 巫山神女图 17 长
Page 62 and 63: 五、历年来研究过的
Page 64 and 65:
在会议结束前给我半
Page 66 and 67:
图 31 院士建议文件的
Page 68 and 69:
科所、重庆交通学院
Page 70 and 71:
图 37 白鹤梁题刻中段
Page 72 and 73:
图 46 上下游水平交通
Page 74 and 75:
图 59 参观廊道安装在
Page 76 and 77:
9.6. 白鹤梁水下博物
Page 78 and 79:
(5) “ 无压容器 ” 水下
Page 80 and 81:
-62-
Page 82 and 83:
-64-
Page 84 and 85:
-66-
Page 86 and 87:
-68-
Page 88 and 89:
The 5th Cross-strait Conference on
Page 90 and 91:
(a) 模型 I (b) 模型 II (c)
Page 92 and 93:
(a) 水平接缝处螺钉松
Page 94 and 95:
表 5 模型 I 在 9 度罕遇
Page 96 and 97:
Page 98 and 99:
1.2. 大型钢结构设计
Page 100 and 101:
5250 5000 i= 0.07 1 i= 0.07 5000 16
Page 102 and 103:
A Pb Pa Pb A Pb Pa Pb Pa Pa ax Pb P
Page 104 and 105:
(a) 预应力索布置 (b) 1/6
Page 106 and 107:
图 23 150m×150m 周边简支
Page 108 and 109:
图 27(a) 自重作用下结
Page 110:
四、结语 150m×150m 空间
Page 113 and 114:
Page 115 and 116:
通过上述技术创新平
Page 117 and 118:
Page 119 and 120:
* θt r1cosθ r2cosθ2 = = (9) * 1
Page 121 and 122:
圖 10 水平軌枕方向之
Page 123 and 124:
圖 19 水平軌枕方向之
Page 125 and 126:
向量 r r &r r 的變化率
Page 127 and 128:
Experimental Program More than 60 l
Page 129 and 130:
failure mode specimens, applying CF
Page 131 and 132:
columns were reinforced with three
Page 133 and 134:
e formed at the column base and the
Page 135 and 136:
Acceleration (g) 1 0.5 0 -0.5 Simul
Page 137 and 138:
Page 139 and 140:
Table 2 Mix Proportion of the PDCC
Page 141 and 142:
observed between the formwork and c
Page 143 and 144:
In the above example, the GFRP with
Page 145 and 146:
构的加固修复 , 二是
Page 147 and 148:
FRP 网格 FRP 筋和索 FRP 布
Page 149 and 150:
(2) 钢筋 - 连续纤维复
Page 151 and 152:
生退化。拉伸强度相
Page 153 and 154:
图 16 两种纤维混杂增
Page 155 and 156:
σ tf 混凝土构件粘结
Page 157 and 158:
新型抗震结构的荷载
Page 159 and 160:
的破坏过程也与柱 C-S
Page 161 and 162:
拉索频率阶数也低于
Page 163 and 164:
A m plitude (m m ) 6000 5000 4000 3
Page 165 and 166:
产工艺进行探索性研
Page 167 and 168:
Girders with Externally Prestressed
Page 169 and 170:
concrete columns were documented by
Page 171 and 172:
fatigue life of steel columns. Xiao
Page 173 and 174:
Figure 11 Relationships between res
Page 175 and 176:
20. Xiao, Y. and Wu, H. (2000). “
Page 177 and 178:
phenomenon, however, cannot be cons
Page 179 and 180:
ase rock; H j ( iω) , H k ( iω) a
Page 181 and 182:
For the coherency loss function bet
Page 183 and 184:
Numerical Results The earthquake-in
Page 185 and 186:
REFERENCES Bi, K., Hao, H. and Ren,
Page 187 and 188:
Page 189 and 190:
Figure 3 Idealised bonded joint mod
Page 191 and 192:
A = 0 1 (6a) B1 = −δ f (6b) f si
Page 193 and 194:
Table 1 Test and predicted flexural
Page 195 and 196:
COMPARISON OF FLEXURAL DEBONDING MO
Page 197 and 198:
Page 199 and 200:
Figure 2 Location of smart aggregat
Page 201 and 202:
Figure 5 Experimental setup Figure
Page 203 and 204:
Figure 15 Impact location on FRP wr
Page 205 and 206:
REFERENCES Bhalla, S. and Soh, C.K.
Page 207 and 208:
Page 209 and 210:
The RVE, occupying a geometrical do
Page 211 and 212:
[ ut ] is the tangential vector if
Page 213 and 214:
extended to the resolution of the n
Page 215 and 216:
469.1m,f m =55%,f I =45% -50 Σ 3 -
Page 217 and 218:
Page 219 and 220:
頭混凝土護蓋敲除 ,
Page 221 and 222:
發生夾片咬合失敗 ,
Page 223 and 224:
會因設計長度不足 ,
Page 225 and 226:
面之反推分析可知 ,
Page 227 and 228:
因此連擋土牆本身之
Page 229 and 230:
⎛τ ⎞ av ⎛amax ⎞⎛σ ⎞ v
Page 231 and 232:
地液化与否初步判别
Page 233 and 234:
等 (2000) [15] 在试验中都
Page 235 and 236:
五、结论剪切波速法
Page 237 and 238:
Page 239 and 240:
钢混凝土相当于将型
Page 241 and 242:
A g — 混凝土毛截面面
Page 243 and 244:
5.1. 大连市体育馆钢
Page 245 and 246:
土梁中设立直线预应
Page 247 and 248:
Page 249 and 250:
混凝土板外侧 , 受力
Page 251 and 252:
试验采用跨中两点对
Page 253 and 254:
为了深入了解槽型钢
Page 255 and 256:
笔者针对已有结合部
Page 257 and 258:
面 , 浇注的混凝土和
Page 259 and 260:
(c) 波形钢腹板工字型
Page 261 and 262:
Page 263 and 264:
Page 265 and 266:
manner for statistical analysis, (i
Page 267 and 268:
3.3.1 Software System for Instrumen
Page 269 and 270:
spectrum is obtained in an approxim
Page 271 and 272:
e carried out once per maintenance
Page 273 and 274:
The monitoring work is composed of
Page 275 and 276:
displacement influence lines and st
Page 277 and 278:
efers to data processing and storag
Page 279 and 280:
Hong Kong Institution of Engineers.
Page 281 and 282:
Monitoring Category Bridge Features
Page 283 and 284:
9 Combination of Above Divided Sect
Page 285 and 286:
Back to Routine Monitoring Not Exce
Page 287 and 288:
Tsing Yi Stonecutters Figure 5 Layo
Page 289 and 290:
Continuous Data Acquisition GPS Tim
Page 291 and 292:
Y(+ve) Y T Temperature Distribution
Page 293 and 294:
Type of Input Data Type of Data Pro
Page 295 and 296:
Page 297 and 298:
Page 299 and 300:
Page 301 and 302:
Tsing Yi Stonecutters Stonecutters
Page 303 and 304:
青衣 Tsing Yi 昂船洲 Stonec
Page 305 and 306:
Accelerometer Fixing of Portable Ac
Page 307 and 308:
Tsing Yi Stonecutters Bridge Stonec
Page 309 and 310:
Structural Health Data Management S
Page 311 and 312:
a mean recurrence interval with ext
Page 313 and 314:
The present study is concerned with
Page 315 and 316:
which all the variables have the sa
Page 317 and 318:
450 35 400 30 350 300 25 ( 1.0E- 6)
Page 319 and 320:
Structural Engineering and Mechanic
Page 321 and 322:
Page 323 and 324:
provided in DBELA, a base rotation
Page 325 and 326:
ξ ( μ − ) 3 eq −ξ0 = C + D 1
Page 327 and 328:
equivalent displacements exceed the
Page 329 and 330:
Displacement (cm) 70 60 50 40 30 20
Page 331 and 332:
it give rather reasonable results,
Page 333 and 334:
RANDOM FIELD AND SPATIAL AVERAGING
Page 335 and 336:
satisfactorily when SOF is large bu
Page 337 and 338:
those of the average shear strength
Page 339 and 340:
then rinsed three times with deioni
Page 341 and 342:
The Freundlich model can be express
Page 343 and 344:
Ministry of Education for their fin
Page 345 and 346:
United States.) The available site
Page 347 and 348:
ACKNOWLEDGMENTS Financial support f
Page 349 and 350:
the author has quoted the outdated
Page 351 and 352:
Figure 5 The geological map of 2000
Page 353 and 354:
Figure 11 Rock cores of vent brecci
Page 355 and 356:
Due to the misidentification of roc
Page 357 and 358:
ACKNOWLEDGEMENT The author would of
Page 359 and 360:
Recently, as the development of fin
Page 361 and 362:
( x ) ( x ) L m ( x ) ( x ) ( x ) L
Page 363 and 364:
Step1: initializing the nonlinear o
Page 365 and 366:
Table 1 The results of limit load m
Page 367 and 368:
Khosravifard, A., Hematiyan, M.R. (
Page 369 and 370:
阿坝州没有水库 , 凉
Page 371 and 372:
汶川地震中属于溃坝
Page 373 and 374:
缝宽约 2mm~5mm; 纵向断
Page 375 and 376:
Page 377 and 378:
Problem with Seismic Hazard Analysi
Page 379 and 380:
INADEQUACY OF TSUNAMI MITIGATION ST
Page 381 and 382:
demonstrated that huge earthquake c
Page 383 and 384:
Page 385 and 386:
三、粮库室内地面沉
Page 387 and 388:
土层的物理力学参数
Page 389 and 390:
笔者对 4# 粮库的沉降
Page 391 and 392:
二国标中主动土压力
Page 393 and 394:
表 3 c =0kPa 时不同的 δ
Page 395 and 396:
的值比公式 (1) 的值小
Page 397 and 398:
[1] 究等方面都有了新
Page 399 and 400:
(3) 根据对隧道典型断
Page 401 and 402:
水平收敛位移 (mm) 12.00
Page 403 and 404:
Page 405 and 406:
THREE PROCEDURES FOR SCALING GROUND
Page 407 and 408:
Peak displacement (m) 84, 50, 16 pe
Page 409 and 410:
CONCLUSIONS Performance-based desig
Page 411 and 412:
Page 413 and 414:
Figure 3 Physical diagrams of pile
Page 415 and 416:
load-deflection curve at the pile h
Page 417 and 418:
在此选取 Kondner [10] 及 Go
Page 419 and 420:
及附加内力的简单方
Page 421 and 422:
Page 423 and 424:
The dual is min * w, b, ξξ , s.t
Page 425 and 426:
Table 1 The results of example 1 Re
Page 427 and 428:
P P P P P P P P P P P P 4 5 4 A 2 4
Page 429 and 430:
Page 431 and 432:
Figure 2 is a photograph of the int
Page 433 and 434:
SHAKING TABLE TEST PROGRAM System i
Page 435 and 436:
Force (N) 600 500 400 300 200 100 N
Page 437 and 438:
Figure 9 Comparison of SAF-TMD and
Page 439 and 440:
Page 441 and 442:
鋼線 , 近期更發展為
Page 443 and 444:
三、吊橋基本資料表
Page 445 and 446:
底端固定型式 □ 夾具
Page 447 and 448:
4.2.3 吊橋扭轉行為之
Page 449 and 450:
Page 451 and 452:
由式 (11)~(13) 可求得闭
Page 453 and 454:
3.2 脉动风压时程结构
Page 455 and 456:
4.2 主动控制力分析图
Page 457 and 458:
Page 459 and 460:
egarded as a serviceability limit s
Page 461 and 462:
observed that the measured values c
Page 463 and 464:
_ Cumulative Frequency of Samples (
Page 465 and 466:
三个项目基本概况对
Page 467 and 468:
风作用下基底总 X 向 7
Page 469 and 470:
主要技术指标对比表
Page 471 and 472:
六、上部结构材料用
Page 473 and 474:
m 2 , 三个项目采用混
Page 475 and 476:
STADIUM ROOF BRIEF Jaber Al-Ahmad I
Page 477 and 478:
a) 1st modal shape Figure.7 Modal s
Page 479 and 480:
Page 481 and 482:
1) 所需的机具设备少
Page 483 and 484:
6.1. 挠度选取典型加
Page 485 and 486:
七、结论通过上述研
Page 487 and 488:
where c = cope length,D = beam dept
Page 489 and 490:
A post-ultimate stiffness of 200 MP
Page 491 and 492:
Table 3 Summary of the variables of
Page 493 and 494:
Effects of Web Slenderness (d/t w )
Page 495 and 496:
REFERENCES ABAQUS/Standard User’s
Page 497 and 498:
规程 [7]。文献 [2]、[3]
Page 499 and 500:
为探究球节点壁厚对
Page 501 and 502:
[4] 王星 , 董石麟 , 完海
Page 503 and 504:
一、前言鋼纜為斜張
Page 505 and 506:
圖 1 愛蘭矮塔斜張橋
Page 507 and 508:
態頻率後 , 由圖 6 可清
Page 509 and 510:
素連接 , 假設兩構件
Page 511 and 512:
Page 513 and 514:
图 3 半片梁的有限元
Page 515 and 516:
加固前的钢筋混凝土
Page 517 and 518:
Page 519 and 520:
and a corresponding shear strain of
Page 521 and 522:
Page 523 and 524:
对温度变化效应进行
Page 525 and 526:
典型节点 : 在钢结构
Page 527 and 528:
钢结构第一阶振型为
Page 529 and 530:
(a) 上支座节点 (b) 下支
Page 531 and 532:
上部屋面钢结构下部
Page 533 and 534:
验算 4、6 号线重力荷
Page 535 and 536:
采用 SAP2000, 对各种截
Page 537 and 538:
Page 539 and 540:
高屏溪引橋共包含五
Page 541 and 542:
表 3 由高屏溪斜張橋
Page 543 and 544:
圖 7 垂直撓曲第一振
Page 545 and 546:
表 7 在 P2 橋墩不同沖
show all

r - The Hong Kong Polytechnic University

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?