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Trace Analysis of Mechanical Response of Defect Member During Losing Overall Structural 777 Stability J.M. Guo, W.L. Xue, X.Q. Zhao & X.S. Wu Introduction for Program Saptrans to Convert SAP2000 Model to ABAQUS and NASTRAN 784 X.Q. Yang, X.Y. Fu & Y.J. Huang Walking Comfort Analysis on Station Building Floor System of Shen Zhen North Station 792 B. Wu, X.Y. Fu, M.L. Meng, Z.H. Chen & J.X. Qu Integrate On-Line Recursive SSA and SSI-COV Algorithms for Operational Modal Analysis 797 of Structures Y.C. Liu & C.H. Loh Progressive Collapse Analysis of Multi-Storey Frame Structures 806 Z. Wang, J.R. Pan & H.P. He The Approximate Formula of Vertical Vibration Fundamental Frequency of Three-Tower 810 Suspension Bridge B. Liu, Y. Zhang, K.L. Chen & J.X. Shen Evaluation of the Potentiality of Bridge Scouring 818 S.H. Hung, C.Y. Wang, W.F. Lee, H.P. Lien & C.K. Huang Recommending a Patent Technology of Reducing the Noise Induced by Rail Transit 828 F. Lin, J.F. Gu & G.Z. Qian Development of a Digital Camera System for Monitoring of Structural Displacement 832 F. Xu, Y.Q. Ni & X.W. Ye RC Moment Frame Buildings Column Loss Analysis: The Effect of Masonry-Infill Wall 838 S. Li, S.P. Liu, C.H. Zhai & L.L. Xie Seismic Response Analysis of Shen Zhen North Station under Multi-Dimension and 846 Multi-Support Seismic Excitation B. Wu, X.Y. Fu, M.L. Meng & J.X. Qu Axial Load Carrying Capacity of Circular Reinforced Concrete Columns 851 Ivy F.Y. Ho & Eddie S.S. Lam Parallel Session – Structural IV Ultimate Strengths of Concrete Bridge Deck Slabs Reinforced with GFRP Bars 861 Y. Zheng, Y.F. Pan & G.Y. Yu Seismic Upgrade of Reinforced Concrete Beam-Column Joint Under High Level Axial Load 868 B. Li & Eddie S.S. Lam Structural Health Monitoring of RC Structures Subjected to Seismic Loading Using 880 Piezoceramic-Based Sensors W.I. Liao, Y.C. Sung, K.C. Chang & J.S. Hwang Smart Elasto-Magneto-Electric (EME) Sensors for Stress Monitoring of Steel Bars Using 886 Magneto-Electric (ME) Sensing Units R. Zhang, Y.F. Duan, Y. Zhao, S.W. Or & K.Q. Fan xiii
Some Considerations on Five Technical Specifications of Steel-Concrete Composite Structure 893 Z.T. Tu, G.M. Teng & G.Z. Qian Space Analysis of Long-Span Curved Continuous Rigid Frame Bridges with High Pier Under 897 Gravity Load Y.X. Yang, X.W. Hao & L. Sun Stability Analysis Method for Lattice Shells Accounting for Member Buckling 903 W. Tian , Y. Zhao & S.L. Dong Structure Design of Shanxi Olympic Gymnasium 913 X.B. Yang, Y. Gao, X.Y. Fu, X.M. Cui, T. Wang & J.R. Zhou Study on the Mineral Admixtures Influence on the Electric Flux and Chloride Ion Migration 925 Coefficient of Concrete Y. Li, L. Qiao, C. Yan, Y. Zhang & X.L. Du Applications of Non-Contact Measurement Techniques to Bridge Health Inspection 930 C.S. Wang, C.Y. Wang, Y.C. Sung, C.C. Cheng & P.Y. Hung Vortex Shedding Suppression of Cylindrical Structures Near Plane Wall 938 J.S. Cui, F.P. Gao, Z.P. Zang & X.T. Han Revitalization of Existing Building Group by Using Dampers at Top Floor Level and Base 946 Isolators Z.D. Yang & Eddie S.S. Lam Summary on the Structural Design of Shenzhen North Train Station 955 X.Y. Fu, B. Wu, Z.H. Chen, M.L. Meng, M. Guo, C. Sun, H.B. Jiang, Y.W. Feng, J.W. Shao, J.R. Zhou, J.X. Qu & Y.L. Liu Numerical Modelling of the Cyclic Behaviour of RC Columns Retrofitted with FRP Jackets 970 J.G. Teng, J.Y. Lu, L. Lam, G. Lin & Q.G. Xiao Direct Tensile Test of Normal Strength Concrete at Elevated Temperature 978 Eddie S. S. Lam, & S. Fang An Innovative and Proven Solution for Repelling Water Ingress out of Concrete Structures 987 E.C. Chang Static Performance Analysis of Schwedler Elliptic Suspendome 990 F. Li, C.G. Wang, X.Z. Guo & L.Y. Wang Monitoring Analysis of Deep Foundation Pit for Xinguoguang Commodity Houses in 996 Wenzhou C.J. Zhai & T.D. Xia The Influence of Inhomogeneous Initial Stress Field on the Propagation of Longitudinal 1002 Perturbation in Elastic Continuum W.T. Hu, T.D. Xia & W.Y. Chen xiv
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 14 and 15: Temperature Effect on Variation of
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
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图 46 上下游水平交通
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图 59 参观廊道安装在
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9.6. 白鹤梁水下博物
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(5) “ 无压容器 ” 水下
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-62-
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-64-
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-66-
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-68-
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The 5th Cross-strait Conference on
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(a) 模型 I (b) 模型 II (c)
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(a) 水平接缝处螺钉松
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表 5 模型 I 在 9 度罕遇
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1.2. 大型钢结构设计
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5250 5000 i= 0.07 1 i= 0.07 5000 16
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A Pb Pa Pb A Pb Pa Pb Pa Pa ax Pb P
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(a) 预应力索布置 (b) 1/6
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图 23 150m×150m 周边简支
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图 27(a) 自重作用下结
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四、结语 150m×150m 空间
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通过上述技术创新平
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* θt r1cosθ r2cosθ2 = = (9) * 1
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圖 10 水平軌枕方向之
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圖 19 水平軌枕方向之
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向量 r r &r r 的變化率
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Experimental Program More than 60 l
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failure mode specimens, applying CF
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columns were reinforced with three
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e formed at the column base and the
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Acceleration (g) 1 0.5 0 -0.5 Simul
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Table 2 Mix Proportion of the PDCC
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observed between the formwork and c
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In the above example, the GFRP with
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构的加固修复 , 二是
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FRP 网格 FRP 筋和索 FRP 布
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(2) 钢筋 - 连续纤维复
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生退化。拉伸强度相
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图 16 两种纤维混杂增
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σ tf 混凝土构件粘结
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新型抗震结构的荷载
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的破坏过程也与柱 C-S
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拉索频率阶数也低于
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A m plitude (m m ) 6000 5000 4000 3
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产工艺进行探索性研
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Girders with Externally Prestressed
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concrete columns were documented by
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fatigue life of steel columns. Xiao
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Figure 11 Relationships between res
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20. Xiao, Y. and Wu, H. (2000). “
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phenomenon, however, cannot be cons
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ase rock; H j ( iω) , H k ( iω) a
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For the coherency loss function bet
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Numerical Results The earthquake-in
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REFERENCES Bi, K., Hao, H. and Ren,
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Figure 3 Idealised bonded joint mod
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A = 0 1 (6a) B1 = −δ f (6b) f si
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Table 1 Test and predicted flexural
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COMPARISON OF FLEXURAL DEBONDING MO
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Figure 2 Location of smart aggregat
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Figure 5 Experimental setup Figure
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Figure 15 Impact location on FRP wr
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REFERENCES Bhalla, S. and Soh, C.K.
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The RVE, occupying a geometrical do
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[ ut ] is the tangential vector if
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extended to the resolution of the n
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469.1m,f m =55%,f I =45% -50 Σ 3 -
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頭混凝土護蓋敲除 ,
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發生夾片咬合失敗 ,
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會因設計長度不足 ,
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面之反推分析可知 ,
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因此連擋土牆本身之
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⎛τ ⎞ av ⎛amax ⎞⎛σ ⎞ v
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地液化与否初步判别
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等 (2000) [15] 在试验中都
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五、结论剪切波速法
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钢混凝土相当于将型
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A g — 混凝土毛截面面
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5.1. 大连市体育馆钢
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土梁中设立直线预应
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混凝土板外侧 , 受力
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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
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(c) 波形钢腹板工字型
Page 261 and 262:
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Page 265 and 266:
manner for statistical analysis, (i
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3.3.1 Software System for Instrumen
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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
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displacement influence lines and st
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efers to data processing and storag
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Hong Kong Institution of Engineers.
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Monitoring Category Bridge Features
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9 Combination of Above Divided Sect
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Back to Routine Monitoring Not Exce
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Tsing Yi Stonecutters Figure 5 Layo
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Continuous Data Acquisition GPS Tim
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Y(+ve) Y T Temperature Distribution
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Type of Input Data Type of Data Pro
Page 295 and 296:
Page 297 and 298:
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Page 301 and 302:
Tsing Yi Stonecutters Stonecutters
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青衣 Tsing Yi 昂船洲 Stonec
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Accelerometer Fixing of Portable Ac
Page 307 and 308:
Tsing Yi Stonecutters Bridge Stonec
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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
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450 35 400 30 350 300 25 ( 1.0E- 6)
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Structural Engineering and Mechanic
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Page 323 and 324:
provided in DBELA, a base rotation
Page 325 and 326:
ξ ( μ − ) 3 eq −ξ0 = C + D 1
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equivalent displacements exceed the
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Displacement (cm) 70 60 50 40 30 20
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it give rather reasonable results,
Page 333 and 334:
RANDOM FIELD AND SPATIAL AVERAGING
Page 335 and 336:
satisfactorily when SOF is large bu
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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
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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
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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
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的值比公式 (1) 的值小
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[1] 究等方面都有了新
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(3) 根据对隧道典型断
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水平收敛位移 (mm) 12.00
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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
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load-deflection curve at the pile h
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在此选取 Kondner [10] 及 Go
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及附加内力的简单方
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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
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Page 431 and 432:
Figure 2 is a photograph of the int
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SHAKING TABLE TEST PROGRAM System i
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Force (N) 600 500 400 300 200 100 N
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Figure 9 Comparison of SAF-TMD and
Page 439 and 440:
Page 441 and 442:
鋼線 , 近期更發展為
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三、吊橋基本資料表
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底端固定型式 □ 夾具
Page 447 and 448:
4.2.3 吊橋扭轉行為之
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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
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egarded as a serviceability limit s
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observed that the measured values c
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_ Cumulative Frequency of Samples (
Page 465 and 466:
三个项目基本概况对
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风作用下基底总 X 向 7
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主要技术指标对比表
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六、上部结构材料用
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m 2 , 三个项目采用混
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STADIUM ROOF BRIEF Jaber Al-Ahmad I
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a) 1st modal shape Figure.7 Modal s
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1) 所需的机具设备少
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6.1. 挠度选取典型加
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七、结论通过上述研
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where c = cope length,D = beam dept
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A post-ultimate stiffness of 200 MP
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Table 3 Summary of the variables of
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Effects of Web Slenderness (d/t w )
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REFERENCES ABAQUS/Standard User’s
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规程 [7]。文献 [2]、[3]
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为探究球节点壁厚对
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[4] 王星 , 董石麟 , 完海
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一、前言鋼纜為斜張
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圖 1 愛蘭矮塔斜張橋
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態頻率後 , 由圖 6 可清
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素連接 , 假設兩構件
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图 3 半片梁的有限元
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加固前的钢筋混凝土
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and a corresponding shear strain of
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对温度变化效应进行
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典型节点 : 在钢结构
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钢结构第一阶振型为
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(a) 上支座节点 (b) 下支
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上部屋面钢结构下部
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验算 4、6 号线重力荷
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采用 SAP2000, 对各种截
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Page 539 and 540:
高屏溪引橋共包含五
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表 3 由高屏溪斜張橋
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圖 7 垂直撓曲第一振
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表 7 在 P2 橋墩不同沖
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