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Type of Input Data Type of Data Processing Type of Data Classification Type of Data Analysis Type of Derived Parameters Type of Plots Brg Data Editing Bearing Data Classification Lateral Displacements Bearing Force, N Bearing Vertical Moment, M V Bearing Horizontal Moment, M H Time-Averaging Statistics Analysis Displacement & Effective Friction Coefficient Analysis Correlation Analysis with Typhoon Data Lateral Displacements Lateral Forces Transfer between Tower & Deck Effective Friction Coefficient Correlation of Wind Speeds vs Lateral Displacement & Lateral Force Time-Series Plots of All Raw & Processed Data Plots of Lateral Displacement vs Wind Speeds Plots of Lateral Force Transfer Vs Wind Speeds Output of Effective Friction Coefficient Buf Ane (U3D) Ane (U2D) Ane (P2D) TMU-1 TMU-2 TMU-6 Data Editing Buffer Data Classification Selection of Data at the same time period as Brg & Buf data considered Data Editing & Classification Pressures in Buffers Pressures in Accumulator Tank Piston- Positions in Buffers Temperatures Inside Buffers Air Temperature Steel Deck Temperature Deck & Tower Winds Time-Averaging Statistics Analysis Correlation Analysis with Temperatures Time-Averaging Statistics Analysis Buffer Forces in Main Span Buffers Buffer Forces in Back Span Buffers Pressure at Accumulator Tank Buffer Displacements in Main Span Temperatures inside Buffers Maximum, Mean, Minimum, Standard Deviation, etc. Time-Series Plots of All Raw & Processed Data Plots of Buffer Forces in Main & Side Spans Plots of Longitudinal Displace- -ments in Main & Side Spans Plot of Temperatures inside Buffers Plot of Buffer Displacements vs Steel Deck Temperatures Wind References at Deck-Levels & Tower-Tops Temperature References in Air and Steel Deck Figure 30 Flow Diagram of Customized Software Tools for Articulation Responses Monitoring Data Stored in Rolling Buffer Storage System controlled by SHDMS-Server Wind & Weather Data Temperature Data Seismic Data Corrosion Status Data Highway Traffics Data Ship Impacting Data Permanent Loads Data Global Static Features Data Global Dynamic Features Data Stay Forces Data Tendon Forces Data Displacements Data Stress/Force Distribution Data Fatigue Damage Data Articulation Responses Data Software System for Data Interfacing & Analysis Execution (operating in SHDMS-Server) Wind & Weather Monitoring Software Tools Temperature Monitoring Software Tools Seismic Monitoring Software Tools Corrosion Status Monitoring Software Tools Highway Traffics Monitoring Software Tools Ship Impacting Monitoring Software Tools Permanent Loads Monitoring Software Tools Global Static Features Monitoring Software Tools Global Dynamic Features Monitoring Software Tools Stay Forces Monitoring Software Tools Tendon Forces Monitoring Software Tools Displacements Monitoring Software Tools Stress/Force Distribution Monitoring Software Tools Fatigue Damage Monitoring Software Tools Articulation Responses Monitoring Software Tools Software System for Bridge Structural System in DPCS-Workstations Figure 31 Required types of data and tools for data interfacing and analysis execution -280-
Tsing Yi Stonecutters Stonecutters Bridge 4W 3W 2W 1W Rambler Channel North SCB Location Plan Ane (U3D)_AVS_SD(TP)_6 South Wind Speeds at POE=2.5% Wind Speeds at POE=5.0% Wind Speeds at POE=10% 315 Wind Speeds at POE=20% Wind Speeds at POE=40% 300 Wind Speeds at POE=60% Wind Speeds at POE=80% Bridge Alignment 285 West 270 330 345 North 0 15 30 45 60 75 2 4 6 8 10m/s Key Information Extracted: Wind Rose Diagram for 3- second gust wind Wind Duration for the whole Feb 2011 Mean wind speed: 2.93 m/s Prevailing wind direction: SSW Design wind speed: 50 m/s (hourly) 90 East Sensor Location : Deck Level Sensor Tag-Name : Ane(U3D)_AVS_SD(TP)_7 Time Reference of Time-Series Date: 2011-02-01~2011-02- Data Collected : 28 Time Started: 00:00:00 Time Ended: 23:59:59 Duration of Time-Series Wind 28 days Data Analyzed : Location of Time-Series Data Deck Segment No. 35 Collected : Sampling Rate : 50 Hz Number of Raw Data Points : 12,096,000 Type of Time Average : 3-second 255 105 Number of Averaged Data Points : Mean Wind Speed : 806,400 2.9289 m/s 240 120 Prevailing Wind Direction : SSW 225 135 210 195 180 South 165 150 POE=Probability of Exceedence Figure 32 Wind Rose Diagram from a Ane (U3D) in Southwest deck at mid main span Wind Power Spectrum and Integral Length Scale Key Information Extracted: Duration: 2010-10-21 08:00 to 10:00 Mean Wind Speed, U= 6.27 m/s (10-min.) Turbulence Intensity, y Iu= 20.1% Integral Length Scale, y Lu = 75.2 m Criteria for Checking Buffeting Response L Alarm = 300m f M =0.0047Hz f VK =0.0133Hz Figure 33 Wind Power Spectrum and corresponding Integral Length Scale determination (from a Ane(U3D) in Northwest deck at mid main span) -281-
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Proceedings of the 5th Cross-strait
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SCIENTIFIC COMMITTEE Chairman Jan-M
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ORGANIZING COMMITTEE Co-chairmen Yi
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设计大师金问鲁教授
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TABLE OF CONTENTS Scientific Commit
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J.T. Shi & L. Su Impact of Spatial
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Temperature Effect on Variation of
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Trace Analysis of Mechanical Respon
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Keynote Lectures
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图 1 海峡大桥三个路
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非主通航孔的跨径应
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The 5th Cross-strait Conference on
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图 3 空间结构按单元
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图 7 多面体空间框架
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图 14 内蒙古响沙湾沙
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5.3. MRF3 索穹顶 — 网壳
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图 29 杭州黄龙体育中
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(a) 鸟瞰图 (b) 计算模型
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As it is conventional, the displace
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⎡ n n ⎤ ⎢q 1 0( z− Li) q0(
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frequencies of interest and the tra
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Another phenomenon observed from Fi
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刚塑性平面应变极限
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采用数值极限分析法
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为了推测浅埋隧洞破
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鹤梁岩壁面上至今已
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图 6 黄庭坚题铭 “ 元
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图 16 巫山神女图 17 长
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五、历年来研究过的
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在会议结束前给我半
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图 31 院士建议文件的
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科所、重庆交通学院
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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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(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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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: The 5th Cross-strait Conference on
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
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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
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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
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Page 319 and 320: Structural Engineering and Mechanic
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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Page 329 and 330: Displacement (cm) 70 60 50 40 30 20
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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
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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
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Figure 5 The geological map of 2000
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Figure 11 Rock cores of vent brecci
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Due to the misidentification of roc
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ACKNOWLEDGEMENT The author would of
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Recently, as the development of fin
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( x ) ( x ) L m ( x ) ( x ) ( x ) L
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Step1: initializing the nonlinear o
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Table 1 The results of limit load m
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Khosravifard, A., Hematiyan, M.R. (
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阿坝州没有水库 , 凉
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汶川地震中属于溃坝
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缝宽约 2mm~5mm; 纵向断
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Problem with Seismic Hazard Analysi
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INADEQUACY OF TSUNAMI MITIGATION ST
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demonstrated that huge earthquake c
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三、粮库室内地面沉
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土层的物理力学参数
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笔者对 4# 粮库的沉降
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二国标中主动土压力
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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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THREE PROCEDURES FOR SCALING GROUND
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Peak displacement (m) 84, 50, 16 pe
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CONCLUSIONS Performance-based desig
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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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The dual is min * w, b, ξξ , s.t
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Table 1 The results of example 1 Re
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P P P P P P P P P P P P 4 5 4 A 2 4
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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
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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
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4.2.3 吊橋扭轉行為之
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由式 (11)~(13) 可求得闭
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3.2 脉动风压时程结构
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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 (
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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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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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