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Locations of Static Strain Gauges Considered East Tower Pre-camber Direction of Stonecutters Tower under construction Main Span Side B Stonecutters Tower Stonecutters Side A Main Span Side (West) Stonecutters Side (East) Figure 46 Arrangement of Static Strain Gauges for Permanent Loads Monitoring in Stonecutters Tower Measurement and Predict Strains at Stonecutter Tower-Bases C om pressive S train in M icro-S trains (at 20 degrree C) 800 700 600 500 400 300 200 100 0 Location A (MS) Location B (MS) Location A (AS) Location B (AS) Completion of Tower (13 Mar 2008) 0 10 20 30 40 50 60 70 Closure of Bridge Deck (19 Mar 2009) Number of Months after Concreting Openning of Bridge to Public Traffic (20 Dec 2009) Note: MS = Measured Strain AS = Analyzed Strain Figure 47 Concrete Strain Histories at Locations A and B (as shown in Figure 46 above) at Stonecutters Tower Base -288-
Structural Health Data Management System Data Sources DPSC-1 Server DPCS-2 Server PDAS-1 Extract Extract Extract Data Warehouse Operational Data Store Load Data Operation • Data Storage •Relational •Fast Retrieval Databases 1. Database for Raw Data 2. Database for Processed & Analyzed Data • Data Processing PDAS-2 •Cleansing 3. Database for •Reconciling Extract Monitoring •Deriving Reports •Matching •Standardizing PIMS-1 Extract •Transforming 4. Database for •Conforming System •Exporting Maintenance Records PIMS-2 Extract Feed & Load Feed & Load User Access Tools •Reporting & Query Tools •OLAP Tools •Data Mining Tools Feed & Load Users • SHES-Workstations • SHES-Console • DPCS-Consoles Figure 48 Operation Flow Diagram of SHDMS (Structural Health Data Management System) -289-
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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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-68-
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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
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为了深入了解槽型钢
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笔者针对已有结合部
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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
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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
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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
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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
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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
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Page 339 and 340: then rinsed three times with deioni
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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
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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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