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Smart aggregate (sensor) Smart aggregate (sensor) Smart aggregate (actuator) Impact hammer (a) (b Figure 4 (a) Diagram of active-sensing system, (b) Diagram of impact response-based health monitoring system The energy deviation of the j th sensor at the k th test is defined as: (1) The maximum energy deviation value for the j th sensor for all tests is defined as: Max (j) = , (k=1, 2, …, m ) (2) An element in a damage index matrix is the normalized energy deviation, which is defined as: (3) where k is the test number, j is the sensor number and m is the total number of tests. Based on experimental data, a three-dimensional damage index matrix plot can be constructed to reveal the damage evolution. For a complex structure, it may be confusing and time-consuming to obtain a comprehensive overall health monitoirng result based on multiple sensors. In this paper, a weighted damage index is developed to provide a comprehensive quantitative result based on multiple sensors. The weighted damage index is defined as: (4) where w(j) is weight for a damage index value, n is the total number of sensor data sets used, is the distance from actuator to sensor, k is the test number, and j is the sensor number. As shown in equation (4), the weight value w(j) is proportional to the reciprocal of a distance between a sensor- actuator pair, which means that the smaller the distance between an actuator- sensor pair, the greater the weight value . TEST PROCEDURE The tested RC column was subjected to reversed-cyclic loading using the experimental setup shown in Figure 5. An axial load equal to 10% of the column’s axial capacity was applied using the jack shown in Figure 5. A reversed cyclic loading protocol, described in Figure 6, was then applied on the concrete column to load the structure until failure. The failed column can be observed in Figure 7. During the loading procedure, the proposed piezoceramic-based smart aggregates were used as transducers to perform health monitoring to evaluate the health status of the RC column. After the failure of the column, all the cracked concrete pieces were removed from the structure, and it was repaired by replacing grouts in spalling locations. Subsequently, the column was wrapped with FRP sheets as show in Figure 8. Based on material tests, the FRP sheets used in this study can be specified with a modulus of elasticity equal to 15,000 ksi and an ultimate strength equal to 13.2 ksi. The FRP fabric thickness was 0.011 in. The column was retested under reversed-cyclic loading, as seen in Figure 9. In Figures 10 and 11, rupture of FRP in the repaired column at failure can be observed. The load versus displacement curves for both tests are shown in Figure 12. It can be seen from Figure 12 that the FRP effectively confined the concrete. The strengthening provided by the FRP proved to be successful in recovering the strength loss of the damaged column, although a reduction in stiffness was observed. During the loading procedure, the piezoceramic-based smart aggregates were used as transducers to perform health monitoring in order to evaluate the damage status of the column. -180-
Figure 5 Experimental setup Figure 6 Loading protocol for column Figure 7 Column damage Figure 8 Column repaired with FRP Figure 9 Loading protocol for FRP-wrapped column Figure 10 FRP rupture Figure 11 Close up of FRP rupture -181-
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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
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: The 5th Cross-strait Conference on
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 199: Figure 2 Location of smart aggregat
Page 203 and 204: Figure 15 Impact location on FRP wr
Page 205 and 206: REFERENCES Bhalla, S. and Soh, C.K.
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 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 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 249 and 250: 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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面 , 浇注的混凝土和
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(c) 波形钢腹板工字型
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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
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e carried out once per maintenance
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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
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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
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Tsing Yi Stonecutters Bridge Stonec
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Structural Health Data Management S
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a mean recurrence interval with ext
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The present study is concerned with
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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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provided in DBELA, a base rotation
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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,
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RANDOM FIELD AND SPATIAL AVERAGING
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satisfactorily when SOF is large bu
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those of the average shear strength
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then rinsed three times with deioni
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The Freundlich model can be express
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Ministry of Education for their fin
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United States.) The available site
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ACKNOWLEDGMENTS Financial support f
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the author has quoted the outdated
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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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