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Figure 1 A layer of Tsing Shan Formation conglomerate shown in the 1:20,000 scale geological map (GCO 1988) Figure 2 The Tsing Shan Formation was deleted in the 1:100,000 scale geological map (GEO 2000) Figure 3 In “Engineering geological practice in Hong Hong Kong” (GEO 2007 p.35) the vent breccia is misinterpreted as conglomerate Figure 4 A series of volcanic plugs is shown in the Tsing Shan - Por Lo Shan area (Lai 2005, 2009) -329-
Figure 5 The geological map of 2000 applied obsoleted data resulting in the difference from the map of 1994 Figure 6 Volcanic plug of Ship Rock, New Mexico, .S. A Figure 7 Volcanic plug of Ship Rock is composed of vent breccia and lava Figure 8 Vent breccia and lava occur in the Tianchi Crater, Changbaishan, Jilin Province, China Figure 9 Volcanic plug of Tsing Shan Monastery Figure 10 The vent breccia intruded the crystal tuff Tsing Shan Monastery the area, the temple is situated in a 120m long and 50m wide rain drop shaped plug. It is composed of andesine lava and vent breccia/tuff breccia. The main minerals are plagioclase and hornblende with minor biotite, augite, quartz and sphene as well as secondary minerals of epidote, chlorite and sericite. Most rocks are aphanitic texture, occasionally the prism -330-
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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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-66-
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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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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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Page 299 and 300: Type of Input Data Type of Data Pro
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
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Page 319 and 320: Structural Engineering and Mechanic
Page 321 and 322: The 5th Cross-strait Conference on
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
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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
Page 349: the author has quoted the outdated
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. (
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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 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 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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Page 399 and 400: (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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