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Figure 23 Tuff breccia and lava vein forming a volcanic plug in North Por Lo Shan Figure 24 Sketch showing volcanic plug and stratovolcanic deposits Figure 25 Stratovolcanic deposits at Ling To Monastery Figure 26 Sketch of the stratovolcanic deposit of Ling To Monastery Figure 27 Chemical composition of volcanic rocks in the Tuen Mun Formation -335-
ACKNOWLEDGEMENT The author would offer sincere thanks to Profs. K Y Tao K Y & G F Xing of Nanjing Institute of Geology & Mineral Resources and Prof. P. Robinson of Dalhousie University, Canada who have assisted to conduct field survey and thin section studies. Special thanks would also be given to L M Lee, B Y Wang, and J.Chan of Hong Kong University who have helped to prepare thin sections and chemical analyses. and also thanks to R J Sewell for providing chemical analysis data. The author would also appreciate the assistance provided by Dr R Wong of Hong Kong Polytechnic University, Mr Chung of Hong Kong University to conduct geomechanicws tests to rock samples and J. Cunningham for her valuable opinion. REFERENCES Allen, P.M., and Stephens, E.A. (1971). Report on the geological survey of Hong Kong, Government Printer, 107p. Arthurton, R.S., Lai, K.W., and Shaw, R. (1988). Solid and superficial geology map of Tsing Shan (Castle Peak), Map HGM20 Sheet 5. 1:20,000, Geotechnical Control Office, Hong Kong Government. Chan, S.H.M., and Kwong, A.K.L. (2009). “Enhanced and systematic classification system for rock types in Tuen Mun and Tin Shui Wai Area, Hong Kong”, Proceedings of ISRM-sponsored International Symposium on Rock Mechanics, Rock Characterization, Modeling and Engineering Design Methods. Chan, J. Lai, K.W., and Chan L.S. (2005). “Origin of a chain of clast-bearing cone-shaped rocks within the Tuen Mun andesite in Tsing Shan, Tuen Mun, Hong Kong.”, Abstracts of the Conference on Recent Advance sin Geologically Research of Hong Kong and the Pearl River Mouth Region, edited by Switzer, A.D. and Duzgoren-Aydin, N.S. Hong Kong University. 21-22. Darigo, N.J. (1988). Deep Bay: Solid Geology, HGP 5B, Sheet 2-SW-C. 1:5,000 Geotechnical Control Office, Civil Engineering Services Department. Darigo, N.J. (1990). “Marble-bearing Jurassic volcanics of the western New Territories, Hong Kong”, Karst geology in Hong Kong Geological Society of Hong Kong Bulletin, edited by Langford R. D., Hansen, A., and Shaw, R., No.4, 61-72. Fletcher, C. J. N. (2004). Geology of Site Investigation boreholes from Hong Kong, Double Helix. Hong Kong. 132 p. Frost, D.V. (1988). Shan Pui: Solid Geology, HGP5B, Sheet 2-SW-D. 1:5,000 Geotechnical Control Office, Civil Engineering Services Department. Frost, D.V. (1990). “Geological structure and stratigraphy of the Yuen Long area, Hong Kong”, Karst geology in Hong Kong Geological Society of Hong Kong Bulletin, edited by Langford R. D., Hansen, A., and Shaw, R., No.4, 49-60. Geotechnical Control Office (1989a). Solid and Superficial Geological Map of San Tin, 1:20,000 Map HGM20, Sheet 2. Geotechnical Control Office (1989b). Tin Shui Wai: Solid Geology, HGP 5B, Sheet 6-NW-A 1:5,000, Civil Engineering Services Department. Geotechnical Control Office (1990). Foundation Properties of Marble and Other Rocks in the Yuen Long–Tuen Mun Area, GCO Publication No.2/90, Civil Engineering Department, Hong Kong, 117p. Geotechnical Engineering Office (1994). Solid Geological Map of San Tin, Sheet 2, Hong Kong Geological Survey, 1:20,000, Series HGM20S, Civil Engineering Department. Hong Kong Government. Geotechnical Engineering Office (2000). Geological Map of Hong Kong, 1:100,000 Series HGM20S, Compiled by Kirk, P.A. Sewell, R.J. Campbell, C.D.G. Fletcher, C.J.N. Lai, K.W. and Li, X.C., Hong Kong Geological Survey, Civil Engineering Department, Hong Kong SAR Government. Geotechnical Engineering Office (2007). Engineering Geological Practice in Hong Kong, GEO Publication No.1/2007, Civil Engineering and Development Department, Hong Kong SAR Government, 278p. Geotechnical Engineering Office (2008). Hong Kong Geology Guide Book, Geotechnical Engineering Office, Civil Engineering Department, Hong Kong.173p. Lai, K.W. Chan, H.H.K. Choy, C.S.M., and Tsang, A L.Y. (2004). “The characteristics of marble clast-bearing volcanic rock and its influence on foundation in Hong Kong.”, Proceedings of Conference on foundation Practice in Hong Kong, E1-E10. Langford, R.L. Lai, K.W. Arthurton, R.S., and Shaw, R. (1989). Geology of the Western New Territories, Hong Kong Geological Survey Memoir No.3, 140 Geotechnical Control Office, Civil Engineering Services Department, Government Printer, 140p. . Li, Q.W. (2010). “Discovery of palaeovolcanic plug group of the Middle Jurassic age in Hong Kong and its significance”, Proceedings on the Geosciences and Engineering of Guangdong, Hong Kong and Shenzhen, Shenzhen Geological Society, 288p. (in Chinese) Sewell, R.J., Campbell, S.D.G. Fletcher, C.J.N. Lai, K.W., and Kirk, P.A. (2000). The Pre-Quaternary Geology of Hong Kong, Geotechnical Engineering Office, Civil Engineering Department, 181p. -336-
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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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-62-
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-64-
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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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Tsing Yi Stonecutters Stonecutters
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青衣 Tsing Yi 昂船洲 Stonec
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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
Page 317 and 318: 450 35 400 30 350 300 25 ( 1.0E- 6)
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
Page 331 and 332: it give rather reasonable results,
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
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: Due to the misidentification of roc
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
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
Page 395 and 396: 的值比公式 (1) 的值小
Page 397 and 398: [1] 究等方面都有了新
Page 399 and 400: (3) 根据对隧道典型断
Page 401 and 402: 水平收敛位移 (mm) 12.00
Page 405 and 406: 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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