processing and analysis of bridge data and information for: (i) monitoring the structural performance of the bridge and its environment under the serviceability limit state, and (ii) provision of alarms when the monitoring criteria in certain structural components or locations are exceeded. ACKNOWLEDGEMENT <strong>The</strong> author wishes to express his thanks to the Director of Highways for his permission to publish this article. Any opinions expressed or conclusions reached in the text are entirely those of the author. REFERENCES [1] Stern, M. and Geary, A. L., “Electrochemical Polarization – A <strong>The</strong>oretical Analysis of Shape of Polarization Curves”, Journal of the Electrochemical Society, Vol. 104, 1957, pp.56063. [2] Ferry-Borges, J and Castanheta, M., “Structural Safety”, LNEC, Lisbon, 1971. [3] Engineering Sciences Data Unit, “Characteristics of atmospheric turbulence near the ground – Part I : Definitions and General Information”, ESDU 74030, October 1976. [4] British Standard Institution, “BS5400 : Part 10 : 1980 – Code of practice for fatigue”, British Standard for steel, concrete and composite bridges. [5] Augusti, G., Baratta, A. and Casciati, F., “Probabilistic Methods in Structural Engineering”, Chapman and Hall Ltd., 1984. [6] British Standard Institution, “BS5400: Part 4 : 1990 – Code of practice for design of concrete bridges”, British Standard for steel, concrete and composite bridges. [7] Rubin, S., “Concepts in Shock Data Analysis”, Chapter 23 of Shock and Vibration Handbook, 4 th Edition, McGraw-Hill Co. Inc., 1996. [8] Highways Department, “Wind and Structural Health Monitoring system for Lantau Fixed Crossing and Ting Kau Bridge”, Consultancy Agreement No. CE 75/94, the Government of <strong>Hong</strong> <strong>Kong</strong>, 1997. [9] ASTM, C876-91, “Standard Test Method for Half-Cell Potential of Uncoated Reinforcing Steel in Concrete”, 1999 pages 446 to 451. [10] Chopra, A.K., “Dynamics of Structures – <strong>The</strong>ory and Applications to Earthquake Engineering”, 2 nd Edition, Prentice Hall Inc., 2001. [11] Engineering Sciences Data Unit, “Characteristics of atmospheric turbulence near the ground – Part II : Single point data for strong winds (neutral atmosphere)”, ESDU 85020, August 2001. [12] Engineering Sciences Data Unit, “Characteristics of atmospheric turbulence near the ground – Part III : Variations in space and time for strong winds (neutral atmosphere)”, ESDU 86010, August 2001. [13] Engineering Sciences Data Unit, “Strong winds in the atmospheric boundary layer – Part 1 : hourly-mean wind speeds”, ESDU 82026, March 2002. [14] Engineering Sciences Data Unit, “Strong winds in the atmospheric boundary layer – Part 2 : discrete gust speeds”, ESDU 83045, March 2002. [15] Highways Department, “Wind And Structural Health Monitoring System”, Section 33 of the Particular Specification for the Construction of Stonecutters Bridge, Highway Contract No. HY/2002/26, the Government of the <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, 2002. [16] Wong, K.Y., “Structural Identification of Tsing Ma Bridge”, Transactions of <strong>Hong</strong> <strong>Kong</strong> Institution of Engineers, Volume 10, Number 1, March 2003, pp. 38-47. [17] Highways Department, “Design Memorandum for Stonecutters Bridge Design and Construction Assignment”, under Agreement No. CE 61/2000 (between Highways Department and Ove Arup Partners <strong>Hong</strong> <strong>Kong</strong> Ltd), 7 th Issue, 16 June 2004. [18] Lyons, R., “Understanding Digital Signal Processing”, Prentice Hall, 2004. [19] MSC Software, “MSC.Nastran Reference Manual”, 2004. [20] Larsen, S. and Damsgaard, A., “Full Aeroelastic Model Tests for Stonecutters Bridge, <strong>Hong</strong> <strong>Kong</strong>”, A Report submitted to Highways Department – Major Works Project Management Office, 1 November 2005. [21] Wong, K.Y., “Modeling and Simulation of Cable-Supported Bridges by MSC/NASTRAN”, MSC Software Virtual Product Development Conference, organized by MSC Software corporation, 3-4 November 2005, Mountain Emei, Chengdu, China. [22] FIB (2006) : “Model Code for Service Life Design”, Model Code, Bulletin 34. [23] SAMCO, Final Report 2006, “F09 Report on Bridge Management”, SAMCO, March 2006. [24] Highways Department, “Structures Design Manual for Highways and Railways”, 3 rd Edition, the Government of <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, August 2006. [25] Wong, K.Y., “Highway Traffic Loads Monitoring in Stonecutters Bridge”, Proceedings of International Conference on Bridge Engineering, held in <strong>Hong</strong> <strong>Kong</strong>, during 1-3 November 2006, organized by -258-
<strong>Hong</strong> <strong>Kong</strong> Institution of Engineers. [26] Song, H.W. and Saraswathy, V., “Corrosion Monitoring of Reinforced Concrete Structures – A Review”, International Journal of Electrochemical Science, 2 (2007) 1-28. [27] Hansson, C.M., Poursaee, A. and Jaffer, S.J., “Corrosion of Reinforceing Bars in Concrete”, PCA R&D Serial No. 3013, Portland Cement Association, 2007. [28] Schwarz, B. and Richardson, M., “Using a De-Convolution Window for operating Modal Analysis”, paper presented at the Internal Operational Modal Analysis Conference (IOMAC), 30 April – 2 May, 2007. [29] Kumarasena S., Jones, N. P., Irwin, P. and Taylor, P., “Wind-Induced Vibration of Stay Cables”, Publication No. FHWA-HRT-05-083, Federal Highway Administration, US Department of Transportation, August 2007. [30] Markeset, G. and Myrdal R., “Modelling of Reinforcement Corrosion in Concrete – State of the Art”, COIN Project Report 7 – 2008. [31] Wong, K.Y., Chan, K.W.Y. and Chong, W.K., “Monitoring of Wind-Effects in Tsing Ma Bridge”, the Proceedings of 4 th International Conference on Advances in Wind and Structures (AWAS’08), in Jeju, Korea, 29-31 May 2008. [32] Highways Department, “Development of Structural Prognosis Tools for Evaluation of Stonecutters Bridge under In-Service Condition”, an assignment brief of research collaboration project for WASHMS development, the Government of the <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, March 2009. [33] Highways Department, “Development of Structural Health Rating System for Inspection and Maintenance of Stonecutters Bridge under In-Service Condition”, an assignment brief of research collaboration project for WASHMS development, the Government of the <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, March 2009. [34] Wong, K.Y. and Ni,Y.Q., “Structural Health Monitoring of Cable-Supported Bridges in <strong>Hong</strong> <strong>Kong</strong>”, Chapter 12 of the book: Structural Health Monitoring of Civil Infrastructure Systems, edited by V. Karbhari and F. Ansari, Woodhead Publishing, Cambridge, UK, 371-411, 2009. [35] Wong, K.Y., Yau, D.M.S. and Hui, M.C.H., “Structural Health Monitoring of Stonecutters Bridge under the Construction Stage”, Proceedings of the 5 th International Conference on Bridge Maintenance, Safety and Management, Philadelphia, Pennsylvania, USA, 11-15 July 2010. [36] Bridge & Structures Division, “Report of Stay Forces Measurements in Stonecutters Bridge basing on Frequency Method during 4-12 November 2009”, an internal report submitted to Major Work Project Management Office, Highways Department, the Government of the <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, 25 November 2009. [37] Bridges & Structures Division, “Report of Load Trials on Stonecutters Bridge during 7-11 December 2009”, an internal report submitted to Major Work Project Management Office, Highways Department, the Government of the <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, April 2011. [38] <strong>Hong</strong> <strong>Kong</strong> <strong>Polytechnic</strong> <strong>University</strong>, “3D Space Frame (Implicit) Finite Element Model (Final Issue)”, a report submitted to Major Work Project Management Office, Highways Department, the Government of the <strong>Hong</strong> <strong>Kong</strong> Special Administrative Region, April 2011. -259-
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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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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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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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The 5th Cross-strait Conference on
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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
- Page 533 and 534:
验 算 4、6 号 线 重 力 荷
- Page 535 and 536:
采 用 SAP2000, 对 各 种 截
- Page 537 and 538:
The 5th Cross-strait Conference on
- Page 539 and 540:
高 屏 溪 引 橋 共 包 含 五
- Page 541 and 542:
表 3 由 高 屏 溪 斜 張 橋
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圖 7 垂 直 撓 曲 第 一 振
- Page 545 and 546:
表 7 在 P2 橋 墩 不 同 沖