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[7] Durham, S. A., Heymsfield, E. and Schemmel, J. J. Structural evaluation of precast concrete channel beams in bridge superstructures. Transportation Research Record, 2003: 79-87. [8] 称文艳 , 顾民杰 . 轨道交通双线槽型梁的研究 . 地铁与轻轨 , 2003(2): 15-19. [9] 聂建国 , 吴丽丽 , 樊健生 , 吕坚锋 . 槽形钢 - 混凝土组合梁及其应用前景初探 . 土木工程学报 , 2008, 41(11): 78-85. [10] 聂建国 . 钢 - 混凝土组合结构原理与实例 , 北京 : 科学出版社 , 2009. [11] 吴丽丽 , 聂建国 . 四边简支钢 - 混凝土组合板的弹性局部剪切屈曲分析 . 工程力学 , 2010, 27(1): 52-57. [12] 聂建国 , 李法雄 . 钢 - 混凝土组合板的弹性弯曲与稳定性分析 . 工程力学 , 2009, 26(10): 59-66. [13] 聂建国 , 李法雄 . 钢 - 混凝土组合板单向受压稳定性分析 , 中国铁道科学 . 2009, (6): 27-32. [14] 邬晓光 , 邵新鹏 , 万振江 . 刚架桥 , 北京 : 人民交通出版社 , 2000. [15] 王武勤 . 大跨度桥梁施工技术 , 北京 : 人民交通出版社 , 2000. [16] 刘玉擎 . 组合结构桥梁 , 北京 : 人民交通出版社 , 2005. -240-
The 5th Cross-strait Conference on Structural and Geotechnical Engineering (SGE-5) Hong Kong, China, 13-15 July 2011 RATE DEPENDENCE OF ULTRA HIGH TOUGHNESS CEMENTITIOUS COMPOSITE IN TENSION S. L. Xu and H. D. Li Institute of Advanced Engineering Structures and Materials, Zhejiang University, Mainland, China. ABSTRACT This paper examines the effect of strain rates on the tensile properties of ultra high toughness cementitious composite (UHTCC) under direct tension tests with the rates varying in the range of 4×10 -6 s -1 ~ 1×10 -1 s -1 . The experimental results showed that UHTCC possesses significant strain hardening and excellent multiple cracking properties under both static and seismic loading rates. It showed that the ultimate tensile strain lies in the range of 3.7%~4.1% and is almost immune to the change of strain rates; the ultimate tensile strength and energy absorption capability tends to continuously increase when the rate exceeds 1×10 -4 s -1 ; energy absorption capability of UHTCC is about 1000~3000 times that of concrete under seismic loading rate; the average ultimate crack widths were all well controlled below 0.1mm under all strain rates. These results revealed that UHTCC is an ideal construction material for earthquake resistant applications. Several fitting formulas on the relations between different mechanical properties and strain rates were given according to the experimental results. KEYWORDS Ultra high toughness cementitious composite, strain rate, direct tension, strain hardening, multiple cracking. -241-
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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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(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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Page 209 and 210: The RVE, occupying a geometrical do
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Page 217 and 218: The 5th Cross-strait Conference on
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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
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Page 231 and 232: 地液化与否初步判别
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Page 235 and 236: 五、结论剪切波速法
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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
Page 251 and 252: 试验采用跨中两点对
Page 253 and 254: 为了深入了解槽型钢
Page 255 and 256: 笔者针对已有结合部
Page 257 and 258: 面 , 浇注的混凝土和
Page 259: (c) 波形钢腹板工字型
Page 265 and 266: manner for statistical analysis, (i
Page 267 and 268: 3.3.1 Software System for Instrumen
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Page 281 and 282: Monitoring Category Bridge Features
Page 283 and 284: 9 Combination of Above Divided Sect
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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
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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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