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5250 5000 i= 0.07 1 i= 0.07 5000 16000 6250 αix 1 1-1 αix 11500 4500 37500 75000 37500 150000 图 7 沿 x 方向变截面空间管桁架简图图 8 沿 y 方向等截面空间管桁架简图 2.2.2. 下撑式部分预应力正交空间管桁架钢网格结构主要构造 1) 上弦及下弦节点构造 : 此处不能沿袭常规的拟梁式节点构造 , 其原因有两方面。其一、150m 长度范围内力大小变化很大 , 上下弦杆直径大小必然有改变 , 否则用钢量增大显著 ; 其二、节点交汇的杆件增多 , 与之正交管桁架弦杆与腹杆亦在该节点交汇 , 如图 9a, b 为上弦节点构造 , 图 9c, d 为下弦节点构造。弯管 D2 D 大锥头 1 D1 D 小锥头 2 D2 D1 (a) (b) D 2 D 1 (c) 图 9 a, b, c, d 上、下弦节点构造简图 (d) -82-
图 10 a, b 钢索转向支撑架构造简图 “ 下撑式四角锥钢索结构支撑架 ” 是设置在 x,y 两榀空间管桁架两下弦交汇节点 ( 空心球节点 ) 沿 x,y 向各两根折线钢索在此处转向 , 设 x,y 向钢索预拉力分别为 P ax , P ay 两个方向折线钢索转向夹角为 α x , α y , 此处四根折线钢索作用在下弦节点向上的作用力为 ∑P b =2(P ax sinα x +P ay sinα y ), 图 10a, b 为下撑式转向支撑架构造简图。 2.3. 150m×150m 预应力正交空间管桁架钢网格结构屋盖设计简介 2.3.1. 150m×150m 非预应力正交空间管桁架钢网格结构设计简述在图 6 所示网格结构布置图中 , 去掉井字形折线钢索 , 即图 7、图 8 下弦下部取消 , 形成非预应力正交空间管桁架网格结构 , 屋盖结构外轮廓形成图 11 所示柱面型 , 屋盖中央高度好 h 1 =11500mm(l/13), 支座处高度 h 2 =6250mm, 两者相差 5250, 即原短柱高度 , 屋盖按常规保温屋面作法 , 考虑 “ 正常使用极限状态工况组合 ”, 正常使用极限状态的抗震工况组合及 “ 承载力极限状态工况组合 ”、“ 承载力极限状态抗震工况组合 ”, 进行了静力与动力的线性与非线性分析 , 其最大弹性位移 (z) f=473.3, f/l=1/317
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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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Page 50 and 51: 刚塑性平面应变极限
Page 52 and 53: 采用数值极限分析法
Page 54 and 55: 为了推测浅埋隧洞破
Page 56 and 57: 鹤梁岩壁面上至今已
Page 58 and 59: 图 6 黄庭坚题铭 “ 元
Page 60 and 61: 图 16 巫山神女图 17 长
Page 62 and 63: 五、历年来研究过的
Page 64 and 65: 在会议结束前给我半
Page 66 and 67: 图 31 院士建议文件的
Page 68 and 69: 科所、重庆交通学院
Page 70 and 71: 图 37 白鹤梁题刻中段
Page 72 and 73: 图 46 上下游水平交通
Page 74 and 75: 图 59 参观廊道安装在
Page 76 and 77: 9.6. 白鹤梁水下博物
Page 78 and 79: (5) “ 无压容器 ” 水下
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Page 82 and 83: -64-
Page 84 and 85: -66-
Page 86 and 87: -68-
Page 88 and 89: The 5th Cross-strait Conference on
Page 90 and 91: (a) 模型 I (b) 模型 II (c)
Page 92 and 93: (a) 水平接缝处螺钉松
Page 94 and 95: 表 5 模型 I 在 9 度罕遇
Page 98 and 99: 1.2. 大型钢结构设计
Page 102 and 103: A Pb Pa Pb A Pb Pa Pb Pa Pa ax Pb P
Page 104 and 105: (a) 预应力索布置 (b) 1/6
Page 106 and 107: 图 23 150m×150m 周边简支
Page 108 and 109: 图 27(a) 自重作用下结
Page 110: 四、结语 150m×150m 空间
Page 115 and 116: 通过上述技术创新平
Page 119 and 120: * θt r1cosθ r2cosθ2 = = (9) * 1
Page 121 and 122: 圖 10 水平軌枕方向之
Page 123 and 124: 圖 19 水平軌枕方向之
Page 125 and 126: 向量 r r &r r 的變化率
Page 127 and 128: Experimental Program More than 60 l
Page 129 and 130: failure mode specimens, applying CF
Page 131 and 132: columns were reinforced with three
Page 133 and 134: e formed at the column base and the
Page 135 and 136: Acceleration (g) 1 0.5 0 -0.5 Simul
Page 139 and 140: Table 2 Mix Proportion of the PDCC
Page 141 and 142: observed between the formwork and c
Page 143 and 144: In the above example, the GFRP with
Page 145 and 146: 构的加固修复 , 二是
Page 147 and 148: FRP 网格 FRP 筋和索 FRP 布
Page 149 and 150: (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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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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