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图 23 150m×150m 周边简支承预应力组合扭网壳平面图图 24(a) Ⅰ-Ⅰ 剖面图图 24(b) Ⅱ-Ⅱ 剖面图图 24(c) Ⅲ-Ⅲ 剖面图 10606 18562 68943 18562 18562 68943 18562 10606 212132 图 24(d) 对角线 A-A 剖面图 -88-
图 25 三层网格十字形布置的预应力组合扭网壳屋盖的轴测图 3.2.2. 周边简支承非预应力十字形三层与双层组合扭网壳结构设计常规组合扭网壳设置预应力钢索部位为钢管 , 经分析该处系杆为 Ф1420×30(518kg/m), 四根系杆总重量 217T, 整个屋盖用钢量 109kg/m 2 , 其 g/P=0.35, 其经济指标仍满足要求 , 但如此巨大的系杆直径 , 已使其构造很难达到设计要求 , 设计中不予选用此方案。 3.3. 150m×150m 周边简支承十字形三层与双层预应力组合扭网壳结构分析 3.3.1. 结构成型态静力分析 1) 结构成型态位移 : 钢索调直张紧后 , 首先不建立预应力 , 结构自重产生的竖向位移 f z =-148.2mm,z 向位移比 1/1012, 当采用 800Ф7mm 钢丝束 (Ф=200mm), 钢索安全系数 K=2.5, 张拉钢索建立预应力后 , 结构最大竖向位移 f z =101mm, 向上位移比为 1/1485, 成型态使结构自重产生的竖向位移减小为 -47.2mm, 实际位移比为 1/3177。预应力作用下结构刚度显著地提高 , 图 26a 为结构在自重作用下 z 向位移图 , 图 26b 结构成型态 ( 含自重 ) 下 z 向位移云图。图 26a 结构自重作用下 z 向位移图 26b 结构成型态作用下 z 向位移图 2) 结构成型态内力简述 : 成型态承载力极限状态的工况组合分两项 : 第一项为 :1.1×(1.2 结构自重 +1.0 预应力 ); 第二项为 :1.1×(1.35 结构自重 +1.0 预应力 ), 两项均采用非线性计算。它们与非预应力计算结果对比分析 , 由于预应力作用 , 结构杆系有大量杆件内力减少 , 即 “ 减力杆 ”, 而在钢索支座附近出现压力增大 , 即 “ 增力杆 ”。图 27a 为自重作用下 ( 非预应力 ) 上弦层弦杆压力 , 图 27b 为成型态 ( 自重加预应力 ) 上弦层弦杆压力 , 从图 27 可知 , 成型态时上弦层中各杆压力均不同程度的减小。 -89-
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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
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 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 100 and 101: 5250 5000 i= 0.07 1 i= 0.07 5000 16
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 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
Page 151 and 152: 生退化。拉伸强度相
Page 153 and 154: 图 16 两种纤维混杂增
Page 155 and 156: 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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