STUDY ON AXIAL COMPRESSION STABILITY BEHAVIOR OF STEEL TUBULAR MEMBER WITH SEMI-RIGID CONNECTIONS IN TRANSMISSION TOWERS
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摘要:
为了研究输电塔半刚性连接钢管构件的轴压稳定性能，对60根钢管试件进行了轴压试验，分析了其失稳破坏模式和稳定承载力，并与现行设计规范计算的承载力进行了对比；建立了半刚性连接钢管构件的有限元模型，经与试验结果对比验证后开展了参数分析，研究了初始转动刚度、径厚比、材料强度以及初始缺陷对半刚性连接钢管构件的稳定系数-长细比曲线的影响；基于有限元分析的结果提出了半刚性连接钢管构件的轴压稳定计算公式。研究结果表明：半刚性连接构件的试验稳定承载力均大于铰接构件的试验稳定承载力，在所有试验工况中两者的相对差距最小为5.6%；中国和美国现行设计规范计算得到的钢管构件稳定承载力总体偏保守，分别约为试验结果的0.78倍和0.89倍；影响半刚性连接钢管构件稳定承载力的主要因素为长细比、初始转动刚度以及边界条件；提出的半刚性连接钢管构件轴压稳定计算公式能准确地预测其稳定系数并具有良好的适用性，可为实际工程提供参考。
Abstract:To study the axial compression stability behavior of steel tubular members with semi-rigid connections in transmission towers, the axial compression test of 60 steel tubular members was firstly conducted, in which the failure mode was analyzed and the stability bearing capacity was compared with calculated results of existing design codes. The finite element (FE) model of steel tubular members with semi-rigid connections was established. After the validation with experimental results, the parametric analysis was carried out, and the investigated are the effect of initial rotational stiffness, diameter-thickness ratio, yield strength and initial imperfection on the stability coefficient-slenderness ratio curve. One stability design formula for steel tubular members with semi-rigid connections was proposed upon FE analysis results. The results show that: the experimental stability bearing capacity of steel tubular members with semi-rigid connections is larger than that with pinned connections, in which the minimum relative error is 5.6% in all experiment cases. The stability bearing capacity calculated by Chinese and American existing design codes exhibits overall conservatism, in which the calculated results are respectively 0.78 and 0.89 times of experimental results. The main factors which affect the stability bearing capacity of steel tubular members with semi-rigid connections are the slenderness ratio, initial rotational stiffness and, boundary condition. The formula proposed could accurately predict the stability coefficient with good applicability, which can provide a reference for actual associated engineering.
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10 有限元分析荷载-侧向位移曲线与试验结果对比
10. Comparison of load-lateral displacement curves between FE analysis and test results
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图 11 有限元分析破坏模式与试验结果对比
Figure 11. Comparison of failure modes between FE analysis and test results
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图 14 半刚性连接对稳定系数的影响
Figure 14. Effect of semi-rigid connections on stability coefficient
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图 15 径厚比对稳定系数的影响
Figure 15. Effect of diameter-thickness ratio on stability coefficient
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图 16 钢材屈服强度对稳定系数的影响
Figure 16. Effect of steel yield strength on stability coefficient
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图 18 拟合公式与有限元分析和设计规范结果对比
Figure 18. Comparison of calculated results on fitting formula with FE analysis and design codes
表 1 试件主要参数
Table 1 Main parameters of test specimens
组号 试件编号 截面尺寸/mm 长度/mm 长细比 边界条件 转动刚度/(kN·m·rad−1) 1 DK0λ80 
3848 80 两端铰接 0 2 DK0λ100 4810 100 两端铰接 0 3 DK0λ120 5772 120 两端铰接 0 4 DK0λ140 6091 140 两端铰接 0 5 SK50λ80 3848 80 一端铰接一端半刚性连接 50 6 SK50λ100 4810 100 一端铰接一端半刚性连接 50 7 SK50λ120 5772 120 一端铰接一端半刚性连接 50 8 SK50λ140 6091 140 一端铰接一端半刚性连接 50 9 DK50λ80 3848 80 两端半刚性连接 50 10 DK50λ100 4810 100 两端半刚性连接 50 11 DK50λ120 5772 120 两端半刚性连接 50 12 DK50λ140 6091 140 两端半刚性连接 50 13 SK75λ80 3848 80 一端铰接一端半刚性连接 75 14 SK75λ100 4810 100 一端铰接一端半刚性连接 75 15 DK75λ80 3848 80 两端半刚性连接 75 16 DK75λ100 4810 100 两端半刚性连接 75 17 SK100λ80 3848 80 一端铰接一端半刚性连接 100 18 SK100λ100 4810 100 一端铰接一端半刚性连接 100 19 DK100λ80 3848 80 两端半刚性连接 100 20 DK100λ100 4810 100 两端半刚性连接 100 
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表 2 钢材材料性能
Table 2 Mechanical properties of steel
长细比 屈服强度fy/MPa 极限强度fu/MPa 弹性模量E/GPa 伸长率δ/(%) 80 383 496 212 25.57 100 372 483 204 22.34 120 364 540 199 26.19 140 369 504 203 24.84
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表 3 钢管构件的稳定承载力
Table 3 Stability bearing capacity of steel tubular members
/kN 试件编号 试验值FT 试验均值
FTA中标计算值
FD美标计算值
FA有限元模型
计算值FEFD/FTA FA/FTA FE/FTA -1 -2 -3 DK0λ80 467.2 473.3 472.3 470.9 414.0 462.9 475.0 0.88 0.98 1.01 DK0λ100 307.6 311.8 313.7 311.0 288.9 342.1 319.0 0.93 1.10 1.03 DK0λ120 224.9 227.0 229.9 227.3 206.1 233.1 233.1 0.91 1.03 1.03 DK0λ140 156.2 162.8 168.2 162.4 143.4 158.0 160.8 0.88 0.97 0.99 SK50λ80 512.5 512.6 496.3 507.1 414.0 462.9 499.6 0.82 0.91 0.99 SK50λ100 373.9 367.1 363.1 368.0 288.9 342.1 355.6 0.79 0.93 0.97 SK50λ120 254.9 252.4 245.6 251.0 206.1 233.1 247.5 0.82 0.93 0.99 SK50λ140 169.3 171.2 174.0 171.5 143.4 158.0 170.6 0.84 0.92 0.99 DK50λ80 550.3 547.7 550.1 549.4 414.0 462.9 549.3 0.75 0.84 1.00 DK50λ100 399.9 404.0 387.1 397.0 288.9 342.1 382.5 0.73 0.86 0.96 DK50λ120 287.2 277.4 287.9 284.2 206.1 233.1 270.5 0.73 0.82 0.95 DK50λ140 174.0 178.6 177.2 176.6 143.4 158.0 184.9 0.81 0.89 1.05 SK75λ80 518.7 518.5 528.7 522.0 414.0 462.9 521.5 0.79 0.89 1.00 SK75λ100 392.8 384.9 384.8 387.5 288.9 342.1 373.1 0.75 0.88 0.96 DK75λ80 582.6 570.9 571.1 574.9 414.0 462.9 584.2 0.72 0.81 1.02 DK75λ100 437.2 426.4 419.2 427.6 288.9 342.1 443.0 0.68 0.80 1.04 SK100λ80 541.2 533.8 560.8 545.3 414.0 462.9 546.8 0.76 0.85 1.00 SK100λ100 411.5 407.7 406.0 408.4 288.9 342.1 382.2 0.71 0.84 0.94 DK100λ80 635.5 617.6 610.8 621.3 414.0 462.9 584.7 0.67 0.75 0.94 DK100λ100 455.8 447.7 456.0 453.2 288.9 342.1 424.6 0.64 0.75 0.94 平均值 0.78 0.89 0.99 标准差 0.08 0.09 0.03
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表 4 稳定系数计算公式待定系数的拟合结果
Table 4 Fitting results of undetermined coefficients for stability coefficient formula
边界条件 拟合待定系数 a1 a2 a3 DK=50.99 kN·m·rad−1 11.2097 −3.8505 1.3778 DK=102.32 kN·m·rad−1 9.2400 −3.0463 1.2905 DK=201.34 kN·m·rad−1 7.1850 −2.3429 1.2288 DK=333.06 kN·m·rad−1 5.7896 −1.9502 1.2063 SK=50.99 kN·m·rad−1 12.5180 −4.3786 1.4344 SK=102.32 kN·m·rad−1 11.3954 −3.9304 1.3867 SK=201.34 kN·m·rad−1 10.0598 −3.4790 1.3485 SK=333.06 kN·m·rad−1 8.9494 −3.1240 1.3202
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