Effect analysis of steel-concrete composite beam caused by sudden change of temperature
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摘要: 对自然环境内钢-混凝土组合梁截面内温度进行了测试, 以温差梯度为计算模型, 基于弹性理论, 推导了不同温差模式下组合梁交界面上的剪力、剪应力、相对滑移应变与变形以及弯曲变形曲率计算公式。分析结果表明: 在自然温变情况下组合梁截面内存在温差, 同时混凝土翼板内温度分布不均匀; 界面剪力最大值在跨中部位, 向梁端部逐渐递减为0;剪应力、相对滑移应变与变形在梁端部达到最大值, 向跨中逐渐递减为0;界面内力及变形与温差大小呈线性正比, 斜率与混凝土板内温度分布模式有关; 混凝土板内温度分布模式及厚度是截面内力和变形的主要影响因素。Abstract: The temperatures of steel-concrete composite beam cross-sections under nature condition were tested, the formulae of steel-concrete composite beam interfacial shear force, shear stress, relative slide strain and deformation, flexural deformation curvature were derived by using temperature gradient calculation model and elastic theory. Analysis result shows that there is temperature difference in the cross-section, and the temperature distribution of concrete flange slab is uneven. The maximum interfacial shear force is at the midspan and decreases to zero at the end of beam. The maximum interfacial shear stress, relative slide strain and deformation are at the end of beam and decrease to zero at the midspan. Interfacial force and deformation are linearly proportional to temperature difference, and the slope is associated with the temperature distribution modes of concrete slab. The temperature distribution mode and thickness of concrete slab are the main influence factors of interfacial force and deformation.
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表 1 不同温差梯度计算结果
Table 1. Calculation results of different temperature gradients
温差梯度 最大值 温度模式a 温度模式b 有限元法 实测值[17] T(y)=15 ℃t1=15 ℃t2=6.7 ℃ T(x)/kN 2 035 2 149 1 974 τ(x)/MPa 9.41 9.94 8.74 S(x)/mm 0.74 0.78 0.76 0.77 T(y)=20 ℃t1=20 ℃t2=6.7 ℃ T(x)/kN 2 393 2 866 2 332 τ(x)/MPa 11.07 13.25 9.96 S(x)/mm 0.87 1.04 0.81 0.98 T(y)=25 ℃t1=25 ℃t2=6.7℃ T(x)/kN 2 751 3 582 2 696 τ(x)/MPa 12.72 16.57 11.54 S(x)/mm 1.00 1.31 0.99 1.25 T(y)=30 ℃t1=30 ℃t2=6.7 ℃ T(x)/kN 3 109 4 299 3 061 τ(x)/MPa 14.38 19.88 12.94 S(x)/mm 1.13 1.57 1.21 1.43 
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