Calculation method for shear capacity of corrugated steel web composite box girder bridges
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摘要:
为建立适用于桥梁用波形钢腹板的抗剪承载力计算方法，分别对3块初始几何缺陷试件和9块纵向残余应力试件进行了试验测量，得到波形钢腹板实际初始几何缺陷和纵向残余应力分布规律；在此基础上，建立了考虑实际初始缺陷分布的有限元模型，并验证了模型合理性；基于有限元模型，进行了大量数值计算和参数分析，提出了桥梁用波形钢腹板弹性屈曲系数合理取值；基于非线性有限元参数分析结果，提出了适用于桥梁用波形钢腹板的抗剪稳定承载力计算公式。分析结果表明：波形钢腹板纵向残余应力在一个波长内均呈对称分布，在弯角段、斜板段和直板段中点处取得最大值，约为钢材屈服强度的24.3%~43.4%；波形钢腹板初始几何缺陷沿板高方向呈半波正弦分布，且初始几何缺陷幅值均小于规范规定的腹板高度1/750的验收要求；桥梁用波形钢腹板在计算其弹性剪切屈曲强度时，整体屈曲系数应取40，合成屈曲系数应取2；与过往研究所提公式相比，采用所得公式可以更精确地计算局部屈曲和合成屈曲控制下波形钢腹板抗剪承载力，对于整体屈曲控制下的波形钢腹板采用所得公式进行计算则更加安全。
Abstract:To develop a method for calculating the shear capacity of corrugated steel webs in bridges, experiments were conducted on three specimens with initial geometric imperfections and nine specimens with longitudinal residual stresses. The actual initial geometric imperfections and the distribution patterns of longitudinal residual stresses of corrugated steel webs were obtained. Based on these results, a finite element model incorporating the actual distribution of initial imperfections was developed and validated. Using the finite element model, extensive numerical calculations and parametric analyses were carried out, and reasonable values for the elastic buckling coefficient of corrugated steel webs in bridges were proposed. Based on the results of nonlinear finite element parametric analysis, a calculation formula for the shear stability capacity of corrugated steel webs for bridges was proposed. The analysis results indicate that the longitudinal residual stresses of corrugated steel webs are symmetrically distributed within one wavelength, with maximum values occurring at the midpoints of the bend segments, inclined plate segments, and flat plate segments, reaching approximately 24.3%-43.4% of the steel yield strength. The initial geometric imperfections of corrugated steel webs exhibit a half-wave sinusoidal distribution along the web height direction, and the amplitudes of the initial geometric imperfections are all less than the acceptance requirement of 1/750 of the web height specified in the code. When calculating the elastic shear buckling strength of corrugated steel webs for bridges, the global buckling coefficient should be taken as 40, and the combined buckling coefficient should be taken as 2. Compared with existing formulas, the proposed formula more accurately calculates the shear capacity of corrugated steel webs under local buckling and combined buckling control, while it is more conservative when applied to corrugated steel webs governed by global buckling.
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图 2 波形钢腹板试件实际测量过程
Figure 2. Actual measurement process of corrugated steel web specimens
图 11 试验与有限元破坏模式对比
Figure 11. Comparison of failure modes between test and finite element analysis
图 12 本文提出计算公式与有限元计算结果对比
Figure 12. Comparison between proposed formula and finite element calculation results
图 14 有限元与式（10）计算结果比较
Figure 14. Comparison between finite element results and Eq. (10)
图 15 拟合公式与有限元计算结果对比
Figure 15. Comparison between fitted formula and finite element calculation results
图 16 拟合公式与过往计算公式对比
Figure 16. Comparison between fitted formulas and existing formulas
表 1 试件分组及尺寸参数
Table 1. Specimen grouping and dimensional parameters
序号 试件编号 波板型号 tw/mm 1 S1200-8 1200型 8 2 S1600-4 1600型 4 3 S1600-6 1600型 6 4 S1600-8 1600型 8 5 S1600-10 1600型 10 6 S1600-12 1600型 12 7 S1800-8 1800型 8 8 S2000-8 2000型 8 9 S2400-8 2400型 8 
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表 2 试件尺寸参数
Table 2. Specimen dimensional parameters
试件编号 板长L/m hw/m tw/mm 波板型号 S1 3.6 3.2 14 1800型 S2 3.6 3.6 18 1800型 S3 3.6 3.2 18 1800型
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表 3 边界条件设置
Table 3. Boundary condition settings
约束类型 平动自由度 转动自由度 X Y Z X Y Z AB √ √ × × × × BC √ √ × × × × CD √ √ × × × × AD √ √ √ × × ×
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表 4 试验与有限元极限承载力对比
Table 4. Comparison of ultimate load-carrying capacities between test and finite element analysis
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表 5 腹板几何参数变化范围
Table 5. Range of variation of web geometric parameters
波板型号 tw/mm hw/m L/m 1000型 8~16 1~15 10~25 1200型 8~22 1600型 8~38 1800型 8~38
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表 6 屈曲模态转换系数
Table 6. Buckling mode conversion coefficients
系数 C1 p1 C2 p2 1000型 7 955 -0.673 15 620 -0.534 1200型 11 485 -0.726 20 189 -0.543 1600型 21 832 -0.839 29 923 -0.546 1800型 23 315 -0.796 34 857 -0.540
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