Force transfer performance of chambers in steel-concrete joint section of railway composite beam cable-stayed bridge
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摘要:
为研究钢-混结合段的传力机理与力学性能，本文依托某铁路混合梁斜拉桥，选取结合段单格室为研究对象，并取消实桥初步设计的前承压板、钢梁埋入段，推导了剪力传递长度理论公式；依据剪力传递长度理论公式设计制作了缩尺比为1∶2.5的单格室试验模型，分析了实桥轴压工况下结合段的应力分布、承载性能及传力特征，并建立了有限元模型，探究了在不同参数下结合段的传力机理、受力性能和剪力传递长度理论公式的准确性。研究结果表明：在结合段中存在2段相等的剪力传递长度，其仅与钢结构和混凝土的轴压刚度和界面连续弹簧层刚度有关；模型承载力为等效承载力的6倍，实测表面应力分布和轴力传递比例分布两端变化迅速、中间趋于稳定，两端剪力连接件利用率较高，且实测剪力传递长度值与理论值偏差不超过5%；传力机理参数影响性分析显示，不同参数下传力比例和相对滑移变化规律与试验实测一致、传力规律基本不变；剪力传递长度有限元值和理论值误差小于20%，承压板厚度、结合段长度的不同对剪力传递长度无影响，对剪力传递长度的影响从大到小为格室宽度、格室高度、开孔钢板厚度及其他；不同结合段长度连接件群利用率差值可达15%，相对滑移和连接件群利用率的影响程度排序为，结合段长度、格室宽度、格室高度及其他；设计时结合段长度应适宜，同时可加密两端剪力连接件、减少中间数量以提高利用率。
Abstract:To investigate the force transfer mechanism and mechanical properties of these joint sections, a single-cell chamber of a joint section from a railway composite cable-stayed bridge was selected as the research object. By eliminating the front bearing plate and embedded steel beam section from the preliminary design of the actual bridge, a theoretical formula for shear transfer length was derived. Based on this theoretical formula, a single-cell test model with a scale ratio of 1∶2.5 was designed and constructed. The stress distribution, load-bearing capacity, and force transfer characteristics of the joint section under axial compression conditions were analyzed. A finite element model was established to investigate the force transfer mechanism, load-bearing performance, and accuracy of the shear transfer length formula under varying parameters. Results indicate that two equal shear transfer lengths exist within the joint section, determined solely by the axial compression stiffness of steel and concrete, along with the stiffness of the continuous spring layer at the interface. The model's load-bearing capacity reaches six times the equivalent bearing capacity. The measured surface stress distribution and axial force transfer ratio exhibit rapid changes at both ends while stabilizing in the middle. Shear connectors at both ends demonstrate high utilization rates, with measured shear transfer length values deviating no more than 5% from theoretical values. According to the influence analysis of force transfer mechanism parameters, the variation patterns of force transfer ratios and relative slip under different parameters align with experimental measurements, with the force transfer mechanism remaining fundamentally consistent. The finite element values for shear transfer length exhibit less than 20% deviation from theoretical values. Changes in bearing plate thickness and joint section length have no effect on shear transfer length. The factors influencing shear transfer length are chamber width, chamber height, perforated steel plate thickness, and others, ranking from greatest to least in impact. The difference in connection group utilization rate across varying joint section lengths can reach 15%. The utilization rate influence ranking of relative slip and connection group is as follows: joint section length, chamber width, chamber height, and others. In design, the joint section length should be appropriately selected. Additionally, the density of shear connectors at both ends can be increased while the number in the middle can be reduced to enhance utilization rate.
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图 4 结合段位置及全桥立面布置（单位：m）
Figure 4. Location of combined section and arrangement of the whole bridge (unit: m)
图 6 Ⅰ-Ⅰ钢-混结合段剖面（单位：mm）
Figure 6. Section Ⅰ-Ⅰ of steel concrete mixed section (unit: mm)
图 7 模型立面及应变测点布置（单位：mm）
Figure 7. Model elevation and layout of strain measurement points (unit: mm)
图 8 模型横截面及应变测点布置（单位：mm）
Figure 8. Model cross-section and strain measurement points (unit: mm)
图 11 典型测点荷载-应力和荷载-滑移曲线
Figure 11. Load-stress and load-slip curves at typical measurement points
图 19 不同参数下钢-混结合段轴力传递情况
Figure 19. Axial force transfer in steel-concrete joint section under different parameters
图 20 不同等效加载力作用下钢结构各组成构件传力情况
Figure 20. Load transfer among steel components under different equivalent loading forces
图 21 不同参数下结合段相对滑移分布
Figure 21. Relative slip distribution in joint section under different parameters
表 1 计算公式汇总
Table 1. Summary of calculation formulas
参数 简化计算公式 界面系数 $ \alpha =\sqrt{\left[1/\left({E}_{\mathrm{s}}{A}_{\mathrm{s}}\right)+1/\left({E}_{\mathrm{c}}{A}_{\mathrm{c}}\right)\right]{k}_{\mathrm{s}}} $ 剪力传递长度 $ {l}_{x}={l}_{1}={l}_{2}=2.91/\alpha $ 
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表 2 实测相对滑移与剪力传递长度
Table 2. Measured relative slip and shear transfer length
构件/m 荷载/kN Smax/μm 2%×Smax/μm $ {l}_{x} $实测值/mm $ {l}_{x} $理论值/mm 相对误差/% 1.4 550 34.1 0.7 750 801 6.4 1 100 61.2 1.2 757 5.5 1 650 91.0 1.8 765 4.5 1.8 550 6.5 0.1 755 5.7 1 100 17.8 0.4 750 6.4 1 650 34.6 0.7 764 4.6
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表 3 模型参数
Table 3. Model parameters
序号 P/kN l/mm Es/GPa Ec/GPa tb/mm tPBL/mm dstud/mm tplate/mm a/mm b/mm lx/mm 1 550 1 400 206 29.3 20 10.0 16 10.0 280 280 801 2 1 100 1 400 206 29.3 20 10.0 16 10.0 280 280 801 3 1 650 1 400 206 29.3 20 10.0 16 10.0 280 280 801 4 550 1 800 206 29.3 20 10.0 16 10.0 280 280 801 5 1 100 1 800 206 29.3 20 10.0 16 10.0 280 280 801 6 1 650 1 800 206 29.3 20 10.0 16 10.0 280 280 801 7 550 2 200 206 29.3 20 10.0 16 10.0 280 280 801 8 550 1 800 206 22.0 20 10.0 16 10.0 280 280 804 9 550 1 800 206 36.6 20 10.0 16 10.0 280 280 795 10 550 1 800 206 29.3 15 10.0 16 10.0 280 280 801 11 550 1 800 206 29.3 25 10.0 16 10.0 280 280 801 12 550 1 800 206 29.3 20 7.5 16 10.0 280 280 784 13 550 1 800 206 29.3 20 12.5 16 10.0 280 280 819 14 550 1 800 206 29.3 20 10.0 12 10.0 280 280 870 15 550 1 800 206 29.3 20 10.0 20 10.0 280 280 748 16 550 1 800 206 29.3 20 10.0 16 7.5 280 280 760 17 550 1 800 206 29.3 20 10.0 16 12.5 280 280 836 18 550 1 800 206 29.3 20 10.0 16 10.0 210 280 711 19 550 1 800 206 29.3 20 10.0 16 10.0 350 280 882 20 550 1 800 206 29.3 20 10.0 16 10.0 280 210 727 21 550 1 800 206 29.3 20 10.0 16 10.0 280 350 864 注：a为格室宽度；b为格室高度；tPBL为开孔钢板厚度；dstud为栓钉根部直径；tplate为格室钢板厚度；lx为结合段剪力传递长度理论值。以上标色的数据为参数变化量。
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表 4 构造参数和材料参数下结果对比
Table 4. Comparison of results under different structural and material parameters
序号 变化参数 剪力传递长度有限元值/mm 剪力传递长度理论值/mm 剪力传递长度相对误差/% 连接件群利用率/% 相对滑移平均值/μm 1 750 801 6.4 17.0 1.02 4 l 750 801 6.4 29.7 7.61 7 750 801 6.4 13.3 0.80 8 Ec 750 804 6.7 15.5 1.01 9 770 795 3.1 18.5 1.01 10 tb 790 801 1.4 17.2 1.03 11 790 801 1.4 16.8 1.00 12 tPBL 700 784 10.7 16.1 0.93 13 800 819 2.3 15.8 0.83 14 dstud 800 870 8.0 17.1 1.12 15 750 748 0.3 16.9 0.94 16 tplate 745 760 2.0 17.5 0.91 17 800 836 4.3 16.7 1.10 18 a 645 711 9.3 21.0 1.53 19 800 882 9.3 16.8 0.80 20 b 745 727 2.5 20.7 1.51 21 800 864 7.4 15.2 0.72
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