Full-scale model static tests of integral joint on the Shiziyang Bridge
Article Text (Baidu Translation)
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摘要: 为研究板桁结合钢桁加劲梁整体节点面外转动行为，评估狮子洋大桥加劲梁整体节点在设计荷载作用下的结构安全性，开展整体节点足尺模型静载试验；建立狮子洋大桥全桥有限元模型以确定试验荷载大小，并利用加劲梁节段与节点有限元模型确定了应变与变形测点；试验测试了面外受力状态下节点横梁、腹杆与弦杆的截面正应力；基于薄壁结构应力分析理论，提取了横梁与腹杆的弯曲正应力，依此计算面外弯矩并验证了该方法的准确性；测试了节点面外转动变形，绘制节点面外转动的弯矩转角曲线，获取了节点面外转动刚度；利用弦杆截面实测正应力提取了弦杆约束扭转正应力，评估了弦杆的抗扭性能；测试了节点局部区域三向应力并计算各测点的Mises应力，评估节点在面外静载作用下的安全性。试验结果表明：节点在设计荷载作用下始终保持弹性状态，采用提出的方法分析截面正应力求解所得的截面面外弯矩与理论值吻合良好，相对误差为2.5%~10.0%；面外荷载作用下，横梁与腹杆截面剪力滞效应明显，横梁顶板有效宽度折减40%，腹杆翼板有效宽度折减10%；狮子洋大桥加劲梁整体节点面外转动刚度介于刚接与铰接之间，转动刚度受边界条件影响较大；弦杆最大约束扭转正应力为设计活载下的弦杆轴力应力的4.19%；节点面外受力最不利位置为弦杆横隔板过焊孔，Mises应力小于钢材的设计强度，安全系数为2.32。试验结果与提出的计算方法可为钢桁梁节点面外受力性能研究提供参考。Abstract: In order to study the out-of-plane rotational behavior of the integral joint of the plate-truss composite steel truss stiffening girder and evaluate the structural safety of the integral joint of the Shiziyang Bridge under the design load, a full-scale model static load test of the integral joint was carried out. The finite element model of Shiziyang Bridge was established to determine the magnitude of the test load, and the finite element model of the stiffening girder segment and joint was used to determine the strain and deformation measurement points. The sectional normal stresses of the crossbeam, web members, and chord of the joint under out-of-plane loading were measured. Based on the stress analysis theory of thin-walled structures, the bending normal stresses of the crossbeam and web members were extracted. The out-of-plane bending moments were calculated, and the accuracy of this method was verified. The out-of-plane rotational deformation of the joint was tested. The out-of-plane moment rotation curve of the joint was plotted, and the out-of-plane rotational stiffness of the joint was obtained. The restrained torsional normal stress of the chord was extracted using the measured sectional normal stress, and the torsional performance of the chord was evaluated. The three-dimensional stress of the local areas of the joint was tested, and the Mises stresses at each measurement point were calculated to evaluate the safety of the joint under out-of-plane static load. Test results show that the joint remains in the elastic stage under the design load. The out-of-plane bending moment calculated by this method based on sectional normal stress analysis agrees well with the theoretical value, with a relative error ranging from 2.5% to 10.0%. Under out-of-plane load, obvious shear lag effects are observed in the crossbeam and web member sections, with a 40% reduction in the effective width of the top flange of the crossbeam and a 10% reduction in the effective width of the flanges of web members. The out-of-plane rotational stiffness of the integral joint of Shiziyang Bridge is between that of a rigid joint and a hinged joint and is significantly influenced by boundary conditions. The maximum restrained torsional normal stress of the chord is 4.19% of the axial stress under design live load. The most unfavorable stress position under out-of-plane load is at the welding hole of the chord diaphragm where the Mises stress is lower than the design strength of steel, with a safety factor of 2.32. The test results and the proposed calculation method can serve as a reference for the study of the out-of-plane mechanical behavior of steel truss girder joints.
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图 7 节点板三向应力测点(单位: mm)
Figure 7. Measurement points for three-dimensional stress of gusset plate (unit: mm)
图 15 腹杆翼板面外弯曲正应力
Figure 15. Out-of-plane bending normal stresses of flanges for web members
图 19 弦杆约束扭转正应力(单位：MPa)
Figure 19. Constrained torsional normal stresses of chord (unit: MPa)
表 1 试件尺寸
Table 1. Dimensions of specimen
构件 杆件长度/mm 截面高度/mm 截面宽度/mm 弦杆 9 600 1 700 1 000 腹杆 4 500 1 000 800 节点横梁 6 000 1 700~2 361 3 200 
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表 2 钢材材料特性
Table 2. Material properties of steel
类型 材料牌号 板厚/mm 屈服强度/MPa 抗拉强度/MPa 弹性模量/MPa 节点板、腹杆翼板、横隔板 Q420D 28 451 597 205 800 弦杆加厚顶底板 24 492 575 201 000 腹杆腹板 22 480 567 202 000 弦杆腹板、腹杆加劲板 20 478 570 211 100 弦杆顶底板、腹板加劲肋 18 491 586 200 300 横隔板 14 476 596 201 500 弦杆加劲肋、横隔肋 10 463 593 209 500 节点横梁下翼板 Q355D 28 436 521 204 600 U肋加劲桥面板 18 470 551 210 500 板肋加劲桥面板 16 424 544 210 800 节点横梁腹板、板肋 14 430 590 191 200 节点横梁腹板加劲肋 10 477 550 210 100 桥面系U肋 8 439 549 195 400
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表 3 试件测试内容
Table 3. Test contents of specimen
加载工况 边界条件 加载位置 单点荷载/kN 测试内容 1 弦杆两端固接，腹杆水平约束 横梁自由端桥面板 600 横梁节点转动刚度 2 弦杆两端固接，腹杆水平自由 横梁自由端桥面板 350 3 弦杆两端固接，横梁竖向约束 腹杆自由端外侧翼板 350 腹杆节点转动刚度、弦杆约束扭转正应力、节点局部受力 4 弦杆两端固接，横梁竖向自由 腹杆自由端外侧翼板 350 腹杆节点转动刚度
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表 4 腹杆翼板有效宽度
加载工况 腹杆 板件 测试截面 等效应力/MPa 有效宽度/mm 宽度折减/% 3 腹杆1 内侧翼板 截面1 -27.12 780 -2.50 外侧翼板 截面2 -9.76 775 -3.13 内侧翼板 截面1 30.96 746 -6.75 外侧翼板 截面2 24.04 717 -10.38 腹杆2 内侧翼板 截面1 -22.03 799 -0.13 外侧翼板 截面2 -16.43 786 -1.75 内侧翼板 截面1 28.50 733 -8.38 外侧翼板 截面2 21.98 695 -13.13 4 腹杆1 内侧翼板 截面1 -25.79 787 -1.63 外侧翼板 截面2 -18.72 769 -3.88 内侧翼板 截面1 27.78 792 -1.00 外侧翼板 截面2 23.90 713 -10.88 腹杆2 内侧翼板 截面1 -21.59 799 -0.13 外侧翼板 截面2 -15.99 755 -5.63 内侧翼板 截面1 24.84 731 -8.63 外侧翼板 截面2 17.09 782 -2.25
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表 5 弦杆约束扭转正应力
Table 5. Constrained torsional normal stresses of chord
测试截面 设计活载下轴力正应力/MPa 最大约束扭转正应力/MPa 比值/% 1 -204.2 -2.44 1.19 2 -204.2 -7.08 3.47 3 -204.2 -8.55 4.19 4 -204.2 -2.62 1.28
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