拱脚不等高钢管混凝土拱桥受力性能研究及施工控制
发布时间：2018-12-30 17:26
【摘要】：近年来我国的交通基础设施有了巨大改善，钢管混凝土拱桥因其造型优美、自重轻、受力合理等优点从而在我国得到大力发展。长河坝水电站省道S211复建工程响水沟大桥是一座典型的拱脚不等高钢管混凝土拱桥，拱肋、横梁及空心板等采用无索塔缆索吊装施工完成。本文以响水沟大桥为背景，对拱脚不等高钢管混凝土拱桥进行受力及无索塔缆索吊装拱肋线形控制的相关问题的研究与分析： ①依据响水沟大桥的设计图纸，利用有限元软件MIDAS建立拱肋不同斜置角度的空间模型，分析了不同斜置角度下对钢管混凝土拱桥轴力、弯矩、位移及稳定性的影响，发现在恒载或活载作用下斜置角度对钢管混凝土拱桥的轴力影响较小，且在从拱脚至拱顶影响比例逐渐减小，拱顶处轴力基本不变；对弯矩影响较大，尤其拱脚截面弯矩改变量最大，拱顶截面弯矩基本不变；对拱顶挠度基本没有影响，而L/4和3L/4截面的挠度改变较大。 ②针对正拱斜置拱桥在恒载和活载等荷载作用下拱肋的变形特点，即拱肋位移呈现不对称性，比较分析了不同预拱度设置方法的差异，提出以拱肋典型截面位置（L/8、L/4等）为挠度控制点进行曲线拟合方法设置正拱斜置拱桥的预拱度，为拱肋预制提供参考。 ③本桥缆吊系统受桥位空间及地形条件影响，采用在两岸修建后锚洞、锚梁代替庞大的索塔结构，且采用单拱肋合拢技术。在拱肋安装节段，拱肋标高通过普通卷扬机对钢丝绳扣索的收放来调整，在分析比较常用的索力计算和线形调整方法的优缺点的基础上，最终选取以裸拱变形为控制目标，并以基于影响矩阵的定长扣索法进行索力计算和优化作为拱肋吊装扣索的参考值，，拱肋线形以定长扣索法标高控制原理为基础，结合实际工程的特点，提出1#拱肋安装时标高在原有基础上人为抬高5cm～10cm，后续拱肋节段按照定长扣索法原理计算，保证拱肋的相对坐标不变，即保证相邻拱肋节段拼装无转角。在合拢前进行调整扣索长度，使各控制点位于拱肋控制线形上。 ④吊杆索力的控制将直接影响主梁的几何线型、内力分布等，针对常用的振动频率法测试索力法，对影响索力测试的影响因素进行了分析。根据本桥吊杆的实测频率，对不同振动模型的实用计算公式索力计算结果进行了对比分析，在此基础上推导出考虑边界条件、抗弯刚度等因素的实用计算公式，并以该桥成桥吊杆和郑州黄河二桥吊杆的实测频率进行实用公式验算。
[Abstract]:In recent years, the transportation infrastructure of our country has been greatly improved, and the concrete-filled steel tubular arch bridge has been greatly developed in our country because of its beautiful shape, light weight, reasonable force and so on. Xiangshuigou Bridge, a typical concrete filled steel tube arch bridge with different arches, is constructed by cable hoisting without cable tower, such as arch rib, beam and hollow slab. Taking Xiangshuigou Bridge as the background, this paper studies and analyzes the problems related to the stress of the arch bridge with unequal height of concrete filled steel tube and the control of the shape of the arch rib of cable hoisting without cable tower: 1 according to the design drawings of Xiangshuigou Bridge, The spatial model of different oblique angles of arch rib is established by using finite element software MIDAS, and the influence of different oblique angles on axial force, bending moment, displacement and stability of CFST arch bridge is analyzed. It is found that the influence of oblique angle on the axial force of concrete-filled steel tubular arch bridge is small under dead or live load, and the influence ratio decreases gradually from arch foot to arch top, and the axial force at arch top is basically unchanged. It has great influence on bending moment, especially the moment change of arch foot section is the largest, the moment of arch top section is basically unchanged, and the deflection of arch top is not affected basically, but the deflection of L / 4 and 3L/4 section is changed greatly. 2 according to the deformation characteristics of arch rib under dead load and live load, that is, the displacement of arch rib presents asymmetry, the difference of different pre-arch degree setting methods is compared and analyzed, and the typical section position of arch rib (L / 8) is put forward. The method of curve fitting for deflection control points is used to set the precamber of the skew arch bridge, which provides a reference for the precast of arch rib. (3) the cable suspension system is affected by the space of the bridge and the topographic conditions. The anchor beam is used to replace the huge cable tower structure and the single arch rib closure technique is used to build the anchor hole on both sides of the bridge. In the section of arch rib installation, the elevation of arch rib is adjusted by the common hoist to adjust the wire rope buckle cable. On the basis of analyzing and comparing the advantages and disadvantages of the commonly used methods of cable force calculation and linear adjustment, the ultimate control target is the deformation of bare arch. The calculation and optimization of cable force of fixed length buckle method based on influence matrix are taken as the reference value of hoisting buckle cable of arch rib. The arch rib line shape is based on the principle of elevation control of fixed length buckle cable method and combined with the characteristics of practical engineering. It is proposed that the elevation of the arch rib is artificially elevated by 5 cm ~ 10 cm on the original basis, and the subsequent arch rib section is calculated according to the principle of fixed length buckling cable method to ensure that the relative coordinates of the arch rib remain unchanged, that is to say, to ensure that the adjacent arch rib section is assembled without turning angle. Adjust the length of the buckle cable before closing so that the control points are located on the arch rib control line. (4) the control of the cable force of the suspender will directly affect the geometry of the main beam and the distribution of the internal force. According to the commonly used vibration frequency method to test the cable force, the influence factors of the cable force test are analyzed. According to the measured frequency of the suspension rod of the bridge, the practical calculation formula of cable force for different vibration models is compared and analyzed. On this basis, the practical calculation formula considering the boundary condition and bending stiffness is deduced. The practical formulas are checked with the measured frequency of the suspension rod of the bridge and Zhengzhou Yellow River Bridge.
【学位授予单位】：重庆交通大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U448.22;U441
本文编号：2395896
[Abstract]:In recent years, the transportation infrastructure of our country has been greatly improved, and the concrete-filled steel tubular arch bridge has been greatly developed in our country because of its beautiful shape, light weight, reasonable force and so on. Xiangshuigou Bridge, a typical concrete filled steel tube arch bridge with different arches, is constructed by cable hoisting without cable tower, such as arch rib, beam and hollow slab. Taking Xiangshuigou Bridge as the background, this paper studies and analyzes the problems related to the stress of the arch bridge with unequal height of concrete filled steel tube and the control of the shape of the arch rib of cable hoisting without cable tower: 1 according to the design drawings of Xiangshuigou Bridge, The spatial model of different oblique angles of arch rib is established by using finite element software MIDAS, and the influence of different oblique angles on axial force, bending moment, displacement and stability of CFST arch bridge is analyzed. It is found that the influence of oblique angle on the axial force of concrete-filled steel tubular arch bridge is small under dead or live load, and the influence ratio decreases gradually from arch foot to arch top, and the axial force at arch top is basically unchanged. It has great influence on bending moment, especially the moment change of arch foot section is the largest, the moment of arch top section is basically unchanged, and the deflection of arch top is not affected basically, but the deflection of L / 4 and 3L/4 section is changed greatly. 2 according to the deformation characteristics of arch rib under dead load and live load, that is, the displacement of arch rib presents asymmetry, the difference of different pre-arch degree setting methods is compared and analyzed, and the typical section position of arch rib (L / 8) is put forward. The method of curve fitting for deflection control points is used to set the precamber of the skew arch bridge, which provides a reference for the precast of arch rib. (3) the cable suspension system is affected by the space of the bridge and the topographic conditions. The anchor beam is used to replace the huge cable tower structure and the single arch rib closure technique is used to build the anchor hole on both sides of the bridge. In the section of arch rib installation, the elevation of arch rib is adjusted by the common hoist to adjust the wire rope buckle cable. On the basis of analyzing and comparing the advantages and disadvantages of the commonly used methods of cable force calculation and linear adjustment, the ultimate control target is the deformation of bare arch. The calculation and optimization of cable force of fixed length buckle method based on influence matrix are taken as the reference value of hoisting buckle cable of arch rib. The arch rib line shape is based on the principle of elevation control of fixed length buckle cable method and combined with the characteristics of practical engineering. It is proposed that the elevation of the arch rib is artificially elevated by 5 cm ~ 10 cm on the original basis, and the subsequent arch rib section is calculated according to the principle of fixed length buckling cable method to ensure that the relative coordinates of the arch rib remain unchanged, that is to say, to ensure that the adjacent arch rib section is assembled without turning angle. Adjust the length of the buckle cable before closing so that the control points are located on the arch rib control line. (4) the control of the cable force of the suspender will directly affect the geometry of the main beam and the distribution of the internal force. According to the commonly used vibration frequency method to test the cable force, the influence factors of the cable force test are analyzed. According to the measured frequency of the suspension rod of the bridge, the practical calculation formula of cable force for different vibration models is compared and analyzed. On this basis, the practical calculation formula considering the boundary condition and bending stiffness is deduced. The practical formulas are checked with the measured frequency of the suspension rod of the bridge and Zhengzhou Yellow River Bridge.
【学位授予单位】：重庆交通大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U448.22;U441
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