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The Study of Effect on Capacity of Circle CFST Arch with Steel Tube Initial Stress and Testing Program

Author: TongJianSheng
Tutor: ChenShiMin；ZhouShuiXing
School: Chongqing Jiaotong University
Course: Engineering Mechanics
Keywords: CFST Arch Bridge Initial stress Ultimate bearing capacity Double Nonlinear Model Design
CLC: U441
Type: Master's thesis
Year: 2010
Downloads: 28
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Abstract

After nearly 20 years, CFST arch bridge in China has been widely used, currently stabling for long span CFST Arch Bridge, the construction of multi-the stentless lifting law, swivel construction Erection of a hollow steel tube arch rib, close up by root pouring tube concrete construction this method, before the steel pipe and concrete to form a composite cross section, to bear its own weight and the weight of the wet concrete, inevitably will produce initial stress. The initial stress of the steel pipe steel pipe yield in advance, thus affecting the bearing capacity of CFST Arch Bridge. Conducted the initial stress of CFST Arch Bridge, as well as to verify the correctness and reliability of the calculations, targeted design consider the mechanical properties of the steel pipe initial stress test. The main work is as follows: space beam element nonlinear geometric equations, the use of the general lines included in initial stress and initial strain elastic constitutive relation explicit tangent stiffness matrix for the beginning of this paper, steel pipe stress limit CFST Arch Bridge bearing capacity has laid a theoretical foundation; ② after collection and summary of the domestic and foreign steel pipe concrete constitutive relation, reasonably selected constitutive relation of steel and concrete space beam element to calculate the ultimate bearing capacity; ③ show a single Steel Pipe Concrete Arch Bridge across different initial stress coefficient, a different vector than, different steel ratio, coefficient kp calculation of the bearing capacity and the impact of different span. The results show that, CFST Arch Bridge ultimate bearing capacity calculated taking into account the dual nonlinear effects; decline in ultimate bearing capacity of CFST Arch Bridge steel initial stress, specifically to reduce the magnitude of the initial stress coefficient, span ratio, span, steel rate, geometric nonlinear factors; steel ratio constant, as the span increases, the initial stress of impact on the carrying capacity is relatively reduced. 10% decline in carrying capacity limit of of single limb steel concrete arch bridge of steel tube initial stress coefficient should not exceed 0.2. ④ by considering the ultimate bearing capacity of the steel pipe initial stress analysis of single limb CFST Arch Bridge, the theory of least squares method in MATLAB to achieve a different span CFST arch bridge different span ratio of single limb bearing capacity coefficient formula. (5) to verify the theoretical, targeted and considering the effects of initial stress of the steel pipe of single limb steel concrete model arch design, the program is a single point in a dome loaded; program for a quarter-point single point load. Different initial stress coefficient (6) for the two programs carried out under different span Capacity Calculation results show that: the ultimate bearing capacity and impact of the dome loaded model coefficient kp value higher than a quarter-point loading model arch. ⑦ during the test of the entire model is designed to provide a method and means for the smooth implementation of the next model test.

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