Journal of Jilin University(Engineering and Technology Edition) ›› 2022, Vol. 52 ›› Issue (6): 1404-1412.doi: 10.13229/j.cnki.jdxbgxb20220147

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Calculation method of eccentricity increase coefficient of arch rib of long⁃span arch bridge

Feng GUO1,2(),Peng-fei LI3(),Jia-yan MAO4,Yan-zhao DONG4   

  1. 1.School of Civil Engineering，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    2.Key Laboratory of Roads and Railway Engineering Safety Control，Ministry of Education，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    3.Key Laboratory of Transportation Industry of Old Bridge Inspection and Reinforcement Technology （Beijing），Beijing 100085，China
    4.Shijiazhuang Rail Transportation Group Co. ，Ltd. ，Shijiazhuang 050035，China
  • Received:2022-01-30 Online:2022-06-01 Published:2022-06-02
  • Contact: Peng-fei LI E-mail:guofeng2013@126.com;pf.li@rioh.cn

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Abstract:

Combined with the basic principle of variational method and the characteristics of interaction after deformation of tied arch structure， a practical calculation method of eccentric distance increase coefficient is proposed. Through engineering case analysis， the calculation result of this paper is compared with the normative method of bridge and the finite element method. The results show that the calculation formula specified in the code has the largest result， the calculation result of the formula is large， the finite element calculation result is small. This above means the proposed method is widely applicable and safe. The calculations of the eccentricity increase coefficient of are quite different in catenary， parabola， circular arc and straight rod with constraints at both ends， related to the constraint conditions of the tie-rod arch and the forms of load.

Key words: variational method, moment amplification coefficient, strain potential energy, second-order moment effect, arch rib

CLC Number: 

  • TU318

Fig.1

Symbolic provisions of arch ring"

Table 1

Comparison of three linear parameters of parabola， catenary and circular arc"

桥名偏离图示跨径/m矢跨比拱肋线形拱截面高度/m与圆弧线偏离值/m弧度长度偏离值/m
拱肋1I1601/5.1三次抛物线3.80.152.01
拱肋2II901/4.8悬链线2.00.271.90
拱肋3III801/4.7悬链线1.40.181.11
拱肋4IV1001/5.1三次抛物线2.60.191.21
拱肋5V100.51/5.75三次抛物线2.70.211.01

Fig.2

Comparison diagram of catenary， parabola and circular arc after equivalence"

Fig.3

Diagram of deformed arch structure"

Fig.4

Comparison of λ、α0 values"

Fig.5

Comparison of ρ value"

Fig.6

Dimension drawing of arch structure（unit：m）"

Fig.7

Calculation model of tied arch"

Table 2

Internal force distribution of arch ribin key section under elastic and geometric nonlinearity"

关键截面位置轴向压力值/kN弹性弯矩值/（kN·m）几何非线性弯矩值/（kN·m）
1/2L6501.21641.6541292.598
1/4L9104.71731.4501210.842

Table 3

Calculation results of eccentricity increase coefficient"

参数关键截面位置参数关键截面位置
L/2L/4L/2L/4
系杆截面刚度/（N·m-1）0.570.57K1.101.10
拱肋截面刚度/（N·m-1）0.330.33P0.050.05
化解为圆弧后半径R/m42.2842.28η11.431.60
拱肋弧线长度S/m64.3564.35η21.441.61
截面偏心距e0/m0.260.20η31.891.89
圆心角值α/（°）0.220.22η41.301.50

Table 4

Eccentricity increasing coefficient comparison of this paper with other algorithms"

关键截面位置η1-η2η2/%η1-η3η3/%η1-η4η4/%
L/20.7124.6610.35
L/41.3215.949.24

Fig.8

Comparison of calculation results of differentformulas at key sections"

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