Journal of Jilin University(Engineering and Technology Edition) ›› 2022, Vol. 52 ›› Issue (6): 1394-1403.doi: 10.13229/j.cnki.jdxbgxb20210013

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Modification of calculation method for active earth pressure on embankment retaining wall

Cheng-lin SHI1(),Yong WANG1,Chun-li WU2(),Wen-zhu SONG3   

  1. 1.College of Transportation Science and Engineering,Jilin Jianzhu University,Changchun 130118,China
    2.College of Transportation,Jilin University,Changchun 130022,China
    3.Jilin Provincial Highway Administration Bureau,Changchun 130021,China
  • Received:2020-12-25 Online:2022-06-01 Published:2022-06-02
  • Contact: Chun-li WU E-mail:shichenglin@jlju.edu.cn;clwu@jlu.edu.cn

Abstract:

In the existing calculation methods of embankment retaining wall stability, the position of soil fracture surface behind the wall is assumed first, and the fracture angle θ is calculated according to the corresponding formula, then compare it with the assumed rupture angle to determine the calculation results.When the height H of the retaining wall changes, the calculation formula that the fracture surface intersects the outside, inside and middle of the load should be adopted respectively, and the obtained θ value is not unique or has no solution within a certain range of height, the hypothesis is not tenable, the specific position of the fracture surface cannot be judged, and the maximum active earth pressure of the retaining wall cannot be calculated. In view of the above problems, this paper proposes to change the vehicle load on the retaining wall from rectangular load to trapezoidal load when converting it into soil column, so as to make it closer to the nature of the soil behind the wall, and deduces a new formula for calculating the fracture angle. The value range of the angle φα between the trapezoidal load and the horizontal line is analyzed to make the revised formula more universal and applicable. By changing the subgrade parameters such as subgrade width, wall back inclination angle, slope height and slope rate, through comparison with the standard calculation method and actual case analysis, it is shown that the modified calculation formula has a unique solution to judge the position of the fracture surface, and the correctness and rationality of the modified formula are verified.

Key words: road engineering, embankment retaining wall, corrected fracture angle, stability calculation

CLC Number: 

  • U416

Fig.1

Location of fracture surface intersecting pavement"

Fig.2

Relationship between height and fracture angle"

Table 1

Conflict boundary of fracture angle alculated by the original formula"

边界高度H/m破裂角θ/(°)处于荷载中部破裂角θ的变化范围/(°)
交于荷载内侧交于荷载中部交于荷载外侧
6.1427.0328.95-28.93~58.91
6.9826.6028.16-26.62~56.37
27.11-24.8924.438.79~24.88
27.70-24.8824.448.62~24.44

Table 2

Stability calculation of retainingwall with different formulas"

高度/m计算公式破裂角/(°)主动土压力/kN抗滑动稳定系数抗倾覆稳定系数
6.14荷载内侧27.0381.751.822.94
荷载中部28.9581.031.842.93
6.98荷载内侧26.60103.361.752.69
荷载中部28.16104.021.742.68

Fig.3

Location of the intersection of the fracturesurface with the subgrade after correction"

Fig.4

Relation diagram of φ and φα"

Fig.5

Relationship between the height of the modified retaining wall and the rupture angle"

Fig.6

Calculation comparison diagram of changing the inclination angle of wall back"

Fig.7

Calculation comparison diagram of changing subgrade width"

Fig.8

Calculation comparison diagram of changing the filling height behind the wall"

Fig.9

Comparison of earth pressure values between the modified formula and the original formula"

Table 3

Stability analysis of modified formula and original formula"

计算公式H=6.14 mH=6.98 mH=27.11H=27.70
荷载内侧荷载中部荷载内侧荷载中部
现有公式计算抗滑动稳定系数Kc1.821.841.751.74--
抗倾覆稳定系数K02.942.932.692.68--
修正后公式计算抗滑动稳定系数Kc1.831.741.321.32
抗滑动稳定系数K02.932.681.561.55
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