Analytical Model for Predicting Stress Distribution and Load Transfer of Tension-Type Anchor Cable with Borehole Deviation
Publication: International Journal of Geomechanics
Volume 20, Issue 7
Abstract
Borehole deviation is a common problem in anchor cable engineering of soil and rock, especially in long drilling holes, which affects the reinforcement effect of tension-type anchor cables, but the law of stress distribution and load transfer of anchorage section with borehole deviation is still not systematic or comprehensive. The research presented in this paper established an analytical model to determine the axial force and shear stress distribution and load transfer of linear and bending anchorage sections by using elastic mechanical analysis. A comparison of axial force and shear stress distribution and load transfer mechanic behavior of linear and bending anchorage sections was made, and the effects of tensile loading, anchorage segment lengths, bending radius and borehole diameters were calculated and analyzed. In addition, an indoor model test was carried out to validate the theoretical calculated results. The results from the theoretical analytical model and the indoor model test had good consistency, which indicated that: (i) the decay speed of axial force and shear stress on the bending anchorage sections was slower than on the linear ones, so a longer anchorage section length (about 23%) was needed when borehole deviation occurred in soil and rock engineering; (ii) the tensile loading, anchorage segment lengths, bending radius, and borehole diameters affected the axial force and shear stress values, reasonable stress distributions, the inner- and outer- surfaces ratios or all of these mechanic behaviors. The deduced analytical model can be used to calculate and predict the mechanic behavior of stress distribution and load transfer of linear and bending anchorage sections in anchor cable engineering.
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Acknowledgments
This work was financially supported by National Natural Science Foundation of China (Grant No. 41672342) and Sichuan Science and Technology Program (Grant No. 2015GZ0206). The authors declare no conflict of interest.
Notation
The following symbols are used in this paper:
- D
- diameter of anchorage (m);
- dH
- increment of shear stress at the cross-section (kPa);
- dP
- increment of axial force (kN);
- ds
- diameter of steel strand (m);
- dφ
- radian of microsection (rad);
- Ea
- complex elastic modulus of anchorage (MPa);
- Er
- elastic modulus of grouting body (MPa);
- Es
- elastic modulus of steel strand (MPa);
- H
- shear stress at the cross-section of the anchorage (kPa);
- K
- elastic shear modulus of anchorage interface rock or soil (MPa/m);
- Lb
- length of anchorage body (m);
- n
- number of steel strand;
- P
- axial force of anchorage (kN);
- P0
- axial force of anchorage when x 0 (kN);
- R
- bending radius of anchorage;
- u
- shear displacement of contact surface between the anchorage and rock mass (m);
- u1
- displacement at the centerline of anchorage (m);
- u2
- displacement at the inner surface for bending anchorage (m);
- u3
- displacement at the outer surface for bending anchorage (m);
- τ1
- shear stress of centerline for bending anchorage (kPa);
- τ2
- shear stress of inner surface for bending anchorage (kPa);
- τ3
- shear stress of outer surface for bending anchorage (kPa); and
- φ
- radian of anchorage body (rad).
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Published In
International Journal of Geomechanics
Volume 20 • Issue 7 • July 2020
Copyright
© 2020 American Society of Civil Engineers.
History
Received: Jan 31, 2019
Accepted: Dec 20, 2019
Published online: Apr 22, 2020
Published in print: Jul 1, 2020
Discussion open until: Sep 22, 2020
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