Fig. 1. Diagram illustrating the assumptions for computing pressure between two vertical sliding surfaces
Fig. 2. Schematic of load transfer (arching) in 3D tunnel excavation conditions
Fig. 3. Diagram illustrating assumptions for computing pressure in 3D excavation conditions with inclined sliding surfaces at angles of α1 and α2
Fig. 4. Comparison with experimental test results
Fig. 5. Effect of excavation width (2B) and longitudinal excavation length (2L, L=half excavation length) under varying inclination angles (α1 and α2) (H=20m, γ=18kN/m3, c1=c2=0, ϕ1=ϕ2=35°, q=0, K1=K2=1)
Fig. 6. Effect of excavation depth (H) and longitudinal excavation length (2L, L=half excavation length) under varying inclination angles (α1 and α2) (2B=6m, γ=18kN/m3, c1=c2=0, ϕ1=ϕ2=35°, q=0, K1=K2=1)
Fig. 7. Effect of cohesion (c) and longitudinal excavation length (2L, L=half excavation length) under varying inclination angles (α1 and α2)
Fig. 8. Effect of friction angle (ϕ) and longitudinal excavation length (2L, L=half excavation length) under varying inclination angles (α1 and α2)
Fig. 9. Effect of earth pressure coefficient (K) and longitudinal excavation length (2L, L=half excavation length) under varying inclination angles (α1 and α2)
Fig. 10. Effect of surcharge pressure (q) and longitudinal excavation length (2L, L=half excavation length) under varying inclination angles (α1 and α2)
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