Table 6 Calculation results of slope stability in cross section 6-6′ (considering continuous rainfall).
From: Evolution process and failure mechanism of a large expressway roadside landslide
No. | \(\gamma\) | \(\gamma_{sat}\) | \(W_{i}\) | \(\theta_{i}\) | \(c_{i}\) | \(\varphi_{i}\) | \(\alpha_{i}\) | \(P_{Wi}\) | \(T_{i}\) | \(R_{i}\) | \(\psi_{i}\) | FS |
|---|---|---|---|---|---|---|---|---|---|---|---|---|
E1 | 18.50 | 19.00 | 4026.10 | 45.00 | 9.00 | 19.50 | 21.00 | 759.38 | 3540.61 | 1296.61 | 0.609 | 0.366 |
E2 | 18.50 | 19.00 | 8027.50 | 25.00 | 9.00 | 19.50 | 20.00 | 1445.04 | 4832.10 | 2786.55 | 0.936 | 0.512 |
E3 | 18.50 | 19.00 | 11,818.00 | 20.00 | 9.00 | 19.50 | 20.00 | 2127.37 | 6169.36 | 4166.59 | 0.956 | 0.591 |
E4 | 18.50 | 19.00 | 14,801.00 | 16.00 | 9.00 | 19.50 | 17.00 | 2277.58 | 6356.94 | 5316.69 | 0.856 | 0.675 |
E5 | 18.50 | 19.00 | 6260.50 | 3.00 | 9.00 | 19.50 | 17.00 | 963.36 | 1262.40 | 2322.19 | 0.870 | 0.761 |
E6 | 18.50 | 19.00 | 1109.60 | − 10.00 | 9.00 | 19.50 | 17.00 | 170.75 | − 40.55 | 412.61 | 0.717 | 0.791 |
E7 | 18.50 | 19.00 | 792.30 | − 35.00 | 9.00 | 19.50 | 17.00 | 121.92 | − 379.38 | 288.51 | 1.059 | 0.849 |
