Table 4 Calculation results of the slope stability in cross section 3-3′ (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 | 6805.80 | 36.00 | 9.00 | 19.50 | 5.00 | 312.19 | 4267.95 | 2262.32 | 0.777 | 0.530 |
E2 | 18.50 | 19.00 | 11,291.70 | 20.00 | 9.00 | 19.50 | 23.00 | 2322.12 | 6180.92 | 3949.32 | 0.933 | 0.601 |
E3 | 18.50 | 19.00 | 14,189.20 | 14.00 | 9.00 | 19.50 | 23.00 | 2917.98 | 6314.73 | 5000.86 | 0.894 | 0.680 |
E4 | 18.50 | 19.00 | 7168.70 | 4.00 | 9.00 | 19.50 | 29.00 | 1829.19 | 2157.87 | 2416.14 | 0.902 | 0.741 |
E5 | 18.50 | 19.00 | 2916.50 | − 6.00 | 9.00 | 19.50 | 10.00 | 266.55 | − 48.63 | 1108.21 | 0.572 | 0.822 |
E6 | 18.50 | 19.00 | 1113.40 | − 41.00 | 9.00 | 19.50 | 10.00 | 101.76 | − 666.42 | 355.96 | 1.001 | 0.943 |
