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边坡稳定性分析计算
边坡稳定性分析计算表
γ= 20 C= 15 Φ= 25 R= 21.61 k1=1.856 k2=1.857 k1=1.856 1 -2.866 2 2.8283 1.324 0 0.000 0.000 42.371 1.000 1.000 42.367 2 0.035 2 3.2154 1.558 26.74 0.016 12.462 48.231 1.000 1.000 60.693 3 5.613 2 2.6689 2.423 70.14 6.857 32.688 39.842 1.000 1.000 72.497 4 11.08 2 2.4679 2.583 105.48 20.261 49.158 36.329 1.002 1.002 85.325 5 16.598 2 2.2948 2.457 106.84 30.504 49.792 32.989 1.005 1.005 82.386 6 22.
边坡稳定性分析计算表
γ= 20 C= 15 Φ= 25 R= 21.61 k1=1.856 k2=1.857 k1=1.856 1 -2.866 2 2.8283 1.324 0 0.000 0.000 42.371 1.000 1.000 42.367 2 0.035 2 3.2154 1.558 26.74 0.016 12.462 48.231 1.000 1.000 60.693 3 5.613 2 2.6689 2.423 70.14 6.857 32.688 39.842 1.000 1.000 72.497 4 11.08 2 2.4679 2.583 105.48 20.261 49.158 36.329 1.002 1.002 85.325 5 16.598 2 2.2948 2.457 106.84 30.504 49.792 32.989 1.005 1.005 82.386 6 22.