Figure 1
Scheme of the Bishop method (simplified).
Table 1
Values of partial factors recommended for use in the analysis of slope stability
| Partial factors | Design approach | ||||
|---|---|---|---|---|---|
| 1 | 2 | 3 | |||
| Combination 1 | Combination 2 | ||||
| A | γG | 1.35 | 1.0 | 1.35 | 1.0* |
| γ Gfav | 1.0 | 1.0 | 1.0 | 1.0 | |
| γ Q | 1.5 | 1.3 | 1.5 | 1.3* | |
| M | γ tanφ ' | 1.0 | 1.25 | 1.0 | 1.25 |
| γc' | 1.0 | 1.25 | 1.0 | 1.25 | |
| γ γ | 1.0 | 1.0 | 1.0 | 1.0 | |
| R | γR;e | 1.0 | 1.0 | 1.1 | 1.0 |
Figure 2
Bolków ring road, cross section of km 0 + 150.02: stability according to EC7 of embankment made of non-cohesive soil.
Figure 3
Bolków ring road, cross section of km 0 + 150.02: stability according to EC7 of embankment made of cohesive soil, along with the substrate
Figure 4
Cross section of km 0 + 796.18 – computational scheme.
Figure 5
Cross section of km 0 + 796.18 – stability calculations (distribution of displacements) of the embankment made of cohesive soilg = 20.5 kN/m3, ϕ = 17°, c = 22 kPa, according to Eurocode 7 (Fmin = 1.17 >Freq = 1.0)
Figure 6
Computational scheme.
Figure 7
Potential mechanism of the loss of stability – green-blue block in the right slope..
Figure 8
System of ground layers. Phase 1 of calculations – state before performance of a road excavation.
Figure 9
System of ground layers. Phase 2 of calculations – state with road load after the performance of a road excavation
Figure 10
Phase 2 of calculations – stability analysis of the upper part of the slope above the road excavation, Fmin = 1.88.
Figure 11
Phase 2 calculations – stability analysis of lower part of the slope below the road excavation Fmin = 2.01.
Figure 12
Current profile of the road O8 slope at km 0 + 105.00.
Figure 13
Designed slope profile of the road O8 excavation in the cross section of km 0 + 105.00
Figure 14
Results of stability calculations of the slope Fmin = 1.40.