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Stability of Road Earth Structures in the Complex And Complicated Ground Conditions

Andrzej Batog

Andrzej Batog

Wrocław University of Science and Technology, Faculty of Civil EngineeringWrocław, Poland
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Batog, Andrzej
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Elżbieta Stilger-Szydło

Elżbieta Stilger-Szydło

Wrocław University of Science and Technology, Faculty of Civil EngineeringWrocław, Poland
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Stilger-Szydło, Elżbieta
  
26. Sept. 2018
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Artikel-Kategorie: Research Article
Online veröffentlicht: 26. Sept. 2018
Seitenbereich: 300 - 312
Eingereicht: 18. Okt. 2018
Akzeptiert: 31. Okt. 2018
DOI: https://doi.org/10.2478/sgem-2018-0028
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© 2018 Andrzej Batog, Elżbieta Stilger-Szydło, published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Figure 1

Scheme of the Bishop method (simplified).
Scheme of the Bishop method (simplified).

Figure 2

Bolków ring road, cross section of km 0 + 150.02: stability according to EC7 of embankment made of non-cohesive soil.
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
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.
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)
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.
Computational scheme.

Figure 7

Potential mechanism of the loss of stability – green-blue block in the right slope..
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.
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
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.
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.
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.
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
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.
Results of stability calculations of the slope Fmin = 1.40.

Values of partial factors recommended for use in the analysis of slope stability

Partial factorsDesign approach
123
Combination 1Combination 2
AγG1.351.01.351.0*
γ Gfav1.01.01.01.0
γ Q1.51.31.51.3*
Mγ tanφ '1.01.251.01.25
γc'1.01.251.01.25
γ γ1.01.01.01.0
RγR;e1.01.01.11.0
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