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Low-Strength Substrates and Anthropogenic Soils in Transportation Engineering

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. Dez. 2018
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Artikel-Kategorie: Research Article
Online veröffentlicht: 26. Dez. 2018
Seitenbereich: 292 - 299
Eingereicht: 29. Okt. 2018
Akzeptiert: 07. Nov. 2018
DOI: https://doi.org/10.2478/sgem-2018-0029
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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

Longitudinal crack in the surface as a result of uneven settlement of the embankment.
Longitudinal crack in the surface as a result of uneven settlement of the embankment.

Figure 2

Measurement results of settlement of the embankment (in the axis, on the left and right edges of the roadway).
Measurement results of settlement of the embankment (in the axis, on the left and right edges of the roadway).

Figure 3a

Expressway S-8 Wrocław-Syców, cross-section at km 14 + 630 – embankment placed directly on the layer of silts (stability assessment performed according to [21]).
Expressway S-8 Wrocław-Syców, cross-section at km 14 + 630 – embankment placed directly on the layer of silts (stability assessment performed according to [21]).

Figure 3b

Expressway S-8 Wrocław-Syców, cross-section at km 14+630 -replacement of the layer of silts.
Expressway S-8 Wrocław-Syców, cross-section at km 14+630 -replacement of the layer of silts.

Figure 4

Dependence of limit resistance to shearing τf of the ash-sand mixtures, depending on the embankment height[1].
Dependence of limit resistance to shearing τf of the ash-sand mixtures, depending on the embankment height[1].

Figure 5

Embankment with the height of 12 m, made of ash-sand mixture.
Embankment with the height of 12 m, made of ash-sand mixture.

Figure 6

Safe slope gradient of the road embankment formed from ash-sand mixtures in the function of embankment height - results obtained for the factor of safety Fmin = 1.5 [1].
Safe slope gradient of the road embankment formed from ash-sand mixtures in the function of embankment height - results obtained for the factor of safety Fmin = 1.5 [1].

Figure 7

Change in the angle of internal friction ϕ, depending on the composition of the mixture.
Change in the angle of internal friction ϕ, depending on the composition of the mixture.

Figure 8

Change in the cohesion c, depending on the composition of the mixture.
Change in the cohesion c, depending on the composition of the mixture.

Figure 9

Change in the maximum bulk density of the skeleton, depending on the composition of the mixture.
Change in the maximum bulk density of the skeleton, depending on the composition of the mixture.

Requirements of aggregate for the top layers of the embankment_

CoefficientsStandardsUnitRequirement
Hydraulic conductivity kPKN-CEN ISO/TS 17892-11[19][m/s]> 6 x 10-5
Coefficient of uniformity, CuPN-88/B-04481[16]-> 5
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