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Low-Strength Substrates and Anthropogenic Soils in Transportation Engineering Cover

Low-Strength Substrates and Anthropogenic Soils in Transportation Engineering

Studia Geotechnica et Mechanica
Volume 40 (2018): Issue 4 (December 2018)
By: Andrzej Batog and  Elżbieta Stilger-Szydło  
Open Access
|Dec 2018

Figures & Tables

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
DOI: https://doi.org/10.2478/sgem-2018-0029 | Journal eISSN: 2083-831X | Journal ISSN: 0137-6365
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Language: English
Page range: 292 - 299
Submitted on: Oct 29, 2018
|
Accepted on: Nov 7, 2018
|
Published on: Dec 26, 2018
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
Transport engineering,
road embankments,
soft soils,
anthropogenic soils
Related subjects:
Geosciences,
Geosciences, other,
Materials sciences,
Composites,
Porous materials,
Physics,
Mechanics and fluid dynamics

© 2018 Andrzej Batog, Elżbieta Stilger-Szydło, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

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