Bearing Capacity Evaluation of Shallow Foundations on Stabilized Layered Soil using ABAQUS

Bhardwaj, Avinash; Sharma, Ravi Kumar

doi:10.2478/sgem-2022-0026

Figures & Tables

Problem definition. (a) Single layer; (b) thickness of top layer varying at h/B=0.7, 1.225, 1.75, and 2.275; (c) FEM model of footing for aspect ratio (L/B) =1 at h/B=0.7; (d) FEM model of footing for aspect ratio (L/B) =2 at h/B=0.7. h: thickness of the upper layer in two-layered soil; L, B:length and width of footing, respectivelyNote: all dimensions are not to scale.

Particle size curve for clayey soil and WFS.

Finite element discretization and boundary condition selection of the footing model with L/B=1.

Finite element discretization and boundary condition selection of the footing model with L/B=2.

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=0.7 and single-layer sandy soil for L/B=1.

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=0.7 and single-layer sandy soil for L/B=2.

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=1.225 and single-layer sandy soil for L/B=1.

(a) Pressure–settlement curves and (b)) bearing capacity values of two-layered soil for all cases at h/B=1.225 and single-layer sandy soil for L/B=2

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=1.75 and of single-layer sandy soil for L/B=1.

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=1.75 and of single-layer sandy soil for L/B=2.

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=2.275 and single-layer sandy soil for L/B=1.

(a) Pressure–settlement curves and (b) bearing capacity values of two-layered soil for all cases at h/B=2.275 and single-layer sandy soil for L/B=2.

Variation of numerical and predicted bearing capacity for both footings (L/B= 1, 2).

Displacement contours of case 1 at h/B = 0.7 for L/B=1.

Displacement contours of case 8 at h/B = 0.7 for L/B=1.

Displacement contours of case 1 at h/B = 0.7 for L/B=2.

Displacement contours of case 8 at h/B = 0.7 for L/B=2.

Displacement contours of case 1 at h/B = 1.225 for L/B=1.

Displacement contours of case 8 at h/B = 1.225 for L/B=1.

Displacement contours of case 1 at h/B = 1.225 for L/B=2.

Displacement contours of case 8 at h/B = 1.225 for L/B=2.

Displacement contours of case 1 at h/B = 1.75 for L/B=1.

Displacement contours of case 8 at h/B = 1.75 for L/B=1

Displacement contours of case 1 at h/B = 1.75 for L/B=2.

Displacement contours of case 8 at h/B = 1.75 for L/B=2

Displacement contours of case 1 at h/B = 2.275 for L/B=1.

Displacement contours of case 8 at h/B = 2.275 for L/B=1.

Displacement contours of case 1 at h/B = 2.275 for L/B=2.

Displacement contours of case 8 at h/B = 2.275 for L/B=2.

Chemical properties of molasses used_

Constituents	Result
Color	Black
Brix	83.2
pH (1:1 at 20°C)	5.6
Specific gravity	1.39
Viscosity	17,500 mPas
Moisture	21.76%
Total sugar	47.83%
Invert sugar	10.20%
Sulfated sugar	15.50%
Ca	1.63%

Mineral composition of clayey soil_

Mineral composition	Content (%)
Oxygen, O	45.4
Silicon, Si	18.5
Aluminum, Al	8.69
Carbon, C	10.9
Iron, Fe	1.42
Potassium, K	1.86
Magnesium, Mg	2.30
Titanium, Ti	2.51

Chemical properties of WFS_

Chemical composition	Percentage
SiO2	84.90
Al2O3	5.21
Fe2O3	3.32
CaO	0.58
MgO	0.67
SO3	0.29
MnO	0.08
TiO2	0.19
K2O	0.97
P2O5	0.05
Na2O	0.50
¬Loss of ignition	2.87

Comparison of observed bearing capacity values with Vesic (1973), Hansen (1970), and Terzaghi (1943) calculations_

Type of soil	Bearing capacity (kPa)
Type of soil	Present study		Vesic (1973)		Hansen (1970)		Terzaghi (1943)
Sand	L/B=1	L/B=2	L/B=1	L/B=2	L/B=1	L/B=2	L/B=1	L/B=2
Sand	148	133	138	121.78	113.27	106.11	94.25	97.67

Geotechnical properties of WFS_

Property	Value
Specific gravity	2.64
Optimum moisture content	8.20%
Maximum dry density	1.59 g/cc

Designation and details of type of soil in upper and lower layers under both types of footings in two-layered soils_

Designation	Soil type in upper and lower layers for two-layered soil
Case 1	Upper layer	Unstabilized clay
	Lower layer	Medium-dense sand
Case 2	Upper layer	Stabilized clay (C:M:: 90:10)
	Lower layer	Medium-dense sand
Case 3	Upper layer	Stabilized clay (C:WFS:: 80:20)
	Lower layer	Medium-dense sand
Case 4	Upper layer	Stabilized clay (C: L:: 91:9)
	Lower layer	Medium-dense sand
Case 5	Upper layer	Stabilized clay (C:M:WFS:: 80:10:10)
	Lower layer	Medium-dense sand
Case 6	Upper layer	Stabilized clay (C:M:L:: 84:10:6)
	Lower layer	Medium-dense sand
Case 7	Upper layer	Stabilized clay (C:WFS:L:: 74:20:6)
	Lower layer	Medium-dense sand
Case 8	Upper layer	Stabilized clay (C:M:WFS:L:: 67:10:20:3)
	Lower layer	Medium-dense sand

Chemical composition of lime used_

Chemical composition	Content (%)
SiO2	2.1
Al2O3	1.3
Fe2O3	1.2
CaO	82.8
MgO	0.3
SO3	0.4
Na2O	0.4
K2O	-
TiO2	-
C	2.2
CaCO3	4.3
Impurities	5.0
¬Loss of ignition at 800°C	-

Geotechnical properties of clayey soil_

Soil properties	Value
Soil type	CH
Liquid limit	55%
Plastic limit	20%
Plasticity index	35%
Specific gravity	2.6
Differential free swell index	35%
Optimum moisture content	16.5%

Material properties of unstabilized/stabilized clayey soil and sandy soil (Mohr–Coulomb model) [23]_

Properties	Combinations
Properties	C	C:M	C:WFS	C:L	C:M:WFS	C:M:L	C:WFS:L	C:M:WFS:L	S::100
Mass density (γ) (kg/m³)	1710	1790	1781	1606	1840	1750	1730	1820	1615
Modulus of elasticity (E) (MPa)	3.2	5.3	7.2	9.6	10.3	14.7	16.2	18.5	32.3
Poisson ratio (ν)	0.3	0.3	0.3	0.32	0.33	0.34	0.36	0.38	0.3
Angle of internal friction (ϕ)	14.86	17.06	19.11	21.43	23.62	25.64	27.85	29.68	35
Cohesion (c) (kPa)	21.77	19.92	19.08	17.61	16.43	15.59	14.78	13.89	0.1

Bearing Capacity Evaluation of Shallow Foundations on Stabilized Layered Soil using ABAQUS

Figures & Tables

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Chemical properties of molasses used_

Mineral composition of clayey soil_

Chemical properties of WFS_

Comparison of observed bearing capacity values with Vesic (1973), Hansen (1970), and Terzaghi (1943) calculations_

Geotechnical properties of WFS_

Designation and details of type of soil in upper and lower layers under both types of footings in two-layered soils_

Chemical composition of lime used_

Geotechnical properties of clayey soil_

Material properties of unstabilized/stabilized clayey soil and sandy soil (Mohr–Coulomb model) [23]_