Gabion analysis
Input data
Geometry of structure
Width Height Offset
No. Material
b [m] h [m] a [m]
4 1.00 1.00 0.50 gabiyan wall material
3 2.00 1.00 0.50 gabiyan wall material
2 3.00 1.00 0.50 gabiyan wall material
1 4.00 1.00 - gabiyan wall material
Gabion slope = 6.00 °
Overall height = 3.82 m
Overall wall volume = 10.00 m3/m
Name : Geometry Stage - analysis : 1 - 0
0.50 1.00 1.00
4
0.50 2.00 1.00
3.82 3
0.50
3.00 1.00
2
1 4.00
1.00
Foundation
Type of foundation : soil from geological profile
Terrain profile
Terrain behind construction has the slope 1: 1.00 (slope angle is 45.00 °).
Embankment height is 2.00 m, embankment length is 2.00 m.
Water influence
Ground water table is located below the structure.
Input surface surcharges
Surcharge Mag.1 Mag.2 Ord.x Length Depth
No. Action
new change [kN/m2] [kN/m2] x [m] l [m] z [m]
1 YES variable 15.00 on terrain
No. Name
1 soil surcharge
Resistance on front face of the structure
Resistance on front face of the structure: at rest
Soil on front face of the structure - back fill material
Soil thickness in front of structure h = 0.50 m
Terrain in front of structure is flat.
Settings of the stage of construction
Design situation : permanent
Verification No. 1
Forces acting on construction
Name Fhor App.Pt. Fvert App.Pt. Design
[kN/m] z [m] [kN/m] x [m] coefficient
Weight - wall 0.00 -1.28 160.00 2.13 1.000
FF resistance -1.48 -0.17 0.26 0.02 1.000
Weight - earth wedge 0.00 -2.82 65.88 3.62 1.000
Active pressure 101.40 -1.79 39.02 4.07 1.000
soil surcharge 32.19 -2.62 13.70 4.08 1.000
soil surcharge 0.00 -4.31 17.67 3.49 1.000
Verification of complete wall
Check for overturning stability
Resisting moment Mres = 855.93 kNm/m
Overturning moment Movr = 265.51 kNm/m
Safety factor = 3.22 > 1.50
Wall for overturning is SATISFACTORY
Check for slip
Resisting horizontal force Hres = 168.05 kN/m
Active horizontal force Hact = 100.39 kN/m
Safety factor = 1.67 > 1.50
Wall for slip is SATISFACTORY
Overall check - WALL is SATISFACTORY
Bearing capacity of foundation soil
Design load acting at the centre of footing bottom
Moment Norm. force Shear Force Eccentricity Stress
No.
[kNm/m] [kN/m] [kN/m] [–] [kPa]
1 27.02 308.72 99.12 0.022 80.71
Service load acting at the centre of footing bottom
Moment Norm. force Shear Force
No.
[kNm/m] [kN/m] [kN/m]
1 27.02 308.72 99.12
Design load acting at the centre of footing bottom
Moment Norm. force Shear Force Eccentricity Stress
No.
[kNm/m] [kN/m] [kN/m] [–] [kPa]
1 27.02 308.72 99.12 0.022 80.71
Service load acting at the centre of footing bottom
Moment Norm. force Shear Force
No.
[kNm/m] [kN/m] [kN/m]
1 27.02 308.72 99.12
Verification of foundation soil
Eccentricity verification
Max. eccentricity of normal force e = 0.022
Maximum allowable eccentricity ealw = 0.333
Eccentricity of the normal force is SATISFACTORY
Verification of bearing capacity
Max. stress at footing bottom s = 80.71 kPa
Bearing capacity of foundation soil Rd = 200.00 kPa
Safety factor = 2.48 > 1.50
Bearing capacity of foundation soil is SATISFACTORY
Overall verification - bearing capacity of found. soil is SATISFACTORY
