1.

0 Input

1.1 Design Soil Parameters

Depth of layer from Soil Parameters Interaction Parameters

Reduced Level
Sl.No. Description ground c f gSub d
k a
From To From To t/m2 deg. t/m3 deg.
1 Clayer Sand 0.00 -6.00 0.00 6.00 0 30 2 0.5 30 0
2 Sandy Silt -6.00 -13.50 6.00 13.50 10 0 1.8 1 0 0
3 Clayer Sand -13.50 -15.50 13.50 15.50 0 39 1.8 0.37067961 39 0

1.2 Pile Details

Existing ground level = 0 m

Pile Diameter, D = 0.130 m (Dpipe+FIN)
Pile Cut-off level = 0.0 m
Dredge level = 0.0 m
Water level = 0.0 m
Pile Tip level = 15.5 m
Depth from G.L.corresponding to F.L. = -15.5 m
Pile Embedment length = 15.5 m
Total Pile Length, L = 15.5 m
3
Pile Density = 7.86 t/m
Factor of Safety = 2.5

Type of Pile = Long (Long or Short)

Pile Yeild Strength (Ft) = 500 Mpa
4
Moment of Inertia (I) = 140.00 cm
Type of Soil = Sand (Sand or Clay)
Type of Fixity at Pile toe = Fixed (Fixed or Free)
3
Soil Unit Weight = 2.0 t/m
(For Horizontal capacity)

1.3 Sketch
0.0 Ground Level 0 m

0.0

-6 m

-13 m

-16 m
15.5 m Pile Tip Level
 2.0 Calculation of Vertical Capacity

Ultimate Capacity of Pile , Qult = Qb + Qs - Wp

Whetre, Qb = Ultimate End Bearing

Qs = Ultimate Skin Resistance
Wp = Self weight of Pile

Qsafe = Qult / FOS

Where, FOS = Factor of Safety

2.1 Calculation of Skin Resistances

2.1.1 Layer-1:
Layer thickness, L1 = 6 m
Pile embedment in the layer, h1 = 6.0 m

Ultimate Skin Resistance, Qs1 = (a* c1 + K * Pd1 * tand ) x As1

Where, Reduction factor, a = 0

2
Cohesion, c1 = 0 t/m
Coefficient of Lateral earth pressure, K = 0.5
3
Unit weight of soil , g1 = 2 t/m
Effective Overburden Pressure at middle of layer, Pd1
2
Pd1 = h1/2 *g1 = 6 t/m
Angle of wall friction, d = 30 deg.
2
Surface area of Pile in layer 1, As1 = pi * D * h1 = 2.4492 m

Ultimate Skin Resistance, Qs1 = (a*c1 + K*Pd1*tand ) x As1 = 4.239539 t

2.1.2 Layer-2:
Layer thickness, L2 = 7.5 m
Pile embedment in the layer, h1 = 7.5 m

Ultimate Skin Resistance, Qs2 = (a* c2 + K * Pd2 * tand ) x As2

Where, Reduction factor, a = 0.5

2
Cohesion, c2 = 10 t/m
Coefficient of Lateral earth pressure, K = 1
3
Unit weight of soil, g2 = 1.8 t/m
Effective Overburden Pressure at middle of layer, Pd2
2
Pd2 = Pd1 + h1/2 *g1 + h2/2 *g2 = 18.75 t/m
Angle of wall friction, d = 0 deg.
2
Surface area of Pile in layer 2, As2 = pi * D * h2 = 3.0615 m

Ultimate Skin Resistance, Qs2 = (a*c2 + K*Pd2*tand ) x As2 = 15.3075 t

2.1.3 Layer-3:
Layer thickness, L3 = 2 m
Pile embedment in the layer, h3 = 2 m

Ultimate Skin Resistance, Qs3 = (a* c3 + K * Pd3 * tand ) x As3

Where, Reduction factor, a = 0

2
Cohesion, c3 = 0 t/m
Coefficient of Lateral earth pressure, K = 0.37068
3
Unit weight of soil, g3 = 1.8 t/m
Effective Overburden Pressure at middle of layer, Pd3
2
Pd3 = Pd2 + h2/2 *g2 + h3/2 *g3 = 27.3 t/m
Angle of wall friction, d = 39 deg.
2
Surface area of Pile in layer 3, As3 = pi * D * h3 = 0.8164 m

Ultimate Skin Resistance, Qs3 = (a*c3 + K*Pd3*tand ) x As3 = 6.685395 t

2.1.4 0 m

F = 4.24 tons
-6 m

F = 15.30 tons
-13 m

F = 6.69 tons
-16 m

Total Ultimate Skin resistance, Qs = Qs1 +Qs2 +Qs3 +….. +Qsn = 26.23 t
2.2 Ultimate End Bearing Resistance

Ultimate End bearing Resistance, Qb = (c* Nc + Pd * Nq ) * Ap

2
Where, Cohesion at Pile Toe, c = 0 t/m
Bearing Capacity Factor, Nc = 0
Effective overburden pressure at Pile tip, Pd
2
Pd = Pd6 + h6/2 *g6 = 31 t/m
Angle of internal friction at pile toe,f = 40
Bearing Capacity Factor, Nq ------------ (See Appendix A) = 100
2
Area of Pile at toe, Ap = 0.013267 m

Ultimate End bearing Resistance, Qb = (c* Nc + Pd * Nq ) * Ap = 41.13 t

2
Limit end bearing (500 t/m ) --------- GCEP-CS-010 = 6.63325 t (Cover)

2.3 Self Weight of the Pile, Wp

Self weight of the Pile , W p = Ap * L * gp

2
Where, Area of pile, Ap = 0.00108 m
Total Length of Pile , L = 16 m
3
Unit Weight of Pile material, gp = 7.86 t/m

Self weight of the Pile , W p = Ap * L * gp = 0.13 t

2.4 Ultimate Capacity of the Pile , Qult = Qb + Qs - Wp

Where, Ultimate End Bearing, Qb = 6.63 t

Ultimate Skin Resistance, Qs = 26.23 t
Self weight of the Pile, Wp = 0.13 t

Ultimate Capacity of the Pile , Qult = Qb + Qs - W p = 32.73 t

2.5 Safe Vertical Capacity of Pile, Qsafe = Qult / FOS

Where, Ultimate Capacity of Pile, Qult = 32.7 t

Factor of Safety = 2.5

Safe Vertical Capacity of Pile, Qsafe = Qult / FOS = 13.1 t

3.0 Tension Capacity of Pile

Ultimate Tension Capacity of the Pile , Qult(T) = 2/3 x skin resistance (Qs)
Where, Ultimate Skin Resistance, Qs = 26 t

Ultimate Tension Capacity of the Pile , Qult(T) = 2/3 x Qs = 17 t

Safe Tension Capacity of the Pile , Qsafe(T) = Qult(T) / FoS

Where, FoS = Factor of Safety = 3
Safe Tension Capacity of the Pile , Qsafe(T) = Qult(T) / FoS = 5.8 t

4.0 Horizontal Capacity of the Pile

1/2
Ultimate Horizontal Capacity of the Pile , Q ult(H) = 2Mu / 0.54 x (Qult(H) / γ x B x Kp) (Broms, B.B. (1964))
Where Allowable Bending in Pile , Mu = Ft x I / y
Tensile Strength of SS400 Steel , Ft = 500.00 Mpa
2
= 50985.81 t/m
4 4 4
Moment of Inertia , I = π(D - d ) / 64 = 140.29 cm
= 1.4E-06 m4
Neutral Axis to a Point on Section , y = OD/2 = 0.045 m
Ultimate Bending in Pile , Mu = 1.590 t-m
2
Passive Earth Pressure , Kp = tan (45+θ/2) = 3.0
Ultimate Horizontal Capacity of the Pile , Qult(H) = 3.001 t
Where, FoS = Factor of Safety = 2.00
Safe Lateral Capacity of the Pile , Qsafe(H) = Qult(H) / FoS = 1.501 t

3
Deflection of pile , Xz = Fx x ( HT / EI ) (Matlock and Reese, (1960))
Fixity Factor , Fx -------------------- (See Appendix B) = 0.93
Lateral Load , H = 11.105 kN
0.2
Stiffness Factor , T = (EI / nh)
Elastic Modulus of Steel , E = 200.0 Gpa
2
= 2E+08 kN/m
2
Bending Stiffness , EI = 280.5879 kN-m
3
Subgrade Coefficient , nh --------------- (See Appendix C) = 3000.00 kN/m
Stiffness Factor , T = 0.62 m
Deflection of pile , Xz = 0.0089 m
1.0 Input

1.1 Design Soil Parameters

Depth of layer from Soil Parameters Interaction Parameters

Reduced Level
Sl.No. Description ground c f gSub d
k a
From To From To t/m2 deg. t/m3 deg.
1 Clayer Sand 0.00 -3.00 0.00 3.00 0 0 2 1 0 0
2 Sandy Silt -3.00 -15.00 3.00 15.00 8 0 2 1 0 0
3 Clayer Sand -15.00 -15.50 15.00 15.50 0 38 2 0.38433852 38 0

1.2 Pile Details

Existing ground level = 0 m

Pile Diameter, D = 0.130 m (Dpipe+FIN)
Pile Cut-off level = 0.0 m
Dredge level = 0.0 m
Water level = 0.0 m
Pile Tip level = 15.5 m
Depth from G.L.corresponding to F.L. = -15.5 m
Pile Embedment length = 15.5 m
Total Pile Length, L = 15.5 m
3
Pile Density = 7.86 t/m
Factor of Safety = 2.5

Type of Pile = Long (Long or Short)

Pile Yeild Strength (Ft) = 500 Mpa
4
Moment of Inertia (I) = 140.00 cm
Type of Soil = Sand (Sand or Clay)
Type of Fixity at Pile toe = Fixed (Fixed or Free)
3
Soil Unit Weight = 2.0 t/m
(For Horizontal capacity)

1.3 Sketch
0.0 Ground Level 0 m

0.0 -3 m

-15 m
-16 m
15.5 m Pile Tip Level
 2.0 Calculation of Vertical Capacity

Ultimate Capacity of Pile , Qult = Qb + Qs - Wp

Whetre, Qb = Ultimate End Bearing

Qs = Ultimate Skin Resistance
Wp = Self weight of Pile

Qsafe = Qult / FOS

Where, FOS = Factor of Safety

2.1 Calculation of Skin Resistances

2.1.1 Layer-1:
Layer thickness, L1 = 3 m
Pile embedment in the layer, h1 = 3.0 m

Ultimate Skin Resistance, Qs1 = (a* c1 + K * Pd1 * tand ) x As1

Where, Reduction factor, a = 0

2
Cohesion, c1 = 0 t/m
Coefficient of Lateral earth pressure, K = 1
3
Unit weight of soil , g1 = 0 t/m
Effective Overburden Pressure at middle of layer, Pd1
2
Pd1 = h1/2 *g1 = 0 t/m
Angle of wall friction, d = 0 deg.
2
Surface area of Pile in layer 1, As1 = pi * D * h1 = 1.2246 m

Ultimate Skin Resistance, Qs1 = (a*c1 + K*Pd1*tand ) x As1 = 0 t

2.1.2 Layer-2:
Layer thickness, L2 = 12 m
Pile embedment in the layer, h1 = 12 m

Ultimate Skin Resistance, Qs2 = (a* c2 + K * Pd2 * tand ) x As2

Where, Reduction factor, a = 0.6

2
Cohesion, c2 = 8 t/m
Coefficient of Lateral earth pressure, K = 1
3
Unit weight of soil, g2 = 2 t/m
Effective Overburden Pressure at middle of layer, Pd2
2
Pd2 = Pd1 + h1/2 *g1 + h2/2 *g2 = 12 t/m
Angle of wall friction, d = 0 deg.
2
Surface area of Pile in layer 2, As2 = pi * D * h2 = 4.8984 m

Ultimate Skin Resistance, Qs2 = (a*c2 + K*Pd2*tand ) x As2 = 23.51232 t

2.1.3 Layer-3:
Layer thickness, L3 = 0.5 m
Pile embedment in the layer, h3 = 0.5 m

Ultimate Skin Resistance, Qs3 = (a* c3 + K * Pd3 * tand ) x As3

Where, Reduction factor, a = 0

2
Cohesion, c3 = 0 t/m
Coefficient of Lateral earth pressure, K = 0.384339
3
Unit weight of soil, g3 = 2 t/m
Effective Overburden Pressure at middle of layer, Pd3
2
Pd3 = Pd2 + h2/2 *g2 + h3/2 *g3 = 24.5 t/m
Angle of wall friction, d = 38 deg.
2
Surface area of Pile in layer 3, As3 = pi * D * h3 = 0.2041 m

Ultimate Skin Resistance, Qs3 = (a*c3 + K*Pd3*tand ) x As3 = 1.500486 t

2.1.4 0 m

F = 0 tons -3 m

F = 23.51 tons

-15 m
F = 1.50 tons -16 m

Total Ultimate Skin resistance, Qs = Qs1 +Qs2 +Qs3 +….. +Qsn = 25.01 t
2.2 Ultimate End Bearing Resistance

Ultimate End bearing Resistance, Qb = (c* Nc + Pd * Nq ) * Ap

2
Where, Cohesion at Pile Toe, c = 0 t/m
Bearing Capacity Factor, Nc = 0
Effective overburden pressure at Pile tip, Pd
2
Pd = Pd6 + h6/2 *g6 = 31 t/m
Angle of internal friction at pile toe,f = 40
Bearing Capacity Factor, Nq ------------ (See Appendix A) = 120
2
Area of Pile at toe, Ap = 0.013267 m

Ultimate End bearing Resistance, Qb = (c* Nc + Pd * Nq ) * Ap = 49.35 t

2
Limit end bearing (500 t/m ) --------- GCEP-CS-010 = 6.63325 t (Cover)

2.3 Self Weight of the Pile, Wp

Self weight of the Pile , W p = Ap * L * gp

2
Where, Area of pile, Ap = 0.00108 m
Total Length of Pile , L = 16 m
3
Unit Weight of Pile material, gp = 7.86 t/m

Self weight of the Pile , W p = Ap * L * gp = 0.13 t

2.4 Ultimate Capacity of the Pile , Qult = Qb + Qs - Wp

Where, Ultimate End Bearing, Qb = 6.63 t

Ultimate Skin Resistance, Qs = 25.01 t
Self weight of the Pile, Wp = 0.13 t

Ultimate Capacity of the Pile , Qult = Qb + Qs - W p = 31.51 t

2.5 Safe Vertical Capacity of Pile, Qsafe = Qult / FOS

Where, Ultimate Capacity of Pile, Qult = 31.5 t

Factor of Safety = 2.5

Safe Vertical Capacity of Pile, Qsafe = Qult / FOS = 12.6 t

3.0 Tension Capacity of Pile

Ultimate Tension Capacity of the Pile , Qult(T) = 2/3 x skin resistance (Qs)
Where, Ultimate Skin Resistance, Qs = 25.01 t

Ultimate Tension Capacity of the Pile , Qult(T) = 2/3 x Qs = 16.68 t

Safe Tension Capacity of the Pile , Qsafe(T) = Qult(T) / FoS

Where, FoS = Factor of Safety = 3
Safe Tension Capacity of the Pile , Qsafe(T) = Qult(T) / FoS = 5.56 t

4.0 Horizontal Capacity of the Pile

1/2
Ultimate Horizontal Capacity of the Pile , Q ult(H) = 2Mu / 0.54 x (Qult(H) / γ x B x Kp) (Broms, B.B. (1964))
Where Allowable Bending in Pile , Mu = Ft x I / y
Tensile Strength of SS400 Steel , Ft = 500.00 Mpa
2
= 50985.81 t/m
4 4 4
Moment of Inertia , I = π(D - d ) / 64 = 140.29 cm
= 1.4E-06 m4
Neutral Axis to a Point on Section , y = OD/2 = 0.045 m
Ultimate Bending in Pile , Mu = 1.590 t-m
2
Passive Earth Pressure , Kp = tan (45+θ/2) = 3.0
Ultimate Horizontal Capacity of the Pile , Qult(H) = 3.001 t
Where, FoS = Factor of Safety = 2.00
Safe Lateral Capacity of the Pile , Qsafe(H) = Qult(H) / FoS = 1.501 t

3
Deflection of pile , Xz = Fx x ( HT / EI ) (Matlock and Reese, (1960))
Fixity Factor , Fx -------------------- (See Appendix B) = 0.93
Lateral Load , H = 11.105 kN
0.2
Stiffness Factor , T = (EI / nh)
Elastic Modulus of Steel , E = 200.0 Gpa
2
= 2E+08 kN/m
2
Bending Stiffness , EI = 280.5879 kN-m
3
Subgrade Coefficient , nh --------------- (See Appendix C) = 3000.00 kN/m
Stiffness Factor , T = 0.62 m
Deflection of pile , Xz = 0.0089 m