Solar Pile Foundation

BORED CAST IN SITU PILE Pile dia=

0.50 m

Length of pile=

2.50 m

Finished floor level=

m 0.20 m²

Area of cross section of pile(Ap) fck= E=

I=

25

N/mm2

25000

N/mm2

254842

Kg/cm2

306796

cm4

BH-2 Layer no. thickness(m) Sub strata

1 2.50 silty clay

Field N value Corrected N value Undrained cohesion c (t/m2) Angle of internal friction, φ

0.01 10

density (t/m3)

1.983

Nq=

5.03

Ny=

3.94

Nc = bearing capacity facto

9.00

α

0.4

Ki

0

Pdi (t/m2) Asi (m2)

2.47875 3.93

for phi=18

tanδ

0.18

Qs (t)

0.01571

Total SKIN FRICTION =

0.02

MT

Ap *( 1/2 x Dγ xNγ + Pd Nq) + K x Pdi Tan δ xAsi

End Bearing =

0.0177

Ultimate capacity in vertical compression=

0.03

Factor of safety=

2.5

Safe Vertical Capacity =

0.01

T

Safe load carrying capacity in pull out =

0.74

T

LATERAL LOAD CAPACITY= Pile stiffness T= K2 from table 2 of IS 2911=

(EI/K2)^(1/4) X

clay - Submerged conditions

T=

0.5

L1/T=

60.0

L1=

30.0

Lf/T=

1.9

Lf=

1.0

cm

cm

cm

Y=Q(L1+Lf)^3/3EI Taking Deflection as 0.5 cm

Inclination angle=

Y=

0.5

cm

Q=

3951931

kg

3951.93

T

30

Deg

F=

9.59

T

V = Fsin( 90 - θ) =

8.31

T

H = Fcos( 90 - θ) =

4.80

T

Maximum Uplift =

8.31

T

Uplift capacity of pile =

0.74

T

No. of piles provided =

3

Total Uplift Capacity =

2.22

T

Max. Horizontal force = Capacity of pile =

4.795

T

3951.93

T

No. of piles provided =

6

Total lateral Capacity =

23711.5842

Ap.Nc.Cp

2098.305 kg

Ap =

706.5

α . C . As

2119.5 Kg

Nc =

9

Ap.Nc.Cp + α . C4217.805 . As

Cp =

0.33

F.S

α=

0.5

C=

0.3

As=

14130

K=

1

2.5

Capacity og Single 1687.122 Pile Kg

Pdi =

T

cm2

Kg/ cm2

Kg/ cm2 Cm2