0.6Dia Pile

Determination of pile capacity

Considering the nature of subsoil and type of foundation to be constructed at the site deep foundation in the form of pile

EGL = 0.00 m

Founding Depth = -30.00 m (bgl)

Cut off level = 5.00 m (bgl)

Effective length of pile shaft = 28.00 m

PILES IN GRANULAR SOILS

The ultimate bearing capacity (Qu) of piles in granular soil is given by the following formula:

D

Qu = Ap(0.5DCNr + PD N q) + ∑KPpitanδAsi [Cl. No.5.3.1.1 IS:2911(Part1/Sec2)-1979]

i=1

Where Ap = 0.28 mm2

D = 0.6 m

C = 0.85

Pd =

Nq, Nc =

K =

δ =

Asi =

PILES IN COHESIVE SOILS

The ultimate bearing capacity of piles ( Q.) in cohesive soil is given by the following formula:

Qu = AP NC. Cp + α C As

Where Ap =

NC = Bearing capacity factor usually taken as 9,

Cp = Average cohesion at pile tip in kg/cmz,

α = reduction factor,

Sub-soil Properties

Depth(m)

Effective

depth(m)

Cohesion

t/m2

Angle of

internal

friction

Submerged

Density t/m3

Nq Nc

0.0 0-5 0.0 0.00 0 0.800 10 9

5.0 5-7 2.0 0.50 0 0.850 10 9

7.0 7-31.8 24.8 0.50 0 0.850 10 9

31.8 31.8-35.5 3.7 7.00 0 0.850 10 9

35.5 Total 30.50

Dia of the pile = 0.6 m

K = 1

Cross sectional area of the pile = = 0.2827 m2

α = 0.3

Pile capacity

For Clay layer

For Sand layer

0-5 5-7 7-31.8 31.8-35.5

For Sand layer 0 0 0 0

For Clay layer 0.00 0.57 7.01 14.65

Total

Safe axial load carrying capacity of pile = 16.01 Ton

Coss sectional area of pile toe in cm2

Stem diameter in cm

Effective unit weight of soil at pile toe in kg/cm3

Effective over burden pressure at pile toe in kg/cm3

Bearing capacity factors

Coefficient of earth pressure

Angle of wall friction between pile and soil

Surface area of pile in cm2

Coss sectional area of pile toe in cm2

ApNcCp αCAs

Ap(0.5DCNc + PD N q) KPpitanδAsi

End

0

17.813

Page 1

0.6Dia Pile

Based on the above calculation it is suggested that,

Safe axial load carrying capacity may be taken as

Depth of Fixity

Page 2

0.6Dia Pile

N value

0

1

3

27

0.00

40.04

40.04

Total

Page 3

0.75Dia Pile

Determination of pile capacity

Considering the nature of subsoil and type of foundation to be constructed at the site deep foundation in the form of pile

EGL = 0.00 m

Founding Depth = -30.00 m (bgl)

Cut off level = 5.00 m (bgl)

Effective length of pile shaft = 28.00 m

PILES IN GRANULAR SOILS

The ultimate bearing capacity (Qu) of piles in granular soil is given by the following formula:

D

Qu = Ap(0.5DCNr + PD N q) + ∑KPpitanδAsi [Cl. No.5.3.1.1 IS:2911(Part1/Sec2)-1979]

i=1

Where Ap = 0.44 mm2

D = 0.75 m

C = 0.85

Pd =

Nq, Nc =

K =

δ =

Asi =

PILES IN COHESIVE SOILS

The ultimate bearing capacity of piles ( Q.) in cohesive soil is given by the following formula:

Qu = AP NC. Cp + α C As

Where Ap =

NC = Bearing capacity factor usually taken as 9,

Cp = Average cohesion at pile tip in kg/cmz,

α = reduction factor,

Sub-soil Properties

Depth(m)

Effective

depth(m)

Cohesion

t/m2

Angle of

internal

friction

Submerged

Density t/m3

Nq Nc

0.0 0-5 0.0 0.00 0 0.800 10 9

5.0 5-7 2.0 0.50 0 0.850 10 9

7.0 7-31.8 24.8 0.50 0 0.850 10 9

31.8 31.8-35.5 3.7 7.00 0 0.850 10 9

35.5 Total 30.50

Dia of the pile = 0.75 m

K = 1

Cross sectional area of the pile = = 0.4418 m2

α = 0.3

Pile capacity

For Clay layer

For Sand layer

0-5 5-7 7-31.8 31.8-35.5

For Sand layer 0 0 0 0

For Clay layer 0.00 0.71 8.77 18.31

Total

Safe axial load carrying capacity of pile = 22.24 Ton

Coss sectional area of pile toe in cm2

Stem diameter in cm

Effective unit weight of soil at pile toe in kg/cm3

Effective over burden pressure at pile toe in kg/cm3

Bearing capacity factors

Coefficient of earth pressure

Angle of wall friction between pile and soil

Surface area of pile in cm2

Coss sectional area of pile toe in cm2

ApNcCp αCAs

Ap(0.5DCNc + PD N q) KPpitanδAsi

End

0

27.833

Page 4

0.75Dia Pile

Based on the above calculation it is suggested that,

Safe axial load carrying capacity may be taken as

Depth of Fixity

Page 5

0.75Dia Pile

N value

0

1

3

27

0.00

55.61

55.61

Total

Page 6

0.8Dia Pile

Determination of pile capacity

Considering the nature of subsoil and type of foundation to be constructed at the site deep foundation in the form of pile

EGL = 0.00 m

Founding Depth = -30.00 m (bgl)

Cut off level = 5.00 m (bgl)

Effective length of pile shaft = 28.00 m

PILES IN GRANULAR SOILS

The ultimate bearing capacity (Qu) of piles in granular soil is given by the following formula:

D

Qu = Ap(0.5DCNr + PD N q) + ∑KPpitanδAsi [Cl. No.5.3.1.1 IS:2911(Part1/Sec2)-1979]

i=1

Where Ap = 0.50 mm2

D = 0.8 m

C = 0.85

Pd =

Nq, Nc =

K =

δ =

Asi =

PILES IN COHESIVE SOILS

The ultimate bearing capacity of piles ( Q.) in cohesive soil is given by the following formula:

Qu = AP NC. Cp + α C As

Where Ap =

NC = Bearing capacity factor usually taken as 9,

Cp = Average cohesion at pile tip in kg/cmz,

α = reduction factor,

Sub-soil Properties

Depth(m)

Effective

depth(m)

Cohesion

t/m2

Angle of

internal

friction

Submerged

Density t/m3

Nq Nc

0.0 0-5 0.0 0.00 0 0.800 10 9

5.0 5-7 2.0 0.50 0 0.850 10 9

7.0 7-31.8 24.8 0.50 0 0.850 10 9

31.8 31.8-35.5 3.7 7.00 0 0.850 10 9

35.5 Total 30.50

Dia of the pile = 0.8 m

K = 1

Cross sectional area of the pile = = 0.5027 m2

α = 0.3

Pile capacity

For Clay layer

For Sand layer

0-5 5-7 7-31.8 31.8-35.5

For Sand layer 0 0 0 0

For Clay layer 0.00 0.75 9.35 19.53

Total

Safe axial load carrying capacity of pile = 24.52 Ton

Coss sectional area of pile toe in cm2

Stem diameter in cm

Effective unit weight of soil at pile toe in kg/cm3

Effective over burden pressure at pile toe in kg/cm3

Bearing capacity factors

Coefficient of earth pressure

Angle of wall friction between pile and soil

Surface area of pile in cm2

Coss sectional area of pile toe in cm2

ApNcCp αCAs

Ap(0.5DCNc + PD N q) KPpitanδAsi

End

0

31.667

Page 7

0.8Dia Pile

Based on the above calculation it is suggested that,

Safe axial load carrying capacity may be taken as

Depth of Fixity

Page 8

0.8Dia Pile

N value

0

1

3

27

0.00

61.30

61.30

Total

Page 9

0.9Dia Pile

Determination of pile capacity

Considering the nature of subsoil and type of foundation to be constructed at the site deep foundation in the form of pile

EGL = 0.00 m

Founding Depth = -30.00 m (bgl)

Cut off level = 5.00 m (bgl)

Effective length of pile shaft = 28.00 m

PILES IN GRANULAR SOILS

The ultimate bearing capacity (Qu) of piles in granular soil is given by the following formula:

D

Qu = Ap(0.5DCNr + PD N q) + ∑KPpitanδAsi [Cl. No.5.3.1.1 IS:2911(Part1/Sec2)-1979]

i=1

Where Ap = 0.64 mm2

D = 0.9 m

C = 0.85

Pd =

Nq, Nc =

K =

δ =

Asi =

PILES IN COHESIVE SOILS

The ultimate bearing capacity of piles ( Q.) in cohesive soil is given by the following formula:

Qu = AP NC. Cp + α C As

Where Ap =

NC = Bearing capacity factor usually taken as 9,

Cp = Average cohesion at pile tip in kg/cmz,

α = reduction factor,

Sub-soil Properties

Depth(m)

Effective

depth(m)

Cohesion

t/m2

Angle of

internal

friction

Submerged

Density t/m3

Nq Nc N value

0.0 0-5 0.0 0.00 0 0.800 10 9 0

5.0 5-7 2.0 0.50 0 0.850 10 9 1

7.0 7-31.8 24.8 0.50 0 0.850 10 9 3

31.8 31.8-35.5 3.7 7.00 0 0.850 10 9 27

35.5 Total 30.50

Dia of the pile = 0.9 m

K = 1

Cross sectional area of the pile = = 0.6362 m2

α = 0.3

Pile capacity

For Clay layer

For Sand layer

0-5 5-7 7-31.8 31.8-35.5

For Sand layer 0 0 0 0 0.00

For Clay layer 0.00 0.85 10.52 21.97 73.41

Total 73.41

Safe axial load carrying capacity of pile = 29.37 Ton

Based on the above calculation it is suggested that,

Safe axial load carrying capacity may be taken as

Coss sectional area of pile toe in cm2

Stem diameter in cm

Effective unit weight of soil at pile toe in kg/cm3

Effective over burden pressure at pile toe in kg/cm3

Bearing capacity factors

Coefficient of earth pressure

Angle of wall friction between pile and soil

Surface area of pile in cm2

Coss sectional area of pile toe in cm2

ApNcCp αCAs

Total

Ap(0.5DCNc + PD N q) KPpitanδAsi

End

0

40.079

Page 10

1.0Dia Pile

COCHIN PROJECT

Determination of pile capacity

Considering the nature of subsoil and type of foundation to be constructed at the site deep foundation in the form of pile

EGL = 0.00 m

Founding Depth = -30.00 m (bgl)

Cut off level = 5.00 m (bgl)

Effective length of pile shaft = 28.00 m

PILES IN GRANULAR SOILS

The ultimate bearing capacity (Qu) of piles in granular soil is given by the following formula:

D

Qu = Ap(0.5DCNr + PD N q) + ∑KPpitanδAsi [Cl. No.5.3.1.1 IS:2911(Part1/Sec2)-1979]

i=1

Where Ap = 0.79 mm2

D = 1 m

C = 0.85

Pd =

Nq, Nc =

K =

δ =

Asi =

PILES IN COHESIVE SOILS

The ultimate bearing capacity of piles ( Q.) in cohesive soil is given by the following formula:

Qu = AP NC. Cp + α C As

Where Ap =

NC = Bearing capacity factor usually taken as 9,

Cp = Average cohesion at pile tip in kg/cmz,

α = reduction factor,

Sub-soil Properties

Depth(m)

Effective

depth(m)

Cohesion

t/m2

Angle of

internal

friction

Submerged

Density t/m3

Nq NcN value

0.0 0-5 0.0 0.00 0 0.800 10 9 0

5.0 5-7 2.0 0.00 0 0.850 10 9 1

7.0 7-31.8 24.8 0.50 0 0.850 10 9 3

31.8 31.8-35.5 3.7 7.00 0 0.850 10 9 27

35.5 Total 30.50

Dia of the pile = 1 m

K = 1

Cross sectional area of the pile = = 0.785 m2

α = 0.3

Pile capacity

For Clay layer

For Sand layer

0-5 5-7 7-31.8 31.8-35.5

For Sand layer 0 0 0 0 0.00

For Clay layer 0.00 0.00 11.69 24.41 85.58

Total 85.58

Safe axial load carrying capacity of pile = 34.23 Ton

Based on the above calculation it is suggested that,

Safe axial load carrying capacity may be taken as

Coss sectional area of pile toe in cm2

Stem diameter in cm

Effective unit weight of soil at pile toe in kg/cm3

Effective over burden pressure at pile toe in kg/cm3

Bearing capacity factors

Coefficient of earth pressure

Angle of wall friction between pile and soil

Surface area of pile in cm2

Coss sectional area of pile toe in cm2

ApNcCp αCAs

Total

Ap(0.5DCNc + PD N q) KPpitanδAsi

End

0

49.480

Page 11

1.2Dia Pile

COCHIN PROJECT

Determination of pile capacity

Considering the nature of subsoil and type of foundation to be constructed at the site deep foundation in the form of pile

EGL = 0.00 m

Founding Depth = -30.00 m (bgl)

Cut off level = 5.00 m (bgl)

Effective length of pile shaft = 28.00 m

PILES IN GRANULAR SOILS

The ultimate bearing capacity (Qu) of piles in granular soil is given by the following formula:

D

Qu = Ap(0.5DCNr + PD N q) + ∑KPpitanδAsi [Cl. No.5.3.1.1 IS:2911(Part1/Sec2)-1979]

i=1

Where Ap = 1.13 mm2

D = 1.2 m

C = 0.85

Pd =

Nq, Nc =

K =

δ =

Asi =

PILES IN COHESIVE SOILS

The ultimate bearing capacity of piles ( Q.) in cohesive soil is given by the following formula:

Qu = AP NC. Cp + α C As

Where Ap =

NC = Bearing capacity factor usually taken as 9,

Cp = Average cohesion at pile tip in kg/cmz,

α = reduction factor,

Sub-soil Properties

Depth(m)

Effective

depth(m)

Cohesion

t/m2

Angle of

internal

friction

Submerged

Density t/m3

Nq NcN value

0.0 0-5 0.0 0.00 0 0.800 10 9 0

5.0 5-7 2.0 0.00 0 0.850 10 9 1

7.0 7-31.8 24.8 0.50 0 0.850 10 9 3

31.8 31.8-35.5 3.7 7.00 0 0.850 10 9 27

35.5 Total 30.50

Dia of the pile = 1.2 m

K = 1

Cross sectional area of the pile = = 1.131 m2

α = 0.3

Pile capacity

For Clay layer

For Sand layer

0-5 5-7 7-31.8 31.8-35.5

For Sand layer 0 0 0 0 0.00

For Clay layer 0.00 0.00 14.02 29.29 114.57

Total 114.57

Safe axial load carrying capacity of pile = 45.83 Ton

Based on the above calculation it is suggested that,

Safe axial load carrying capacity may be taken as

Total

Ap(0.5DCNc + PD N q) KPpitanδAsi

End

0

71.251

Angle of wall friction between pile and soil

Surface area of pile in cm2

Coss sectional area of pile toe in cm2

ApNcCp αCAs

Coss sectional area of pile toe in cm2

Stem diameter in cm

Effective unit weight of soil at pile toe in kg/cm3

Effective over burden pressure at pile toe in kg/cm3

Bearing capacity factors

Coefficient of earth pressure

Page 12

Summary of load analysis

Load on each wheel = 15 t

Impact facor = 18.8 % Reference taken from BEHP project

Load on each wheel 17.70 t

RC Beam Size = 0.4 x 0.3 m

load UDL of RC beam 0.30 kN/m

Load of ISMB is not taken because RC beam weight is critical load case

Axial Load on Pile LL case

1 2 50.27 17.62 21.930

2 2.5 72.88 21.44 26.756

3 3 109.10 24.37 29.560

4 3.2 119.70 25.70 30.201

5 3.5 134.72 26.30 30.941

6 4 164.78 27.64 32.053

7 4.5 193.90 28.67 32.822

8 5 221.80 29.57 33.381

9 5.5 255.15 30.40 33.831

10 6 283.41 31.18 34.801

Axial Load on Pile DL case

1 2 1.17 0.35 0.651

2 2.5 1.85 0.44 0.851

3 3 2.67 0.52 0.979

4 3.2 3.04 0.56 1.045

5 3.5 3.64 0.61 1.143

6 4 4.76 0.70 1.307

7 4.5 6.03 0.79 1.471

8 5 7.45 0.87 1.634

9 5.5 9.02 0.96 1.798

10 6 10.74 1.05 1.960

Total Load summary

0.6 0.75 0.8 0.9 1.0 1.2

1 2 51.45 17.96 22.581

2 2.5 74.72 21.87 27.607

3 3 111.77 24.90 30.539

4 3.2 122.73 26.26 31.246

5 3.5 138.36 26.91 32.084

6 4 169.54 28.34 33.360

7 4.5 199.93 29.46 34.293

8 5 229.25 30.44 35.015

9 5.5 264.17 31.36 35.629

10 6 294.16 32.23 36.761

Sl No Spacing

m

BM

kN-m

Shear

MT

Suuport

reaction

MT

Shear

MT

Suuport

reaction

MT

Sl No Spacing

m

BM

kN-m

Shear

MT

Suuport

reaction

Sl No Spacing

m

BM

kN-m

24.8 29.37

Max capacity of pile

34.23 45.8316 22.24

PROJECT : NEW CONNECTIVITY TO COCHIN PORT

Due to LL

Max BM = 11.90 t-m

Max SF = 25.70 t

Max Reacion = 30.20 t

Due To DL

Max BM = 0.55 t-m

Max SF = 0.49 t

Max Reacion = 0.82 t

Total BM & SF

Max BM = 12.45 t-m

Max SF = 26.19 t

Max Reacion = 31.02 t

Steel grade = Fe250

Try ISMB 600 500

A= 156.21 A= 110.74

D = 600 mm D = 500

Fw = 210 mm Fw = 180

Tf = 20.8 mm Tf = 17.20

Tw = 12 mm Tw = 10.20

Ixx = 91813 cm4 Ixx = 45218.30

ryy = 4.12 mm ryy = 3.52

Zxx = 3060.4 cm3 Zxx = 1808.70

σac = 40.69 N/mm2 Permissible σac = 68.86 N/mm2

Permissible σac = 165.00 N/mm2 Permissible σac = 165.00 N/mm2

Safe Safe

Shear calcullationV = 25.7 t V = 25.7 t

τvcal = 35.69 N/mm2 τvcal = 50.39 N/mm2

Permissibel Tva= 100 N/mm2 Permissibel Tva= 100 N/mm2

Safe Safe

Span = 3.2

Allowablw deflection = 9.8

Deflection from Staad = 6.74 mm

Safe

450

A= 92.27

D = 450

Fw = 150

Tf = 17.4

Tw = 9.4

Ixx = 30390.8

ryy = 3.01

Zxx = 1350.7

Permissible σac = 92.20 N/mm2

Permissible σac = 165.00 N/mm2

Safe

V = 25.7 t

τvcal = 60.76 N/mm2

Permissibel Tva= 100 N/mm2

Safe

PROJECT : NEW CONNECTIVITY TO COCHIN PORT

Due to LL

Max BM = 28.30 t-m

Max SF = 31.18 t

Max Reacion = 34.801 t

Due To DL

Max BM = 1 t-m

Max SF = 1.05 t

Max Reacion = 1.96 t

Total BM & SF

Max BM = 29.30 t-m

Max SF = 32.23 t

Max Reacion = 36.76 t

Steel grade = Fe250

Try ISMB 600 500

Wight = Wight =

A= 156.21 A= 110.74

D = 600 mm D = 500

Fw = 210 mm Fw = 180

Tf = 20.8 mm Tf = 17.2

Tw = 12 mm Tw = 10.2

Ixx = 91813 cm4 Ixx = 45218.3

ryy = 4.12 mm ryy = 3.52

Zxx = 3060.4 cm3 Zxx = 1808.7

σac = 95.74 N/mm2 Permissible σac = 161.99 N/mm2

Permissible σac = 165.00 N/mm2 Permissible σac = 165.00 N/mm2

Safe Safe

Shear calcullationV = 31.18 t V = 31.18 t

τvcal = 43.31 N/mm2 τvcal = 61.14 N/mm2

Permissibel Tva= 100 N/mm2 Permissibel Tva= 100 N/mm2

Safe Safe

Span = 6

Allowablw deflection = 18.5

Deflection from Staad = 26.309 mm

Unsafe

450

Wight =

A= 92.27

D = 450

Fw = 150

Tf = 17.4

Tw = 9.4

Ixx = 30390.8

ryy = 3.01

Zxx = 1350.7

Permissible σac = 216.92 N/mm2

Permissible σac = 165.00 N/mm2

Unsafe

V = 31.18 t

τvcal = 73.71 N/mm2

Permissibel Tva= 100 N/mm2

Safe