pile-design.xls

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

DOCUMENT NO.

IOCL-PANIPAT EXPANSION PROJECT(EPCC-V)

STRUCTURE:

8/Feb/17 DESIGNED CHECKED

500 Dia Driven Cast-in-situ Pile

KKG

STRUCTURAL DESIGN OF WORKING PILE (FIXED HEAD)

1. DESIGN FOR VERTICAL LOAD WITH BENDING:

Diameter Pile

D=

500.0

mm

Design Load ( Vertical)

P=

70.0

MT

Design Load ( Horizontal)

Qg =

3.50

MT

Length of Fixity

Lf =

5.37

m

Length of Pile above GL

L1 =

0.00

m

Total Moment Capacity of Pile

Mf = Qg x (Lf + L1)/2 Mf =

9.40

Actual Moment Capacity of Pile

Ma = Mf x m

Moment Correction Factor

m =

T.m

0.82

( As per IS 2911 (I - Sec 2 ) - 1979)

Grade of Concrete

M 35

Ma = 7.706

T.m

Fck =

N/mm2

Grade of Steel

=

Nominal Cover

d' =

35.0 Fe415 75.0

mm

Main Reinforcement:

Pu / FckB D Mu / FckB D

= 0.120 2

= 0.0264

d' / D From Chart 57 of SP 16 Percentage of Steel

* Area of Steel Required

= 0.15 p / Fck

= 0.011 p = 0.39

Asc = 7.559

Cm2

DATE

PAGE 1

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

IOCL-PANIPAT EXPANSION PROJECT(EPCC-V)

DOCUMENT NO.

DATE 8/Feb/17

DESIGNED CHECKED

500 Dia Driven Cast-in-situ Pile

STRUCTURE:

KKG

2. DESIGN FOR TENSION WITH BENDING:

Design Tension Capacity

N = 12.0

MT

Actual Moment Capacity of Pile

M = 7.71

T.m

Main Reinforcement: ( As per "HAND BOOK FOR LSD OF REINFORCED CONCRETE MEMBERS" By V. K. GHANEKAR & J. P. JAIN )

= (c /1.5) x (Nu / Fck.Ac) = (c /1.5) x (Mu / Fck.Ac.D) Assume

c = 1.5

Cross Sectional Area of Pile

Ac= 196349.5 mm2

= 0.0262 = 0.0336 d' / D

= 0.15

= 0.200 = (c /1.5) x (Atot * Fy / Fck.Ac)

From Chart 2.1-F3 Pg 338:But

Atot = x Ac x Fck / ((c / 1.5) * Fy)

* Area of Steel Required

Atot = 33.12

Cm2

Hence Provide 11 - 20 tor bars as main reinforcement .

Lateral Ties: Provide 8 tor ties at a spacing of least of the following: a) 16 times the dia of main bar

=16 x 20

=

320

mm

b) 48 times the dia of lateral tie

= 48 x 8

=

384

mm

=

500

mm

c) Least Lateral dimension of pile

Provide 8 tor ties at a spacing of 300mm c/c

PAGE 2

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

DOCUMENT NO.

EIRP FOR IOCL AT PARADIP

STRUCTURE:

8/Feb/17 DESIGNED

1000 DIA BCIS VETICAL LOAD TEST PILE

KBR

STRUCTURAL DESIGN PILE:

VERTICAL LOAD TEST PILE:

Diameter Pile

D = 1000.0 mm

Design Load ( Vertical)

P=

225.0

MT

Pu =

2xP

MT

Pu =

450.0

MT

Fck =

20.0

N/mm2

Test Load

Grade of Concrete

M 20

Grade of Steel

=

Nominal Cover

d' =

Fe415 75.0

mm

Main Reinforcement:

Pu / FckB D

= 0.225

Mu / FckB D2

= 0.0

d' / D

= 0.075

From Chart 55 & 56 of SP 16

p / Fck

Percentage of Steel

= 0.000 p = 0.000 Asc = 0.000

* Area of Steel Required

Cm2

Provide 12- 20 tor bars as main reinforcement (minimum)

Lateral Ties:

Provide 8 tor ties at a spacing of least of the following: a) 16 times the dia of main bar

=16 x 20

=

320

mm

b) 48 times the dia of lateral tie

= 48 x 8

=

384

mm

=

1000

mm

c) Least Lateral dimension of pile

DATE

Provide 8 tor ties at a spacing of 300mm c/c

CHECKED

PAGE 1

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

STRUCTURE:

DOCUMENT NO.

EIRP FOR IOCL AT PARADIP

8/Feb/17 DESIGNED CHECKED

1000 DIA BCIS LATERAL LOAD TEST PILE

KBR

STRUCTURAL DESIGN OF PILE:

HORIZONTAL LOAD TEST PILE: Diameter Pile

D = 1000.0 mm Qg =

4.50

Qgu =

2 x Qg

Qgu =

9.00

MT

Length of Fixity

Lf =

7.15

m

Length of Pile above GL

L1 =

0.00

m

Total Moment Capacity of Pile

Mf = Qgu x (Lf + L1)

Design Load ( Horizontal) Test Load

MT

(Free Head)

(Free Head)

Mf = 64.350 T.m Grade of Concrete

M 20

Fck =

Grade of Steel

=

Nominal Cover

d' =

20.0

N/mm2

Fe415 75.0

mm

Main Reinforcement: Pu / FckB D

= 0.00

Mu / FckB D2

= 0.032

d' / D

= 0.075

From Chart 55 & 56 of SP 16

p / Fck

= 0.030

Percentage of Steel

p = 0.60 Asc = 47.124

* Area of Steel Required

Cm2

Provide 6 - 25 + 6 - 20 tor bars as main reinforcement .

Lateral Ties: Provide 8 tor ties at a spacing of least of the following: a) 16 times the dia of main bar

=16 x 20

=

320

mm

b) 48 times the dia of lateral tie

= 48 x 8

=

384

mm

=

1000

mm

c) Least Lateral dimension of pile Provide 8 tor ties at a spacing of 300mm c/c

DATE

PAGE 1

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

DOCUMENT NO.

EIRP FOR IOCL AT PARADIP

8/Feb/17 DESIGNED

1000 DIA BCIS TENSION TEST PILE

STRUCTURE:

CHECKED

kbr

STRUCTURAL DESIGN OF PILE:

TENSION LOAD TEST PILE:

Diameter Pile

D = 1000.0 mm

Design Load ( Tension)

T=

45.0

Tu =

2xT

Tu =

90.0

MT

Fck =

20.0

N/mm2

Test Load

Grade of Concrete

M 20

Grade of Steel

=

Nominal Cover

d' =

MT

Fe415 75.0

mm

Main Reinforcement:

Ast =

Area of Steel Required

Tu / f t

ft = 230.0

Allowable tensile stress

Ast = 39.130

N/mm2 Cm2

Hence Provide 13 - 20 tor bars as main reinforcement . Lateral Ties:

Provide 8 tor ties at a spacing of least of the following: a) 16 times the dia of main bar

=16 x 20

=

320

mm

b) 48 times the dia of lateral tie

= 48 x 8

=

384

mm

=

1000

mm

c) Least Lateral dimension of pile

DATE

Provide 8 tor ties at a spacing of 300mm c/c

PAGE 1

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

STRUCTURE:

IOCL-PANIPAT EXPANSION PROJECT(EPCC-V)

Diameter of Pile Grade of Concret

M20

(For Fixed Head Pile)

500.0

mm

Fck=

35.00

N/mm2

E= 5000xsqrt( Fck)

N/mm2

E= 295804 Kg/Cm2 Moment of Inertia of Pile

I= 306796 Cm4

Length of Pile above GL

L1= 0.00

m

Safe Horizontal Capacity of Pile

Qg= 3.50

MT

Lateral Deflection of Pile @ GL

Y=

Qg x (L1 + Lf )3 12 x E x I

Allowable Deflection

Y= 5.00

Length of Fixity

Lf = ((Y x 12 x E x I) / Qg)1/3 - L1

Length of Fixity of Fixed head Pile

CHECKED

KKG

D=

mm

Lf = 537.49

Cm

Lf = 5.37

m

DATE 8/Feb/17

DESIGNE D

450 Dia Driven Cast-in-situ Pile

DETERMINATION OF LENGTH OF FIXITY

DOCUMENT NO.

PAGE 1

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

STRUCTURE:

IOCL-PANIPAT EXPANSION PROJECT(EPCC-V)

Grade of Concret

(For Fixed Head Pile)

D= M20

Fck=

0.0

mm

20.00

N/mm2

E= 5000x10 x Fck

Kg/Cm2

E= 223607 Kg/Cm2 Moment of Inertia of Pile

I=

0

Cm4

Length of Pile above GL

L1= 0.00

m

Safe Horizontal Capacity of Pile

Qg= 2.50

MT

Lateral Deflection of Pile @ GL

Y=

Qg x (L1 + Lf )3 3xExI

Allowable Deflection

Y= 5.00

Length of Fixity

Lf = ((Y x 3 x E x I) / Qg)1/3 - L1

Length of Fixity of Fixed head Pile

CHECKED

KKG

DETERMINATION OF LENGTH OF FIXITY

mm

Lf = 0.00

Cm

Lf = 0.00

m

DATE 8/Feb/17

DESIGNE D

450 Dia Driven Cast-in-situ Pile

Diameter of Pile

DOCUMENT NO.

PAGE 1

LARSEN & TOUBRO LIMITED CONSTRUCTION GROUP PROJECT:

DOCUMENT NO. DESIGNED

STRUCTURE:

DATE CHECKED

PAGE