pile-design.xls

LARSEN & TOUBRO LIMITED

PROJECT:

IOCL-PANIPAT EXPANSION PROJECT(EPCC-V)

8/Feb/17

500 Dia Driven Cast-in-situ Pile

STRUCTURE: KKG 1

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) 3.50 MT

Length of Fixity 5.37 m

Length of Pile above GL 0.00 m Total Moment Capacity of Pile

9.40 T.m

Actual Moment Capacity of Pile

Moment Correction Factor m = 0.82 ( As per IS 2911 (I - Sec 2 ) - 1979)

7.706 T.m Grade of Concrete M 35 35.0 N/mm2

Grade of Steel = Fe415

Nominal Cover d' = 75.0 mm Main Reinforcement: = 0.120 = 0.0264 d' / D = 0.15 From Chart 57 of SP 16 = 0.011 Percentage of Steel p = 0.39

* Area of Steel Required 7.559 Q_g = L_f = L₁ = M_f = Q_g x (L_f + L₁)/2 M_f = M_a = M_f x m M_a = F_ck = P_u / F_ckB D M_u / F_ckB D2 p / F_ck A_sc = Cm2

500 Dia Driven Cast-in-situ Pile

STRUCTURE: KKG 2

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 )

Assume 1.5

Cross Sectional Area of Pile 196349.5 0.0262 0.0336

d' / D = 0.15

From Chart 2.1-F3 Pg 338:- 0.200 But

* Area of Steel Required

33.12

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 c) Least Lateral dimension of pile = 500 mm

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

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LARSEN & TOUBRO LIMITED

PROJECT:

EIRP FOR IOCL AT PARADIP

8/Feb/17

1000 DIA BCIS VETICAL LOAD TEST PILE

STRUCTURE: KBR 1

STRUCTURAL DESIGN PILE:

VERTICAL LOAD TEST PILE:

Diameter Pile D = 1000.0 mm

Design Load ( Vertical) P = 225.0 MT

Test Load 2 x P MT

450.0 MT

Grade of Concrete M 20 20.0 N/mm2

Grade of Steel = Fe415

Nominal Cover d' = 75.0 mm

Main Reinforcement:

= 0.225 = 0.0

d' / D = 0.075

From Chart 55 & 56 of SP 16 = 0.000

Percentage of Steel p = 0.000

* Area of Steel Required 0.000

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

c) Least Lateral dimension of pile = 1000 mm

Provide 8 tor ties at a spacing of 300mm c/c P_u = P_u = F_ck = P_u / F_ckB D M_u / F_ckB D2 p / F_ck A_sc = Cm2

LARSEN & TOUBRO LIMITED

PROJECT:

EIRP FOR IOCL AT PARADIP

8/Feb/17

1000 DIA BCIS LATERAL LOAD TEST PILE

STRUCTURE: KBR 1

STRUCTURAL DESIGN OF PILE:

HORIZONTAL LOAD TEST PILE:

Diameter Pile D = 1000.0 mm

Design Load ( Horizontal) 4.50 MT (Free Head)

Test Load

9.00 MT

Length of Fixity 7.15 m (Free Head)

Length of Pile above GL 0.00 m

Total Moment Capacity of Pile

64.350 T.m

Grade of Concrete M 20 20.0 N/mm2

Grade of Steel = Fe415

Nominal Cover d' = 75.0 mm

Main Reinforcement:

= 0.00 = 0.032

d' / D = 0.075

From Chart 55 & 56 of SP 16 = 0.030

Percentage of Steel p = 0.60

* Area of Steel Required 47.124

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

c) Least Lateral dimension of pile = 1000 mm

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

Q_g = Q_gu = 2 x Q_g Q_gu = L_f = L₁ = M_f = Q_gu x (L_f + L₁) M_f = F_ck = P_u / F_ckB D M_u / F_ckB D2 p / F_ck A_sc = Cm2

1000 DIA BCIS TENSION TEST PILE

STRUCTURE: kbr 1

STRUCTURAL DESIGN OF PILE:

TENSION LOAD TEST PILE:

Diameter Pile D = 1000.0 mm

Design Load ( Tension) T = 45.0 MT

Test Load 2 x T

90.0 MT

Grade of Concrete M 20 20.0 N/mm2

Grade of Steel = Fe415

Nominal Cover d' = 75.0 mm

Main Reinforcement:

Area of Steel Required

Allowable tensile stress 230.0

39.130

Hence Provide 13 - 20 tor bars as main reinforcement .

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

c) Least Lateral dimension of pile = 1000 mm

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

T_u = T_u = F_ck = A_st = T_u / f_t f_t = N/mm2 A_st = Cm2

LARSEN & TOUBRO LIMITED

PROJECT:

IOCL-PANIPAT EXPANSION PROJECT(EPCC-V)

8/Feb/17

450 Dia Driven Cast-in-situ Pile

STRUCTURE: KKG 1

DETERMINATION OF LENGTH OF FIXITY (For Fixed Head Pile)

Diameter of Pile D= 500.0 mm

Grade of Concret M20 Fck= 35.00

E= 5000xsqrt( Fck) E= 295804

Moment of Inertia of Pile I= 306796

Length of Pile above GL 0.00 m

Safe Horizontal Capacity of Pile 3.50 MT

Lateral Deflection of Pile @ GL

Y=

12 x E x I

Allowable Deflection Y= 5.00 mm

Length of Fixity

537.49 Cm

Length of Fixity of Fixed head Pile 5.37 m

DESIGNE D N/mm2 N/mm2 Kg/Cm2 Cm4 L₁= Q_g= Q_g x (L₁ + L_f )3 L_f = ((Y x 12 x E x I) / Q_g)1/3 _{- L} 1 L_f = L_f =

450 Dia Driven Cast-in-situ Pile

STRUCTURE: KKG 1

DETERMINATION OF LENGTH OF FIXITY (For Fixed Head Pile)

Diameter of Pile D= 0.0 mm

Grade of Concret M20 Fck= 20.00

E= 5000x10 x Fck E= 223607

Moment of Inertia of Pile I= 0

Length of Pile above GL 0.00 m

Safe Horizontal Capacity of Pile 2.50 MT

Lateral Deflection of Pile @ GL

Y=

3 x E x I

Allowable Deflection Y= 5.00 mm

Length of Fixity

0.00 Cm

Length of Fixity of Fixed head Pile 0.00 m

D N/mm2 Kg/Cm2 Kg/Cm2 Cm4 L₁= Q_g= Q_g x (L₁ + L_f )3 L_f = ((Y x 3 x E x I) / Q_g)1/3 _{- L} 1 L_f = L_f =

LARSEN & TOUBRO LIMITED

PROJECT: DOCUMENT NO. DATE

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