AHCEPL

PROJECT: Node No Lc-9 pile No column No

URVI ENTERPRISES 12 DL+LL P1 C1
TITLE: DESIGN OF PILE CAP

PILE CAP
I.LOAD DATA:
Unfactored forces
Max. axial load (Po) = 27.00 Ton
Max. Moment(Mx) = 0.00 T-m x
Max. Moment(My) = 0.00 T-m
Max.thrust (Fx) = 3.45 Ton y
Max.thrust (Fy) = 0.00 Ton

L1 = 2100.00
1500
II.MATERIAL DATA:

Grade of Concrete M 25 B1 1200

Grade of Steel Fe 415 600.00

III.FOUNDATION DATA :

CAPACITY OF PILE:
Dp (Dia of Piles) 300.00 500 dia 550 dia 600 dia
Axial Compression(Ton) = 16.62 NA NA NA
Shear (Ton)= 2.40 - - -

IV.GEOMETRY:
Pedestal
Depth of column/Pedestal (l2) = 600 mm
Width of column/Pedestal (b2) = 300 mm
Considering 300 dia piles
Capacity of pile = 16.62 Ton
Total load on each pile = 13.50 Ton
No. of piles provided = 2 Nos

Min c/c spacing of piles = 5.00 times the dia of pile

There fore c/c of piles req. = 1500 mm
User prefered spacing of piles (L) = 1500 mm
User prefered spacing of piles (B) = 600
Length of Pile cap required= 2100 mm
Width of pile cap required = 1200 mm

There fore Length(L1) of cap provided 2100 mm

Width(B1) of cap provided 1200 mm

Calculation of depth from

punching shear consideration :

Vertical rection of pile V= 27.00 Ton

ks= 1.00
Perimeter of the column p= 1800.00 mm
Depth required as per d = V/(ks*p*0.25*sqrt fck)
Depth required as per d = 176.6 mm

Assummed depth of pile cap D= 500 mm

PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE

TITLE: DESIGN OF PILE CAP(cont..)

CHECH FOR LOAD ON PILE
Axial load on each Pile P1= 13.50 Ton
Weight of Pile cap and Earth = 8.19 Ton
Additional load on each Pile Σy2 = 0.00 mm
due to Pile cap & Earth P2= 4.10 Ton Σx2= 1125000 mm
Load due to moment Mx & My P3= 0.00 Ton
Total axial load on each pile
P= (P1+P2+P3) = 17.60 Ton (Compression)
> 16.62 Ton
Shear on each Pile = 1.73 Ton < 2.40 Ton
(NOT O.K)
V.REINFORCEMENT:
column/pedestal pile cap

500

300
A)MAIN REIFORCEMENT(BOTTOM) dia piles
1)Bending Theory:

Max. moment about X-X = 0.00 Ton-m

Max. moment about Y-Y = 7.92 Ton-m 1*(load/pile)*(B/2-b2/2)
Dia of main reinforcement = 12 mm
Dia of reinforcement (sec) = 12 mm
Clear cover = 75 mm
Effective depth available = 407.00 mm

Factored moment Mx = 0.00 Ton-m

Factored moment My = 11.88 Ton-m
Design B.M. Value = 11.88 Ton-m
Area of steel required Ast= 815.89 sq.mm
Area of steel required/m Ast/m= 679.91 sq.mm (Total Ast/ B1)
Minimum steeel as per
IS 456-2000 0.120 %
Area of steel required/m Ast= 815.89 sq.mm

Required spacing of 12 dia bars @ 138.64

However provide 12 dia bars @ 125 mm c/c
Area of steel provided Astp= 904.90 sq.mm safe

PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE

TITLE: DESIGN OF PILE CAP(cont..)

VI.CHECK FOR SHEAR:

Percentage of steel provided pt= 0.222

b value(0.8fck/6.89pt) b= 13.06 av
PermissibleShear stress tc= 0.347 N/sq.mm 10.000 m
of the section
1)One-way shear beta=0.8*fck/(6.89*pt)
Tc=(0.85*(sqrt(0.8*fck))*((sqrt(1+5beta)-1))/(6*beta)
V =1*(load/pile) = 17.60 Tons
tv= V*1.5*9.81/(B1*d)
Nominal shear stress tv= 0.530 N/sq.mm unsafe provide shear reinf
Vus= 89.662 kN
dia of str= 10 mm
spacing reqd for 2 Leg Sv= 514.61 mm
Sv provided= 500.00 mm (O.K)

2)Two-way shear

Vertical rection of pile V= 27.00 Ton 300

po= 3428.00
Perimeter of the column p= 1800.00 mm 600
tv= V/(po*d)
Shear stress tv= 0.285 N/sq.mm
tc= 0.25*(sqrt(fck))
Permissible shear stress ktc= 1.250 N/sq.mm

> 0.285 N/sq.mm

(O.K)

Summary:
Provide Pile cap of Dimension 2.10 1.20 0.50
Provide 12 dia bars @ 125.00

PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE

TITLE: DESIGN OF PILE

Dia of Pile: 300.00 mm

Vertical Load 17.60 Ton say 17.70 Ton

Lateral load 1.73 Ton say 1.80 Ton

< 2.40
(O.K)
Grade of Concrete M 25.00 N/sq.mm
Grade of Steel Fe 415 N/sq.mm
Dia of Reinforcement for pile 12 mm

L1= 0 mm

Assuming the pile as fixed head pile as per I.S:2911(pasrt1/sec2)-1979

Fig. 2, Page No. 3 of Amendment No. 3)

Lf/T = 2.1

T=
¿
√ ¿ 5 ¿¿
Clause C-1.2 Page no. 2 of
Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

E= 25000.00 N/sq.mm

I= 397.66 X 10 6 mm 4

K1 = 0.04 kg/sq.cm K1 = 0.04 for normally loaded clay

Page no. 4 of Amendment No.3 of
T= 1473.28 mm I.S:2911(part1/sec2)-1979

Lf = 3093.89 mm

Deflection of Pile Head = Q(L1+Lf)3/(12*E*I)

Clause C-1.3 Page no. 3 of
Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

d= 4.38 mm
< 15.00 mm
(O.K)

PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE

TITLE: DESIGN OF PILE

Design for Compression and bending

Bending Moment m* Mf = (m*Q*Lf)/2 Clause C-2.1 Page no. 3 of

Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

m= 0.82
Fig. 3B Page no. 4 of
Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

B.M. = 2.283 Ton-m

Pu/fck*D2 = 0.12

Mu/fckD3 = 0.05
d' = 56.00 d'/D = 0.19

Refering Chart 58 0f sp:16

p/fck = 0.00

pt = 0.00 < 0.40 %

Ast = 282.78 mm2

No of 12 dia bars required are 2.50

Provide 6 No of 12 dia bars

Provide Tor 8 ties at 200 c/c
 R0
SHEET No.
1
REMARKS/Referances

From STAAD
ANALYSIS

IS:2911(Part 3)-1980
Table 1 & cl B-1.5 (N<2)
Appendix B
L=3

IS:2911(Part 3)-1980
cl:5.2.7.2
 SHEET No.
2

REMARKS/Referances

L*B*D*2.5+L*B*D*1.0

(Mx/(3*B*1))+(My/L*2)
 SHEET No.
3

REMARKS/Referances

beta=0.8*fck/(6.89*pt)
k))*((sqrt(1+5beta)-1))/(6*beta)

provide shear reinf

d/2= 203.50 mm critical section (cs)

a= 953.50 mm cs from face of pedestal
sp+dp/2= 1650.00 mm max
sp-dp/2= 1350.00 mm min
x= 696.50 mm value bet min & max
factor= 2.32 if factor<1 then multiply with shear force

SHEET No.
4
REMARKS/Referances

SHEET No.

REMARKS/Referances
 Cl 5.2.2.1
IS2911(part3)
AHCEPL R0
PROJECT: Node No Lc-9 pile No column No SHEET No.
urvi enterprises 11 DL+LL PF1 C5 1

TITLE: DESIGN OF PILE CAP& PILE REMARKS/Referances

I.LOAD DATA:
Unfactored forces
Max. axial load (Po) = 20.00 Ton From STAAD
Max. Moment(Mx) = 0.00 T-m X ANALYSIS
Max. Moment(My) = 0.00 T-m
Max.thrust (Hx) = 1.84 Ton Y
Max.thrust (Hy) = 0.00 Ton

600
II.MATERIAL DATA:
867.00 1500.00 1800.00
Grade of Concrete M 20 300.00
Grade of Concrete Fe 415 433.00 600.00

III.FOUNDATION DATA: 600.00 1500.00

1900.00

Dp (Dia of Piles) 300 dia 500 dia 450 dia 375 dia IS:2911(Part 3)-1980
Axial capacity of Pile(Ton) = 16.35 47.25 40.98 32.40 Table 1 & cl B-1.5 (N<2)
Lateral capacity of Pile(Ton)= 2.40 5.40 4.80 3.60 Appendix B
L=3
IV.GEOMETRY:

Depth of column/Pedestal (l2) = 300 mm

Width of column/Pedestal (b2) = 600 mm
Considering dia of piles = 300 dia piles
Capacity of pile = 16.35 Ton
No. of Piles requred = 1.22
No. of piles provided = 3

Min c/c spacing of piles = 5.00 times the dia of pile IS:2911(Part 3)-1980
There fore c/c of piles req. = 1500 mm cl:5.2.7.2
User prefered spacing of piles (L) = 1500 mm
User prefered spacing of piles (B) = 1500
Length of Pile cap required= 1900 mm
Width of pile cap required = 1800 mm

Calculation of depth from

punching shear consideration :

Vertical rection of pile V= 20.00 Ton

ks= 1.00
Perimeter of the column/pedesta p= 1800.00 mm
Depth required as per d = V/(p*ks*0.25*sqrt(fck))
Depth required as per d = 146.239 mm
PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE SHEET No.
2

TITLE: DESIGN OF PILE CAP(cont..) REMARKS/Referances

Assummed depth of pile cap D= 600 mm D >(2*Dp+100)

Weight of Pile cap and earth w1= 18.81 Ton L*B*D*2.5+L*B*D*2.0

Additional load on each pile Σy2 = 1126667.0 mm
due to moment My and Mx w2= 0.00 Ton Σx2= 1125000.0 mm (Mx/(Σy2)*y)+(My/Σx2)*x

Total axial load on each pile P= 12.94 Ton

< 16.35 Ton safe
V.REINFORCEMENT:
column/pedestal pile cap

600

300
A)MAIN REIFORCEMENT(BOTTOM) dia piles
1)Bending Theory:

Max. moment about Y-Y = 7.72 Ton-m 1*(load/pile)*(sp-l2/2+dp/10)

Max. moment about X-X = 4.22 Ton-m 2*(load/pile)*(sp-l2/2+dp/10)
Dia of main reinforcement = 16 mm
Dia of reinforcement (sec) = 16 mm
Clear cover = 75 mm
Effective depth available = 501.00 mm

Factored moment = 11.58 Ton-m

Area of steel required Ast= 637.96 sq.mm/m

Ptmin = 0.120 %
Ast min = 1296.0 sq.mm/m
Ast reqd= 1296.00 sq.mm/m
Ast/m width= 720.00 sq.mm/m

Required Spacing of 16 dia bars @ 279.29 sq.mm

However provide 16 dia bars @ 200 mm c/c
Area of steel provided Ast= 1005.44 sq.mm SAFE
PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE SHEET No.
3

TITLE: DESIGN OF PILE CAP(cont..) REMARKS/Referances

VI.CHECK FOR SHEAR:

Percentage of steel provided pt= 0.201

b value(0.8fck/6.89pt) b= 11.57 av
PermissibleShear stress tc= 0.327 N/sq.mm 8.000 m
of the section
1)One-way shear beta=0.8*fck/(6.89*pt)
Tc=(0.85*(sqrt(0.8*fck))*((sqrt(1+5beta)-1))/(6*beta)
V =1*(load/pile) = 12.94 Tons
tv= V*9.81*1000/(B1*d)
Nominal shear stress tv=0.211 N/sq.mm safe hence shear reinf is not reqd
Vus= -104.28 kN
dia of str= 8 mm
spacing reqd for 4 Leg Sv= -348.584 mm
Sv provided= 600.00 mm (NOT O.K)

2)Two-way shear

Vertical rection of pile V= 20.00 Ton

po= 3804.00
Perimeter of the column p= 1800.00 mm
tv= V/(po*d)
Shear stress tv= 0.154 N/sq.mm
tc= 0.25*(sqrt(fck))
Permissible shear stress ktc= 1.118 N/sq.mm > 0.154 N/sq.mm
(O.K)

Summary:
Provide Pile cap of Dimension 1.90 1.80 0.60
Provide 16 dia bars @ 200.00

PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE SHEET No.

4

TITLE: DESIGN OF PILE REMARKS/Referances

Dia of Pile: 300.00 mm

Vertical Load 12.94 Ton say 13.00 Ton

Lateral load 0.61 Ton say 1.00 Ton

< 2.40
(O.K)
Grade of Concrete M 20.00 N/sq.mm
Grade of Concrete Fe 415 N/sq.mm
Dia of Reinforcement for pile 12 mm

L1= 0 mm

Assuming the pile as fixed head pile as per I.S:2911(pasrt1/sec2)-1979

Fig. 2, Page No. 3 of Amendment No. 3)

Lf/T = 2.1

T=
¿
√¿ 5 ¿ ¿
Clause C-1.2 Page no. 2 of
Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

E= 22360.68 N/sq.mm

I= 397.66 X 10 6 mm 4

K1 = 0.04 kg/cm3 K1 = 0.04 for normally loaded clay Page no. 4

of Amendment No.3 of I.S:2911(part1/sec2)-
T= 1866.61 mm 1979

Lf = 3919.88 mm

Deflection of Pile Head = Q(L1+Lf)3/(12*E*I)

Clause C-1.3 Page no. 3 of
Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

d= 5.54 mm

PROJECT: DESIGNED BY CHECKED BY APPROVED BY DATE SHEET No.

5

TITLE: DESIGN OF PILE REMARKS/Referances

Design for Compression and bending

Bending Moment m* Mf = (m*Q*Lf)/2 Clause C-2.1 Page no. 3 of

Amendment No.3 of
I.S:2911(pasrt1/sec2)-1979

m= 0.82
Fig. 3B Page no. 4 of Amendment
No.3 of I.S:2911(pasrt1/sec2)-1979

B.M. = 1.607 Ton-m

Pu/fck*D2 = 0.106
 Mu/fckD3 = 0.044
d' = 87.50 d'/D = 0.29

Refering Chart 58 0f sp:16

p/fck = 0.00

pt = 0.00 Ptmin 0.40 % Cl 5.2.2.1

IS2911(part3)
Ast = 282.78 mm2

No of 12 dia bars required are 2.50

Provide 6 No of 12 dia bars

Provide Tor 8 ties at 200 c/c
 d/2= 250.50 mm critical section (cs)
a= 1000.50 mm cs from face of pedestal
sp+dp/2= 1650.00 mm max
sp-dp/2= 1350.00 mm min
x= 649.50 mm value bet min & max
factor= 2.17 if factor<1 then multiply with shear force