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DGHDG

The document summarizes the design of a 3-pile group foundation with the following key details: - The piles are 1000mm diameter and spaced 3000mm apart. - The minimum pile cap depth is calculated as 3600mm. - Reinforcement requirements are calculated for tension forces parallel to the X and Y axes. The required reinforcement is less than the minimum amounts. - Shear stresses are calculated for the X and Y axes and found to be less than code limits.

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jude
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218 views2 pages

DGHDG

The document summarizes the design of a 3-pile group foundation with the following key details: - The piles are 1000mm diameter and spaced 3000mm apart. - The minimum pile cap depth is calculated as 3600mm. - Reinforcement requirements are calculated for tension forces parallel to the X and Y axes. The required reinforcement is less than the minimum amounts. - Shear stresses are calculated for the X and Y axes and found to be less than code limits.

Uploaded by

jude
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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Sheet1

S = 3000 3-PILE-GROUP

C = 1300 PILE SIZE ( dia. ) = 1000 mm.sq.


AS3 C/2
Y PILE SPACING ( S) = 3000 mm
AS2
a= 1000 mm
E=
2364 b= 1000 mm
e a AS2
fcu = 35 N/mm2
X b X
fy = 460 N/mm2
f
F= B= AS1 use 25 mm dia. bar
1507 1250
AS2 use 25 mm dia. bar
Y
A/2 AS1 AS3 use 25 mm dia. bar
A = 4300
e = 1740 PILE WORKING lOAD ( WL ) = 6825 KN
f = 870
( D ) Minimum 2466.667 mm
Soffit of beam or slab D use 3600 mm

AS1 & AS3


d D use
3600
COL

100
AS2 150

T13 - 250 Binders 50 Lean Concrete

3-PILE-GROUP
400 d= 3450 mm

MINIMUM DEPTH OF PILE CAP ( D )

IF dia. < = 550 mm than D = 2.dia + 100 = NA mm


IF dia. > 550 mm than D = 1/3 ( 8.dia. - 600 ) = 2466.667 mm

A = ( S / dia. + 1 )dia. + 300 = 4300 mm

B = dia. + 250 = 1250 mm

C = dia. + 300 = 1300 mm

E = (( S/dia x 6/7 + 1 ) x dia. + 300 ) - F = 2364 mm

F = ( S/dia. x 2/7 + 1/2 ) x dia + 150 = 1507 mm

FILE : 3PILEG
Sheet2

REYNOLD DESIGNER'S HANDBOOK - TRUSS SYSTERM


3-PILE-GROUP 0
ULTIMATE LOAD ( N ) = 3 x 1.5WL = 30712.5 KN

PARALLEL TO X - X AXIS
TENSILE FORCE ( T ) BETWEEN PILES
T = N / 36.S.d ( 4.S^2 + b^2 -3a^2 ) = 2803 KN
AS1 minimum = 0.15%B.D = 6750 mm2
AS1 required = T / 0.87.fy = 7003 mm2
OK - more than AS1 minimum
Required 14.27 NOS. T 25

AS1 use 8 T 25

PARALLEL TO Y-Y AXIS


TENSILE FORCE ( T ) BETWEEN PILES
T = N / 18.S.d ( 2.S^2 - b^2 ) = 2803 KN
AS2 minimum = 0.15%C.D = 7020 mm2
AS2 required = T / 0.87.fy = 7003 mm2
less than AS1 min., use AS1 minimum
Required 14.30 NOS. T 25

AS2 use 9 T 25

Minimum AS3 = 0.15% x 1000 x D = 5400 mm2


T 25 at 91 mm

AS3 use T 25 at 140

Punching shear stress = N / ( 2(a+b)).d = 2.23 N/mm2


OK - Less than 4.73 N/mm2

X -X AXIS

Shear v = 1.5WL / C.d = 2.28 N/mm2


av = e - b/2 - dia/2 + dia/5 = 940 mm
100AS2/C.d = 0.10
vc = 0.33 N/mm2
Enchanced shear stress = vc.2d / av = 2.40 N/mm2
shear check Ok

Shear v = 2 x 1.5WL / C.d = 4.57 N/mm2


av = f - b/2 - dia/2 + dia/5 = 70 mm
100AS2/C.d = 0.10
vc = 0.33 N/mm2
Enchanced shear stress = vc.2d / av = 32.19 N/mm2

Y -Y AXIS

Shear v = 1.5WL / B.d = 2.37 N/mm2


av = S/2 - a/2 - dia/2 + dia/5 = 700 mm
100AS1/B.d = 0.09
vc = 0.32 N/mm2
Enchanced shear stress = vc.2d / av = 3.14 N/mm2
shear check Ok

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