This document presents how to design a pile cap using BS8110.1997 British code. CSC TEDDS was used to generate the calculation. Strut and tie method w...
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Project
Job Ref.
Section
Sheet no./rev.
1 Calc. by
Date
C
Chk'd by
Date
App'd by
Date
3/25/2015
RC PILE CAP DESIGN (BS8110:PART1:1997) TEDDS calculation version 2.0.02
Loaded width - x
2 Pile Cap, height h
s e ex
b P1
x
P2
e
L Pile Cap Design – Truss Method Design Input - 2 Piles - No Eccentricity Number of piles;
N=2
ULS axial load;
Fuls = 31500.0 kN
The ultimate load per pile;
Fuls_pile = Fuls/2 = 15750.0 kN
Characteristic axial load;
Fchar = 21500.0 kN
The characteristic load per pile;
Fchar_pile = Fchar/2 = 10750.0 kN
Pile diameter;
= 1800 mm
Pile spacing;
s = 4500 mm
Pile cap overhang ;
e = 200 mm
Overall length of pile cap;
L = s + + 2 e = 6700 mm
Overall width of pile cap;
b = + 2 e = 2200 mm
Overall height of pile cap;
h = 3000 mm
Dimension of loaded area;
x = 1500 mm; (parallel to pile cap)
Cover Concrete grade;
fcu = 40.0 N/mm2
Nominal cover;
cnom = 100 mm
Tension bar diameter;
Dt = 32 mm
Link bar diameter;
Ldia = 10 mm
Depth to tension steel;
d = h – cnom - Ldia - Dt/2 = 2874 mm
Pile Cap Forces Compression within pile cap;
Fc = Fuls/(2 sin()) = 20002.5 kN
Tension within pile cap;
Ft = Fc cos() = 12330.4 kN
Compression In Pile Cap - Suggested Additional Check Check compression diagonal as an unreinforced column, using a core equivalent to pile diameter Compressive force in pile cap;