Design guide for concrete pile capsDescripción completa
Design guide for concrete pile caps
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 was used. Once the structure has been analysed ...
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Pelaksanaan Pile Cap
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Design of pilecap to BS8110
Pile cap (2 pile group) design by bending theory to BS 8110 Part 1 4.11.1991 Pile spacing from center to center should not exceed 3 times the pile diameter and BS 8110 Part 1 clause 3.11.4 should applied
Project : Pilecap :
28/03/02 2P-350
Column ultimate axial load = Total number of piles = Pile ultimate ultimate axial load =
5364 KN 2 No. 2682 kN/pile kN/pile
1 Pile cap geometry
Pile size, d Pile spacing, s Outstand, bo Pile cap length D Pile cap breadth B Pile cap depth H Pile cap weight w Column length d Column breadth b Bottom cover Side cover
= = = = = = = = = = =
350 3.00 150 1700 1100 800 35.9 600 800 125 75
mm x d mm mm mm mm mm KN mm mm mm mm mm
X | + -- ---- ------ -----+ | bo | | ### ### | | ### ### | | | + ------ ------ -----+ |<-------- D ------->| | X
2 Pile cap material
Concrete strength Steel strength
--^ B | v ---
fcu = fy =
35 N/mm2 460 N/mm2
3 Reinforcement design X direction
Pile center to pile cap center distance = Pile center to column face distance = Bar diameter = 25 mm Ultimate design moment Mx = Eff. depth dx = K = Lever arm zx =
603.5 662.5 0.0357 629.4
Reinforcement required As req = 2396 mm2 No. of bar = 5 No. Bar spacing = 203 mm
525 mm 225 mm
k Nm Nm mm mm mm mm Reinforcement provided As prov = 3927 mm2 No. of bar = 8 No. O.K. Bar spacing = 116 mm O.K Max spacing = 293 mm mm 100As/bd = 0.54
Design of pilecap to BS8110
Y direction
Bar diameter = Eff. depth d =
25 mm 637.5 mm
Reinforcement required As req = 1768 mm2 No of bar = 4 No. Bar spacing = 470 mm
Reinforcement provided As prov = 1963 mm2 No of bar = 4 No Bar spacing = 470 mm 100As/bd = 0.18
4 Normal shear X direction
Vx = 2682.0 kN vx = 3.68 N/mm2 vc = 0.58 N/mm2 av = 120 mm Enhanced shear = 4.73