Pile cap design excel file for 2 pilesFull description
Pile cap Design Excel file under one column
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pILE CAP DESIGN
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 ...
Pile cap for 3 piles
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2-pile cap design to ACI318-05M
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pile cap designFull description
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pile cap designFull description
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pile cap designFull description
PILECAP DESIGN FOR 2 PILES WITH A SINGLE COLUMN THICKNESS OF PILECAP (T) CLEAR COVER WIDTH OF PILECAP (B) LENGTH OF PILECAP (L) WIDTH OF COLUMN (b) DEPTH OF COLUMN (d) fck FOR PILECAP
= 0.70 = 0.075 = 0.83 = 2.83 = 0.60 = 0.30 = 30
fy FOR PILECAP THICKNESS OF SOIL LAYER ABOVE ABOVE PILECAP UNIT WEIGHT OF SOIL ABOVE PILECAP CLEAR CANTILEVER FROM PILE DIAMETER OF PILES UNFACTORED Fy ( (k kN) F x ( (k kN) COLUMN 1 643.00 2.00
kN/m m m AT COLUMN BASE M x (kN.m) Mz (kN.m) 0.00 50.00
C
Y
0.7
X Z
2.825 0.6 0.825
1
0.3
COLUMN MOMENT DUE TO SHEAR AT PILECAP BASE (M X')
2
MOMENT DUE TO SHEAR AT PILECAP BASE (M Z')
0.42 -1.40
kN.m kN.m
TOTAL BENDING MOMENT (M X)
0.42
kN.m
TOTAL BENDING MOMENT (M Z) TOTAL VERTICAL UNFACTORED FORCE
48.60 713.15
kN.m kN
PILE NO. 1 2
2
rxi (m)
rxi
1.000 1.000
1.00 1.00 2.00
Σrxi
2
=
FINAL FORCES IN PILE (kN) 332 381
1
X
332 kN
Z
2 381 kN
0.6
0.15
0.4375
2.00
1.475
332 kN 381 kN SECTION ALONG X
MAXIMUM ULTIMATE BENDING MOMENT (M UZ) EFFECTIVE DEPTH ALONG-X DIRECTION EFFECTIVE DEPTH ALONG-Z DIRECTION X-DIRECTION Ast REQUIRED
= 250 = 0.619 = 0.607
kN.m m m
= 1155
mm
2
MIN. Ast REQUIRED
= 613 = 12 =8 = 10 =5 = 12 =5
mm mm mm mm mm mm mm
2
= 728 = 12 = 489 = 200
mm mm mm mm
2
DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS REQUIRED NOS. OF MAIN BARS PROVIDED SPACING OF MAIN BARS REQUIRED SPACING OF DISTRIBUTION BARS PROVIDED SPACING OF DIST. BARS Z-DIRECTION MIN. Ast REQUIRED DIA. OF DISTRIBUTION BARS REQUIRED SPACING OF MAIN BARS PROVIDED SPACING OF DIST. BARS
CHECK FOR SHEAR
ONE-WAY SHEAR ALONG-X
326
0.619
0.619
498
0.525
374
571
1.475
0.525
SHEAR FORCE DISTRIBUTION MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (V U) = 374 ULTIMATE SHEAR STRESS ( τu) = 0.73
kN N/mm %
2
N/mm
2
pt OF STEEL PROVIDED (%) SHEAR STRESS IN CONCRETE ( τC)
= 2.96 = 0.96
SHEAR STRESS RESISTED BY DIST. STEEL ( τus)
= 0.25
N/mm
2
TOTAL SHEAR STRESS RESISTED BY SECTION = 1.20 DESIGN FOR SHEAR IS NOT REQUIRED IN X-DIRECTION.
N/mm
2
TWO-WAY SHEAR ALONG-X
505
0.310
0.310
498
0.525
565
571
1.475
0.525
SHEAR FORCE DISTRIBUTION MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (V U) = 565 ULTIMATE SHEAR STRESS ( τu) = 0.28
kN N/mm
2
SHEAR STRESS IN CONCRETE ( τC)
= 1.37
N/mm
2
k s.τc
= 1.37
N/mm
2
SECTION IS OK IN SHEAR.
X-DIRECTION Ast REQUIRED MIN. Ast REQUIRED DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS NO OF BARS REQUIRED FOR MAIN STEEL NO OF BARS REQUIRED FOR DIST. STEEL REQUIRED SPACING OF MAIN BARS REQUIRED SPACING OF DISTRIBUTION BARS Z-DIRECTION Ast REQUIRED MIN. Ast REQUIRED DIA. OF MAIN BARS NO OF BARS REQUIRED FOR MAIN STEEL REQUIRED SPACING OF MAIN BARS
