Pile cap design excel file for 2 pilesFull description
Pile cap design excel file for 2 pilesFull description
pILE CAP DESIGN
Pile cap for 3 piles
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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PILECAP DESIGN FOR 6 PILES WITH 2 COLUMNS THICKNESS OF PILECAP (T) = 0.70 m CLEAR COVER FOR PILECAP = 0.075 m WIDTH OF PILECAP PI LECAP (B) = 2.75 m LENGTH OF PILECAP (L) = 4.75 m COLUMN C1 C2 WIDTH OF COLUMN (b) = 0.30 0.30 m DEPTH OF COLUMN (d) = 0.60 0.60 m fck FOR PILECAP PI LECAP = 25 Mpa fy FOR PILECAP = 415 Mpa THICKNESS OF SOIL LAYER ABOVE PILECAP = 0.15 m 3 UNIT WEIGHT OF SOIL ABOVE PILECAP = 20.00 kN/m CLEAR CANTILEVER FROM PILE = 0.15 m DISTANCE BETWEEN COLUMN CENTRES = 1.60 m DIAMETER OF PILES = 0.45 m UNFACTORED REACTIONS AT COLUMN BASE F (k ( k N) F x ( (k kN) Fz ( (k kN) M x (kN.m) Mz (kN.m) COLUMN y C1 497.87 -8.33 44.56 -3.43 1.92 C2 414.15 1.28 39.40 -4.00 -0.10
C1 C1
C2
Y
0.7
X Z
4.75
1 2.75
0.3 0.6
2
0.3 0.6
C1
3
C2 r zizi
4
5
6
r xi PLAN COLUMN MOMENT DUE TO SHEAR AT PILECAP BASE (M X') MOMENT DUE TO SHEAR AT PILECAP BASE (M Z') NET MOMENT (MX") NET MOMENT (MZ")
C1 31.19 5.83
C2 27.58 -0.89
kN.m kN.m
27.77 7.75
23.58 -0.99
kN.m kN.m
MOMENT DUE TO UNEQUAL FORCES TOTAL VERTICAL UNFACTORED FORCE TOTAL BENDING MOMENT (MX) TOTAL BENDING MOMENT (MZ) PILE NO. 1 2 3 4 5 6
rxi (m)
rxi
2
rzi (m)
rzi
2.000 0.000 2.000 2.000 0.000 2.000
4.00 0.00 4.00 4.00 0.00 4.00 16.00
1.000 1.000 1.000 1.000 1.000 1.000
1.00 1.00 1.00 1.00 1.00 1.00 6.00
Σrxi
221 kN
-133.95 1179.80 51.34 -127.19
2
=
2
205 kN
1
4
3 C2
221 kN
X
5 204 kN
FINAL FORCES IN PILE (kN) 221 205 189 204 188 172
189 kN
2 C1
2
=
Σrzi
kN.m kN kN.m kN.m
2
6
188 kN
0.475
204 kN
172 kN
0.15 SECTION ALONG Z
Z 1.6 1.3
0.825
0.7 2.00 0.15
2.00
1.55 425 kN
1.55 393 kN
361 kN
SECTION ALONG X EFFECTIVE DEPTH ALONG-Z DIRECTION FOR SLAB EFFECTIVE DEPTH ALONG-X DIRECTION FOR SLAB
= 0.617 = 0.601
m m
Z-DIRECTION MAXIMUM ULTIMATE BENDING MOMENT (MUX)
= 232
kN.m
Ast REQUIRED
= 1074
mm /m
MIN. Ast REQUIRED
= 740 = 16 = 12 = 187 = 175 = 153 = 150
mm /m mm mm mm mm mm mm
DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS SPACING FOR MAIN BARS PROVIDED SPACING FOR MAIN BARS SPACING FOR DIST BARS PROVIDED SPACING FOR DISTRIBUTION BARS
1.55
2 2
X-DIRECTION 747 kN
621 kN UDL = 85 kN/m
0.375
1.05
0.3
0.65
0.65
0.3
2.000
1.05
2.000
638 kN
590 kN
542 kN
MAX. ULTIMATE B.M. AT BOTTOM (M Uz) MAX. ULTIMATE B.M. AT TOP (MUz)
= 623 =6
kN.m kN.m
Ast REQUIRED
= 2960
mm
2
MIN. Ast REQUIRED
= 3385
mm
2
DISTRIBUTION Ast REQUIRED
= 1983 = 16 = 12 = 163 = 150 = 157 = 150
mm /m mm mm mm mm mm mm
DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS SPACING FOR MAIN BARS PROVIDED SPACING FOR MAIN BARS SPACING FOR DISTRIBUTION BARS PROVIDED SPACING FOR DISTRIBUTION BARS
2
CHECK FOR SHEAR
ONE-WAY SHEAR ALONG-Z
209
0.375
0.617
0.617
306
0.45
227
332
1.55
0.45
SHEAR FORCE DISTRIBUTION
MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (VU)
= 227
kN
ULTIMATE SHEAR STRESS (τu)
N/mm %
2
pt OF MAIN STEEL PROVIDED SHEAR STRESS IN CONCRETE (τC)
= 0.37 = 0.19 = 0.32
N/mm
2
SHEAR STRESS RESISTED BY DIST. STEEL (τus)
= 0.27
N/mm
2
TOTAL SHEAR STRESS RESISTED BY SECTION = 0.59 DESIGN FOR SHEAR IS NOT REQUIRED IN Z-DIRECTION.
N/mm
2
ALONG-X
0.601
0.601
638
0.45
0.601
0.601
590
1.55
542
0.45
1.55
0.45
SHEAR FORCE DISTRIBUTION
MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (VU)
= 631
kN
ULTIMATE SHEAR STRESS (τu)
N/mm %
2
pt OF MAIN STEEL PROVIDED SHEAR STRESS IN CONCRETE (τC)
= 0.38 = 0.22 = 0.34
N/mm
2
SHEAR STRESS RESISTED BY DIST. STEEL (τus)
= 0.10
N/mm
2
TOTAL SHEAR STRESS RESISTED BY SECTION = 0.44 DESIGN FOR SHEAR IS NOT REQUIRED IN Z-DIRECTION.
N/mm
2
TWO-WAY SHEAR ALONG-Z MAXIMUM ULTIMATE SHEAR FOR COLUMN C1(VU)
= 486
kN
ULTIMATE SHEAR STRESS FOR COLUMN C1 (τu)
= 0.18
2
MAXIMUM ULTIMATE SHEAR FOR COLUMN C2(VU)
= 438
N/mm kN
ULTIMATE SHEAR STRESS FOR COLUMN C2 (τu)
= 0.17
N/mm
2
SHEAR STRESS IN CONCRETE (τC)
= 1.25
N/mm
2
k s.τc
= 1.25
N/mm
2
MAXIMUM ULTIMATE SHEAR FOR COLUMN C1(VU)
= 933
kN
ULTIMATE SHEAR STRESS FOR COLUMN C1 (τu)
= 0.37
2
MAXIMUM ULTIMATE SHEAR FOR COLUMN C2(VU)
= 837
N/mm kN
ULTIMATE SHEAR STRESS FOR COLUMN C2 (τu)
= 0.33
N/mm
2
SHEAR STRESS IN CONCRETE (τC)
= 1.25
N/mm
2
k s.τc
= 1.25
N/mm
2
= 656 = 12 = 103 = 100
mm mm mm mm
SECTION IS OK IN TWO-WAY SHEAR. ALONG-X
SECTION IS OK IN TWO-WAY SHEAR. SIDE FACE REINFORCEMENT AREA REQUIRED FOR SIDE FACE REINFORCEMENT DIAMETER OF SIDE FACE REINFORCEMENT SPACING REQUIRED SPACING PROVIDED
