Design of Pile Cap of Column at C (Intermediate (Intermediate Column)
Assume, Diameter of pile cap = 500 mm Assume, Capacity of pile cap = 450 mm Axial load = 3278.538 K
! " = 54.47 K#m
3278.538
∴
o. of piles =
= 7.2&
450
! $ = 40.7% K#m
≈ 8
Y 750
1250
625
625
1250
750
750
6
5
8
7
625
X
X 625
2
1
4
3
750
Y 'eactio( o( )*e +ile M x x M y y P ' = n - ∑ x 2 - ∑ y 2
Pile No. 1 2
x 1.875 0.625
3
0.625
4
1.875
5 6
1.875 0.625
y 0.625 0.625 0.625 0.625
x2
P1 = P n
y2
3 . 5 16
0.391
0 . 3 91
0.391
0 . 3 91
0.391
3 . 5 16
0.391
0.625
3 .5 16
0.391
0.625
0 .3 91
0.391
7
0.625
0.625
0 .3 91
0.391
8
1.875
0.625
3 .5 16
0.391
409.81 7 409.81 7 409.81 7 409.81 7 409.81 7 409.81 7 409.81 7 409.81
P2 = M x x
∑x
2
P3 = M y y
∑y
2
R = R1 + R2 + R3
-6.536
-8.142
395.139
-2.179
-8.142
399.496
2.179
-8.142
403.854
6.536
-8.142
408.212
-6.536
8.142
411.423
-2.179
8.142
415.780
2.179
8.142
420.138
6. 6.536
8.142
424.496
7 ∑x
2
∑y
=
15.625
2
=
3.125
e(di(/ !ome(t aout "#" a. .!. aout "#" due to pile (o. 3,4,7,8 = 1403.854-420.%38 " 0.25 - 1408.2%2-424.4& " %.875 = 207.323 K#m . .!. aout "#" due to pile (o. %,2,5, = 13&5.%3&-4%%.423 " %.875 - 13&&.4&-4%5.780 " 0.25 = 202%.85% K#m e(di(/ !ome(t aout $#$ a. .!. aout $#$ due to pile (o. %,2,3,4 = 13&5.%3&-3&&.4&-403.854-408.2%2 " 0.25 = %004.%88 K#m . .!. aout $#$ due to pile (o. 5,,7,8 = 14%%.423-4%5.780-420.%38-424.4& " 0.25 = %044.8&8 K#m ! max = 207.323 K#m C*ec for 'e6uired Dept* or !20 e4%5 material comi(atio(, !u max = 0.%38f c d2 9rom ote of Cl. 38.% Cl. :#%.%1c;
16
Dre6d. = 378.54% - 50 - % -
2
= 452.54 mm
et us pro>ide 500 mm dept*. ∴
16
d pro>ided = 500 ? 50 ? % #
2
= 42 mm
A@) Calculatio( Direction *
Mu 207.323 %044.8&8
M!"#2 2.179 2.094
$t 0.689 0.618
%&' 15409.485 7239.870
C*ec for <(e ay @*ear !aximum s*ear force = %2%.838 K omi(al s*ear stress
τ V
V U =
bd
1621.838 X 1000
=
5250 X 426
or pt = 0.8& f c = 25 Bmm 2, rom )ale %&,
τ C
= 0.725 Bmm 2
= 0.554 Bmm 2
τ V
&$(cin)
∴
@*ear desi/( re6uired.
@ = # V US
τ C
d = %2%.838 " %0 3 ? 0.554 " 5250 " 42 = 382.8%7 K
382.817
=
d
= 8.&8 KBcm
42.6
rom )ale 2 of @+ %, for
∅
= %0 mm, @paci(/ = 0 mm
et us pro>ide %0 ∅ %#le//ed stirrup E 0 mm cBc
Design of Pile Cap of Column at C (Corner Column)
Assume, Diameter of pile cap = 500 mm Assume, Capacity of pile cap = 450 mm Axial load = %778.43 K ∴
! " = %22.4& K#m
1778.436
o. of piles =
= 3.&5
450
≈ 4 Y 750 625
625
750
750
3
4 625
X
X 625
2
1
750
Y
'eactio( o( )*e +ile M x x M y y P ' = n - ∑ x 2 - ∑ y 2
Pile
x
y
x2
y2
P1 =
P2 =
P3 =
R = R1 + R2
No. 0.62 5
1
2
3 4
M x x
P n
0.62 5 0.62 5 0.62 5
0.62 5 0.62 5
0.391
0.391
0.391
0.391
0.62 5
0.391
0.391
0.62 5
0.391
0.391
∑x
2
∑y
=
1.563
∑x
M y y
2
∑y
+ R3
2
444.6 09
-48.996
0.000
395.613
444.6 09
48.996
0.000
493.605
444.6 09
-48.996
0.000
395.613
444.6 09
48.996
0.000
493.605
2
=
1.563
e(di(/ !ome(t aout "#" a. .!. aout "#" due to pile (o. %,3 = 2 " 3&5.%3 " 0.25 = 4&4.5% K#m . .!. aout "#" due to pile (o. 2,4 = 2 " 4&3.05 " 0.25 = %7.00 K#m e(di(/ !ome(t aout $#$ .!. aout $#$ due to pile (o. %,2 or 3,4 = 13&5.%3-4&3.05 " 0.25 = 555.7% K#m ! max = %7.00 K#m C*ec for 'e6uired Dept* or !20 e4%5 material comi(atio(, !u max = 0.%38f c d2 9rom ote of Cl. 38.% Cl. :#%.%1c;
16
Dre6d. = 285.%2 - 50 - % -
= 35&.%2 mm
2
et us pro>ide 400 mm dept*. ∴
16
d pro>ided = 400 ? 50 ? % #
2
= 32 mm
A@) Calculatio( Direction
Mu
M!"#2
$t
%&'
*
617.006
1.106
0.322
5511.030
555.761
1.902
0.583
5226.595
&$(cin)
C*ec for <(e ay @*ear !aximum s*ear force = 88&.2%8 K omi(al s*ear stress
τ V
V U =
bd
889.218 X 1000
=
2750 X 326
or pt = 0.583 f c = 25 Bmm 2, rom )ale %&, ∴
= 0.5% Bmm 2
@*ear desi/( re6uired.
@ = # V US d
τ C
= 0.&&2 Bmm 2
τ C
d = 88&.2%8 " %0 3 ? 0.5% " 2750 " 32 = 42.&83 K
426.983
=
32.6
= %3.% KBcm
rom )ale 2 of @+ %, for
∅
= %0 mm, @paci(/ = 50 mm
et us pro>ide %0 ∅ %#le//ed stirrup E 50 mm cBc
τ V