Column Design
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Column Design Axial load on the column
:
27500.00 KN
maximumum moment
:
9754.00 KNm
colummn size Dia of Bar Assumed effective length of the column effective depth le/d
: : : : :
1000.00 x 32.00 mm 3000.00 mm 954.00 3.14
1000.00
Design as a Short Column Axial force check fck
=
35.00 N/mm^2
Ag
fy
=
415.00 N/mm^2
Pt assummed
Ac
=
940000 mm^2
Ast
due to concrete
=
14805000.00 N
due to steel
=
16683000.00 N
Total Pu
=
`
31488.00 KN
Axial load of column is SAFE, Pu/(fck*b*d)
=
0.79
Mu/(fck*b*d^2)
=
0.28
d'
=
46.00
d'/d
=
0.05
Pt/fck
=
0.26
Pt
=
9.10
Ast
=
91000.00
No of Steel provided =
from SP-16
113.1
=
1000000 0.0600 =
=
60000.00
mm
mm^2
mm^2
column design
Axial load oon the column
:
maximumum moment
:
colummn size Dia of Bar Assumed effective length of the column effective depth le/d
: : : : :
8000 KNm 1500 x 25 mm 6000 mm 1457.5 4.12
1500 mm
FALSE Axial force check Maximum Axial load =
5000 kNM
fck
=
25 N/mm^2
Ag
=
fy
=
415 N/mm^2
Pt
=
2.00%
Ast
=
45000 mm^2
Ac
=
due to concrete
2205000 mm^2
=
due too steel
=
Total Pu
=
24806250 N 12512250 N `
37318.5 KN
Err:508 Pu/(fck*b*d)
=
0
Mu/(fck*b*d^2)
=
0.09
2250000 mm^2
:
27500.00 KN
maximumum moment
:
9754.00 KNm
colummn size Dia of Bar Assumed effective length of the column effective depth le/d
: : : : :
1000.00 x 32.00 mm 3000.00 mm 954.00 3.14
1000.00
Design as a Short Column Axial force check fck
=
35.00 N/mm^2
Ag
fy
=
415.00 N/mm^2
Pt assummed
Ac
=
940000 mm^2
Ast
due to concrete
=
14805000.00 N
due to steel
=
16683000.00 N
Total Pu
=
`
31488.00 KN
Axial load of column is SAFE, Pu/(fck*b*d)
=
0.79
Mu/(fck*b*d^2)
=
0.28
d'
=
46.00
d'/d
=
0.05
Pt/fck
=
0.26
Pt
=
9.10
Ast
=
91000.00
No of Steel provided =
from SP-16
113.1
=
1000000 0.0600 =
=
60000.00
mm
mm^2
mm^2
column design
Axial load oon the column
:
maximumum moment
:
colummn size Dia of Bar Assumed effective length of the column effective depth le/d
: : : : :
8000 KNm 1500 x 25 mm 6000 mm 1457.5 4.12
1500 mm
FALSE Axial force check Maximum Axial load =
5000 kNM
fck
=
25 N/mm^2
Ag
=
fy
=
415 N/mm^2
Pt
=
2.00%
Ast
=
45000 mm^2
Ac
=
due to concrete
2205000 mm^2
=
due too steel
=
Total Pu
=
24806250 N 12512250 N `
37318.5 KN
Err:508 Pu/(fck*b*d)
=
0
Mu/(fck*b*d^2)
=
0.09
2250000 mm^2
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