R.c.c. Column Design
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Short column With axial loading Note:- Editing can be allow only in yellow cells Loads P
120
kN
Fck =
25
N/mm2
Fy =
415
N/mm2
Size of column B D
= =
% of Steel Assumed
230 230
mm mm
0.8
%
Effective length Ley Lez
2000 2500
mm mm
Ley / B
8.70
short column in Ley Direction
Lez / D
10.87
short column in Lez Direction
Capacity of column
Pu = 0.4 Fck Area of concrete + 0.67 Fy Area of steel
Pu =
524.77
+
Pu =
642.44
117.67 kN kN column is safe
Area of Steel
=
423.2
mm2
For Dia of Bar
=
12
mm
4
Nos.
No. of bar required =
Short column With Biaxial moments Note:- Editing can be allow only in yellow cells Loads Pu Muz Muy
1600 120 90
kN kN-m kN-m
Fck =
15
N/mm2
Fy =
415
N/mm2
Size of column B D
= =
% of Steel Assumed
400 600
mm mm
1.2
%
Effective length of column Ley
4.26
m
Lez
4.26
m
Ley / B
10.65
column is short in Ley Direction
Lez / D
7.10
column is short in Lez Direction
Minimum Eccentricity e = (Effective length of column/500 +( B or D) / 30 ) OR 2cm whichever is max Ex Ey
2.19 2.85
cm OR cm OR
2 2
Whichever is maximum Whichever is maximum
Moment due to minimum eccentricity
Mz My
34.97 45.63
kN-m kN-m
Pu Muz Muy
1600 120.0 90.0
kN kN-m kN-m
Using Dia of Bar =
25
Actual mmt is max Actual mmt is max
and Cover
40
mm
D
d' =
52.5
d' / D d' / B
0.088 0.131
p/Fck =
0.08
Pu / (Fck x B x D )
For major Dierection. For minor Dierection.
0.44
Referring chart from SP-16 Page no between 112-147 Considering d' / D , p/Fck , Pu / (Fck x B x D ) Mux1 / (Fck x B x D^2 ) =
Mux1 =
194.4
0.09
kN-m
Similarly Muy1 / (Fck x B^2 x D) =
Muy1 =
119.52
0.08 Mux1 & Muy1
kN-m
Puz = 0.45 Fck Area of concrete + 0.75 Fy Area of steel Puz =
2496.96
Pu / Puz =
0.64
Alph =
Ratio =
Ratio =
kN
2
(
)
Mux Mux1
2.000
α
+
( ) Muy Muy1
α
≤ 0
Revise % of Steel or Section.
ex ey D
B
My
MZ
Ultimatemoment carrying capacity of section
120
kN
Fck =
25
N/mm2
Fy =
415
N/mm2
Size of column B D
= =
% of Steel Assumed
230 230
mm mm
0.8
%
Effective length Ley Lez
2000 2500
mm mm
Ley / B
8.70
short column in Ley Direction
Lez / D
10.87
short column in Lez Direction
Capacity of column
Pu = 0.4 Fck Area of concrete + 0.67 Fy Area of steel
Pu =
524.77
+
Pu =
642.44
117.67 kN kN column is safe
Area of Steel
=
423.2
mm2
For Dia of Bar
=
12
mm
4
Nos.
No. of bar required =
Short column With Biaxial moments Note:- Editing can be allow only in yellow cells Loads Pu Muz Muy
1600 120 90
kN kN-m kN-m
Fck =
15
N/mm2
Fy =
415
N/mm2
Size of column B D
= =
% of Steel Assumed
400 600
mm mm
1.2
%
Effective length of column Ley
4.26
m
Lez
4.26
m
Ley / B
10.65
column is short in Ley Direction
Lez / D
7.10
column is short in Lez Direction
Minimum Eccentricity e = (Effective length of column/500 +( B or D) / 30 ) OR 2cm whichever is max Ex Ey
2.19 2.85
cm OR cm OR
2 2
Whichever is maximum Whichever is maximum
Moment due to minimum eccentricity
Mz My
34.97 45.63
kN-m kN-m
Pu Muz Muy
1600 120.0 90.0
kN kN-m kN-m
Using Dia of Bar =
25
Actual mmt is max Actual mmt is max
and Cover
40
mm
D
d' =
52.5
d' / D d' / B
0.088 0.131
p/Fck =
0.08
Pu / (Fck x B x D )
For major Dierection. For minor Dierection.
0.44
Referring chart from SP-16 Page no between 112-147 Considering d' / D , p/Fck , Pu / (Fck x B x D ) Mux1 / (Fck x B x D^2 ) =
Mux1 =
194.4
0.09
kN-m
Similarly Muy1 / (Fck x B^2 x D) =
Muy1 =
119.52
0.08 Mux1 & Muy1
kN-m
Puz = 0.45 Fck Area of concrete + 0.75 Fy Area of steel Puz =
2496.96
Pu / Puz =
0.64
Alph =
Ratio =
Ratio =
kN
2
(
)
Mux Mux1
2.000
α
+
( ) Muy Muy1
α
≤ 0
Revise % of Steel or Section.
ex ey D
B
My
MZ
Ultimatemoment carrying capacity of section
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