15886447 rcc column design
DESCRIPTION
RCC COLUMN DESIGNTRANSCRIPT
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 = 230 mmD = 230 mm
% of Steel 0.8 %Assumed
Effective length
Ley 2000 mmLez 2500 mm
Ley / B 8.70 short column in Ley Direction
Lez / D 10.86957 short column in Lez Direction
Capacity of column
Pu = 0.4 Fck Area of concrete + 0.67 Fy Area of steel
Pu = 524.77 117.67 kN
Pu = 642.4388 kN
column is safe
Area of Steel = 423.2 mm2
For Dia of Bar = 12 mm
No. of bar required = 4 Nos.
+
Short column With Biaxial moments
Note:- Editing can be allow only in yellow cellsLoads
Pu 1600 kN Fck = 15 N/mm2Muz 120 kN-mMuy 90 kN-m Fy = 415 N/mm2
Size of column
B = 400 mmD = 600 mm
% of Steel 1.2 %Assumed
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 2.19 cm OR 2 Whichever is maximumEy 2.85 cm OR 2 Whichever is maximum
Moment due to minimum eccentricity
Mz 34.97 kN-m Actual mmt is maxMy 45.63 kN-m Actual mmt is max
Pu 1600 kNMuz 120.0 kN-mMuy 90.0 kN-m
Using Dia of Bar = 25 and Cover 40 mm
D
d' = 52.5
d' / D 0.088 For major Dierection. d' / B 0.131 For minor Dierection.
p/Fck = 0.08
Pu / (Fck x B x D ) 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 ) = 0.09
Mux1 = 194.4 kN-m
Similarly
Muy1 / (Fck x B^2 x D) = 0.083
Mux1Muy1 = 119.52 kN-m & Muy1
Puz = 0.45 Fck Area of concrete + 0.75 Fy Area of steel
Puz = 2496.96 kN
Pu / Puz = 0.64
Alph = 2
Ratio =Mux Muy
Mux1 Muy1
Ratio = 0.948 Less than 1 hence OK.
)(α
+ )(α
≤ 0
ex
ey
B
D
My
MZ
Ultimatemoment carrying capacity of section