Column Design Proforma
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COLUMN 10/ A SECTION DESIGN Level: Basement to Ground 3430610 40 300 360000 1200 460 -6752 Percentage of vertical reinforcement -1.88% Minimum area of reinforcement 1% 3600 3600 Max. Spacing of Reinforcement (in mm) 250 Min No.* 3 *0.5 is added to round-up figure 8042 Bar Size (in mm) 32 No. Used 10 Percentage of vertical reinforcement used 2.23% AREA OF REINFORCEMENT OK Size of links (in mm) 8 Axial load Design Check Pc= 7518692 N Pass Ultimate axial load N (in N) Characteristic cube strength F cu (in N/mm 2 ) Width of column b (in mm) Area of concrete A c (in mm 2 ) Depth of cross-section h (in mm) Characteristic strength of reinforcement F y (in N/mm2) Area of vertical reinforcement A sc (in mm 2 ) (in mm 2 ) A SC Required If Min No. is ODD use next largest EVEN No. as the minimum Area of vertical reinforcement (in mm 2 ) used
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Column Design Proforma
Transcript of Column Design Proforma
COLUMN 10/ ASECTION DESIGN Level: Basement to Ground
3430610 40
300 360000
1200 460
-6752
Percentage of vertical reinforcement -1.88%
Minimum area of reinforcement 1% 3600
3600
Max. Spacing of Reinforcement (in mm) 250
Min No.* 3 *0.5 is added to round-up figure
8042 Bar Size (in mm) 32 No. Used 10
Percentage of vertical reinforcement used 2.23%
AREA OF REINFORCEMENT OK
Size of links (in mm) 8
Axial load Design Check Pc= 7518692 N Pass
Ultimate axial load N (in N) Characteristic cube strength Fcu
(in N/mm2)
Width of column b (in mm) Area of concrete Ac (in mm2)
Depth of cross-section h (in mm) Characteristic strength of reinforcement Fy (in N/mm2)
Area of vertical reinforcement Asc (in mm2)
(in mm2)
ASC
Required
If Min No. is ODD use next largest EVEN No. as the
minimum
Area of vertical reinforcement (in mm2) used
COLUMN 10/ ASECTION DESIGN Level: Ground to First
3121390 40300 150000500 460
2091Percentage of vertical reinforcement 1.39%Minimum area of reinforcement 2% 2700
2700
Max. Spacing of Reinforcement (in mm) 250Min No.* 3 *0.5 is added to round-up figure
4825 Bar Size (in mm) 32 No. Used 6Percentage of vertical reinforcement used 3.22%
AREA OF REINFORCEMENT OK
Size of links (in mm) 8
Axial load Design Check Pc= 3587215 N Pass
Ultimate axial load N (in N) Characteristic cube strength Fcu
(in N/mm2)
Width of column b (in mm) Area of concrete Ac (in mm2)
Depth of cross-section h (in mm) Characteristic strength of reinforcement Fy (in N/mm2)
Area of vertical reinforcement Asc
(in mm2)
(in mm2)
ASC
Required
If Min No. is ODD use next largest EVEN No. as the
minimum
Area of vertical reinforcement (in mm2) used
COLUMN 10/ ASECTION DESIGN Level: Second to Third
1162980 40250 62500250 460
472Percentage of vertical reinforcement 0.76%Minimum area of reinforcement 2.1% 1312.5
1313
Max. Spacing of Reinforcement (in mm) 175Min No.* 3 *0.5 is added to round-up figure
1963 Bar Size (in mm) 25 No. Used 4Percentage of vertical reinforcement used 3.14%
AREA OF REINFORCEMENT OK
Size of links (in mm) 8
Axial load Design Check Pc= 1480149 N Pass
Ultimate axial load N (in N) Characteristic cube strength Fcu
(in N/mm2)
Width of column b (in mm) Area of concrete Ac (in mm2)
Depth of cross-section h (in mm) Characteristic strength of reinforcement Fy (in N/mm2)
Area of vertical reinforcement Asc
(in mm2)
(in mm2)
ASC Required
If Min No. is ODD use next largest EVEN No. as the
minimum
Area of vertical reinforcement (in mm2) used
COLUMN 10/ ASECTION DESIGN Level: First to Second
2671180 40300 150000500 460
786Percentage of vertical reinforcement 0.52%Minimum area of reinforcement 2.6% 3900
3900
Max. Spacing of Reinforcement (in mm) 250Min No.* 3 *0.5 is added to round-up figure
4825 Bar Size (in mm) 32 No. Used 6Percentage of vertical reinforcement used 3.22%
AREA OF REINFORCEMENT OK
Size of links (in mm) 8
Axial load Design Check Pc= 3587215 N Pass
Ultimate axial load N (in N) Characteristic cube strength Fcu
(in N/mm2)
Width of column b (in mm) Area of concrete Ac (in mm2)
Depth of cross-section h (in mm) Characteristic strength of reinforcement Fy (in N/mm2)
Area of vertical reinforcement Asc
(in mm2)
(in mm2)
ASC
Required
If Min No. is ODD use next largest EVEN No. as the
minimum
Area of vertical reinforcement (in mm2) used
COLUMN 10/ ASECTION DESIGN Level: Third to Fourth
915590 40250 62500250 460
-245Percentage of vertical reinforcement -0.39%Minimum area of reinforcement 1.4% 875
875
Max. Spacing of Reinforcement (in mm) 175Min No.* 3 *0.5 is added to round-up figure
1257 Bar Size (in mm) 20 No. Used 4Percentage of vertical reinforcement used 2.01%
AREA OF REINFORCEMENT OK
Size of links (in mm) 8
Axial load Design Check Pc= 1262296 N Pass
Ultimate axial load N (in N) Characteristic cube strength Fcu
(in N/mm2)
Width of column b (in mm) Area of concrete Ac (in mm2)
Depth of cross-section h (in mm) Characteristic strength of reinforcement Fy (in N/mm2)
Area of vertical reinforcement Asc (in mm2)
(in mm2)
ASC
Required
If Min No. is ODD use next largest EVEN No. as the
minimum
Area of vertical reinforcement (in mm2) used
SUBFRAME ANALYSIS
2nd FLOOR Column 10/ A
Upper column 0.25
0.25
3.06
0.000106
Lower column 0.30
0.50
3.40
0.000919
Left hand beam 0.75 Dead 9.1 Load Width 6 135
0.25 Live 6.1 Fem 310.0781
5.25
0.000186
Right hand beam 0.00 Dead 0 Load Width 3.5 0
0.00 Live 0 Fem 0
0.00
#DIV/0!
Total out of balance fixed end moment 310.0781Type of column (internal or external?) external
29.5
254.8
bu
du
Lu
Ku
bl
dl
Ll
Kl
b1
W1
d1
L1
Kb1
b2
W2
d2
L2
Kb2
Framing Moment Mfu
Framing Moment MFl
1.4Gk+1.6Qk1.0Gk
Ku
Kl
0.5Kb2 0.5Kb1
1.4Gk+1.6Qk
Ku
Kl
0.5Kb
Internal Column External Column
6th Floor Column 10/ A
Lower column 0.25
0.25
3.11
0.000105
Left hand beam 0.75 Dead 11 Load Width 3 60.6
0.30 Live 3 Fem 139.1906
5.25
0.000321
Right hand beam 0.00 Dead 0 Load Width 0 0
0.00 Live 0 Fem 0
0.00
#DIV/0!
Total out of balance fixed end moment 139.1906
Type of column (internal or external?) external
54.9
bl (m)
dl
Ll
Kl
b1
W1
d1
L1
Kb1
b2
W2
d2
L2
Kb2
Framing Moment MF
1.4Gk+1.6Qk1.0Gk
Kl
0.5Kb2 0.5Kb1
1.4Gk+1.6Qk
Kl
0.5Kb
Internal Column External Column
N (N) M (Nmm) b (mm) h (mm) N/bh
Roof 0.0 0.25 0.25 0 0 0.42 06 151916 54900000 250.00 250.00 2.430656 3.5136 2 12505 402588 43000000 250.00 250.00 6.441408 2.752 0.7 4384 662125 43000000 250.00 250.00 10.594 2.752 0.7 4383 915590 43000000 250.00 250.00 14.64944 2.752 1.4 875
2 1162980 43000000 250.00 250.00 18.60768 2.752 2.1 1313
1 2671180 254800000 300.00 500.00 17.80787 3.397333 2.6 3900
0 3121390 118200000 300.00 500.00 20.80927 1.576 1.8 2700
-1 3789180 361500000 300.00 1200.00 10.5255 0.836806 0.4 1440
Storey Height
M/bh2 100ASC/bh ASC (mm2)
UPPER FLOORS Column 10/ A
Upper column 0.25
0.25
3.06
0.000106
Lower column 0.25
0.25
3.06
0.000106
Left hand beam 0.75 Dead 7.1 Load Width 3 53.82
0.25 Live 5 Fem 123.6178
5.25
0.000186
Right hand beam 0.00 Dead 0 Load Width 3.5 0
0.00 Live 0 Fem 0
0.00
#DIV/0!
Total out of balance fixed end moment 123.6178Type of column (internal or external?) external
43.0
43.0
bu
du
Lu
Ku
bl
dl
Ll
Kl
b1
W1
d1
L1
Kb1
b2
W2
d2
L2
Kb2
Framing Moment Mfu
Framing Moment MFl
1.4Gk+1.6Qk1.0Gk
Ku
Kl
0.5Kb2 0.5Kb1
1.4Gk+1.6Qk
Ku
Kl
0.5Kb
Internal Column External Column
1st FLOOR Column 10/ A
Upper column 0.30
0.50
3.06
0.001021
Lower column 0.30
0.50
3.06
0.001021
Left hand beam 0.75 Dead 7.1 Load Width 6 107.64
0.25 Live 5 Fem 247.2356
5.25
0.000186
Right hand beam 0.00 Dead 0 Load Width 3.5 0
0.00 Live 0 Fem 0
0.00
#DIV/0!
Total out of balance fixed end moment 247.2356Type of column (internal or external?) external
118.2
bu
du
Lu
Ku
bl
dl
Ll
Kl
b1
W1
d1
L1
Kb1
b2
W2
d2
L2
Kb2
Framing Moment Mfu
1.4Gk+1.6Qk1.0Gk
Ku
Kl
0.5Kb2 0.5Kb1
1.4Gk+1.6Qk
Ku
Kl
0.5Kb
Internal Column External Column
118.2
Grd FLOOR Column 10/ A
Upper column 0.30
0.50
3.06
0.001021
Lower column 0.30
1.20
3.06
0.014118
Left hand beam 0.75 Dead 14.5 Load Width 6 169.8
0.25 Live 5 Fem 390.0094
5.25
0.000186
Right hand beam 0.00 Dead 0 Load Width 3.5 0
0.00 Live 0 Fem 0
0.00
#DIV/0!
Total out of balance fixed end moment 390.0094Type of column (internal or external?) external
Framing Moment MFl
bu
du
Lu
Ku
bl
dl
Ll
Kl
b1
W1
d1
L1
Kb1
b2
W2
d2
L2
Kb2
1.4Gk+1.6Qk1.0Gk
Ku
Kl
0.5Kb2 0.5Kb1
1.4Gk+1.6Qk
Ku
Kl
0.5Kb
Internal Column External Column
26.1
361.5
Framing Moment Mfu
Framing Moment MFl
