Download - Column Kashipur
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o umn es gn or ace memen s d = 500 mm
b = 500 mm
Upper Joint (Moment ) = 295.34 kN-mt
375 mm 251.41 kN-mt
Same Section
Column C1 exist =
2.146 X = 2.52 mts
d1 = 0 mm
L = 3.55 mts d2 = 750 mm
2.950
0.804 L-X = 1.03 mts
d3 = 0 mm d4 = 450 mm
94.2 kN-mt
225 mm
Major Axis
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Upper Joint (Moment) = 120.52 kN-mt
Same Section
Column C2 exist =
b1 = 300 mm d1 = 0 mm
b2 = 230 mm d2 = 750 mm
b3 = 300 mm d3 = 0 mm
b4 = 230 mm d4 = 450 mm
b = 500 mm d = 500 mm
Unbraced Column
B1 = Ekc = = 0.659
Ekc + Ekb + 1516113.28
B2 = Ekc = = 0.900
8085937500
I/LL (mm)I (mm4)Width Depth
0
1746562500
5000 mm
5000 mm
8000 mm
0
8000 mm
0
1010742.188
0
218320.3125
2934272.3
2934272.3
5208333333 3550 mm 1467136.15
2934272.3
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Ekc + Ekb + 327480.469
2.5 ( See Fig. 27 , Page 93 IS :456)
= 8.875 mts.
b = 500 mm
d = 500 mm
Upper Joint (Moment ) = 62.18 kN-mt
450 mm 49.66 kN-mt
Same Section
Column C1 exist =
1.78 mts X = 2.23 mts
d5 = 0 mm
L = 3.55 mts d6 = 900 mm
Value of Effective Length Ratio I/L =
Lex - Effective Length
Minor Axis
2934272.3
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2.9 1.09 mts L-X = 1.32 mts
30.35 kN-mt
d7 = 0 mm d8 = 450 mm
225
Upper Joint (Moment) = 36.61 kN-mt
Same Section
Column C2 exist =
b5 = 300 mm d5 = 0 mm
b6 = 300 mm d6 = 900 mm
b7 = 300 mm d7 = 0 mm
b8 = 300 mm d8 = 450 mm
b = 500 mm d = 500 mm
Unbraced Column
0 5000 mm
5208333333 3550 mm
0 5000 mm 0
1467136.15
4556252278125000 5000 mm
0
364500018225000000 5000 mm
Width Depth I (mm4) L (mm) I/L
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B1 = Ekc = = 0.349
Ekc + Ekb + 5467500
B2 = Ekc = = 0.811
Ekc + Ekb + 683437.5
1.7 ( See Fig. 27 , Page 93 IS :456)
= 6.035 mts.
Slenderness check
Lex = 887.5 = 17.75 > 12 => column is slender along x axis
D 50
Ley = 603.5 = 12.07 > 12 => column is slender along y axis
b 50
For,
ex = 0.158 ey = 0.073
D b
Additional Moments
2934272.3
2934272.3
Value of Effective Length Ratio I/L =
Ley - Effective Length
2934272.3
2934272.3
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Factored Load (Pu) = 770 kN
Max = Pu X ex = 770 X 0.158 X 50 = 60.65 kN-m
100
Max = Pu X ey = 770 X 0.073 X 50 = 28.04 kN-m
100
= 1.5 %
(With reinforcement equally distributed on four faces) 0.47
Gross Area (Ag) = 50 X 50 = 2500 Cm2
Value of Puz / Ag = 13 N/mm2
(Chart No. 63 , SP-16, Page No:109)
Value of Puz = 3250 kN
Calculation of Pb:
16 mm
40 mm
0.096 => Say = 0.1
0.096 => Say = 0.1
Pb (About xx -axis) = k1 + k2 x p
fck
For first trial , assume percentage of steel
fck * b *D
Bar dia meter =
d'/D (About xx-axis)=
d'/D (About yy-axis)=
Cover =
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K1 = 0.207
k2 = 0.328
= 0.207 + 0.328 x 1.5 20 x 50 x 50
Pbx = 1158 kN
Pb (About yy -axis) = k1 + k2 x p
fck
K1 = 0.207
k2 = 0.328
= 0.207 + 0.328 x 1.5 20 x 50 x 50
Pby = 1158 kN
Modification Co-efficient
Kx = Puz - Pu = 3250 - 770 = 1.185
Puz - Pbx 3250 - 1158
Ky = Puz - Pu = 3250 - 770 = 1.185
Puz - Pby 3250 - 1158
20
fck * b *D
20
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The additional moments calculated earlier will now be multilpied by above value.
Max = 1.185 x 60.650 = kN-mt
May = 1.185 x 28.04 = kN-mt
Mux = ( 0.5 x 251 - 0.5 x 94.2 ) = 78.62 kN-mt
Mux = ( 0.5 x 50 - 0.5 x 30.3 ) = 9.654 kN-mt
Above actual moments should be compared with those calculated from min. eccentricity consideration.
ex = L + D
500 30
= 295.0 + 50 =
500 30
ey = L + b
500 30
= 287.5 + 50 =
71.90
33.25
The additional moments due to slenderness effect should be added to initial moments after modifiing the
initial moments
2.26 Cms
2.24 Cms
ex is greater than min
eccentricity = 20mm
ey is greater than min
eccentricity = 20mm
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500 30
Moments Due to eccentricity
Mux = Pu x ex = 770 X 2.257 = 17.38 kN-mt
100
Muy = Pu x ey = 770 X 2.24 = 17.26 kN-mt
100
Total moments for which the column is to be designed are
Mux = 71.90 + 78.62 = kN-mt
Muy = 33.25 + 17.26 = kN-mt
Design for column :
Pu = = 0.154
Fck*b*D 20 x 50 x 50
P = 0.075
Fck
44 d'/D = 0.100
50.51
770
Refering to chart No :
150.52
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Mu = 0.16
Fck*b*D2
Mux1 = 0.16 X 20 X 50 X 50 ^2
= 400 kN-mt
44 d'/D = 0.100
Mu = 0.16
Fck*b*D2
Muy1 = 0.16 X 20 X 50 X 50 X ^2
= 400 kN-mt
Biaxial Bending Check :
Mux = 150.52 = 0.38
Mux1 400
0.2 1
Muy = 50.51 = 0.13 0.8 2
Muy1 400
Alfa = 0.255
Pu = 770 = 0.237
Puz 3250
Alpha n = 1.06
Refering to chart No :y = 1.6667x + 0.666
0
0.5
1
1.5
2
2.5
0 0.5 1
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Mux an
+ Muy an
< 1
Mux1 Muy1
0.47 < 1
Steel Area :
As = 37.5 Cm2
Per face = 9.375 Cm2
Dia Nos
Group 1 = 25 4
Group 2 = 20 16
Group 3 = 0 4
As = 69.90 Cm2
Nos. = 20
5Per face nos. =
Nos of bars are OK
Biaxially safe
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Fck = 20 N/mm2
Fy = 415 N/mm2
Yes ( "Yes" or "No" ) No
Yes
L=Staad Length
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Yes ( "Yes" or "No" )
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0.225 1.041708
Yes ( "Y" or "N" ) No
Yes
L=Staad Length
y = 1.6667x + 0.6667
0
0.5
1
1.5
2
2.5
0 0.2 0.4 0.6 0.8 1
Series1
Linear (Series1)
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Yes ( "Y" or "N" )
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Series1
Linear (Series1)
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Column design for face mements
Upper Joint (Moment ) = 345 kN-mt
375 mm 295.34 kN-mt
1.400 X = 1.78 mts
d1 = 0 mm
L = 3.55 mts
2.950
1.550 L-X = 1.78 mts
d3 = 0 mm
295.3 kN-mt
225 mm
Upper Joint (Moment) = 345 kN-mt
b1 = 300 mm d1 = 0 mm
b2 = 230 mm d2 = 750 mm 8085937500 8000 mm
0 5000 mm
Major Axis
Width Depth I (mm4) L (mm)
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b3 = 300 mm d3 = 0 mm
b4 = 230 mm d4 = 450 mm
b = 500 mm d = 500 mm
Unbraced Column
B1 = Ekc =
Ekc + Ekb + 1516113.281
B2 = Ekc =
Ekc + Ekb + 327480.4688
1.2 ( See Fig. 27 , Page 9
= 4.26
Upper Joint (Moment ) = 62.18 kN-mt
450 mm 62.18 kN-mt
1.78 mts X = 2.23 mts
d5 = 0 mm
L = 3.55 mts
Minor Axis
2934272.3
2934272.3
2934272.3
2934272.3
Value of Effective Length Ratio I/L =
Lex - Effective Length
1746562500 8000 mm
5208333333 3550 mm
0 5000 mm
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2.9 1.09 mts L-X = 1.32 mts
62.18 kN-mt
d7 = 0 mm
225
Upper Joint (Moment) = 36.61 kN-mt
b5 = 300 mm d5 = 0 mm
b6 = 300 mm d6 = 900 mm
b7 = 300 mm d7 = 0 mm
b8 = 300 mm d8 = 450 mm
b = 500 mm d = 500 mm
Unbraced Column
B1 = Ekc =
Ekc + Ekb + 5467500
B2 = Ekc =
Ekc + Ekb + 683437.5
2934272.3
2934272.3
2934272.3
2934272.3
2278125000 5000 mm
5208333333 3550 mm
0 5000 mm
18225000000 5000 mm
0 5000 mm
Width Depth I (mm4) L (mm)
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1.2 ( See Fig. 27 , Page 9
= 4.26
Slenderness check
Lex = 426 = 8.52 < 12 => column is
D 50
Ley = 426 = 8.52 < 12 => column is
b 50
For,
ex = 0.000 ey = 0.000
D b
Additional Moments
Factored Load (Pu) = 738.1 kN
Max = Pu X ex = 738 X 0.000 X 50 = 0.00
100
Max = Pu X ey = 738 X 0.000 X 50 = 0.00
100
= 1.827 %
(With reinforcement equally distributed on four faces)
Gross Area (Ag) = 50 X 50 = 2500 Cm2
Value of Puz / Ag = 14.5 N/mm2
(Chart No. 63 , SP-16, Page No:109)
Value of Puz = 3625 kN
Calculation of Pb:
16 mm
40 mm
For first trial , assume percentage of steel
Bar dia meter =
Cover =
Value of Effective Length Ratio I/L =
Ley - Effective Length
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0.096 => Say = 0.1
0.096 => Say = 0.1
Pb (About xx -axis) = k1 + k2 x pfck
K1 = 0.207
k2 = 0.328
= 0.207 + 0.328 x 1.827 20 x
Pbx = 1184.814 kN
Pb (About yy -axis) = k1 + k2 x p
fck
K1 = 0.207
k2 = 0.328
= 0.207 + 0.328 x 1.827 20 x
Pby = 1184.814 kN
Modification Co-efficient
Kx = Puz - Pu = 3625 - 738.1 = 1.183
Puz - Pbx 3625 - 1184.814
Ky = Puz - Pu = 3625 - 738.1 = 1.183
Puz - Pby 3625 - 1184.814
The additional moments calculated earlier will now be multilpied by above value.
Max = 1.183 x 0.000 =
May = 1.183 x 0.00 =
20
fck * b *D
20
0.00
0.00
d'/D (About xx-axis)=
d'/D (About yy-axis)=
fck * b *D
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Mux = ( 0.5 x 295 - 0.5 x 295.3 ) = 0.00
Mux = ( 0.5 x 62 - 0.5 x 62.2 ) = 0.000
Above actual moments should be compared with those calculated from min. eccentricity conside
ex = L + D
500 30
= 295.0 + 50 =
500 30
ey = L + b
500 30
= 287.5 + 50 =
500 30
Moments Due to eccentricity
Mux = Pu x ex = 738 X 2.257 = 16.66
100
Muy = Pu x ey = 738 X 2.24 = 16.55
100
Total moments for which the column is to be designed areMux = 0.00 + 16.66 =
Muy = 0.00 + 16.55 =
Design for column :
2.26 Cms
2.24 Cms
295.34
62.18
The additional moments due to slenderness effect should be added to initial moments after modi
initial moments
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Pu = = 0.148
Fck*b*D 20 x 50 x 50
P = 0.09135
Fck
44 d'/D = 0.100
Mu = 0.15
Fck*b*D2
Mux1 = 0.15 X 20 X 50 X 50 ^2
= 375 kN-mt
44 d'/D = 0.100
Mu = 0.15
Fck*b*D2
Muy1 = 0.15 X 20 X 50 X 50 X ^2
= 375 kN-mt
Biaxial Bending Check :
Mux = 295.34 = 0.79
Mux1 375
Muy = 62.18 = 0.17
Muy1 375
Pu = 738.1 = 0.204Puz 3625
Alpha n = 1.01
Mux an
+ Muy an
< 1
Mux1 Muy1
738.1
Refering to chart No :
Refering to chart No :
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0.95 < 1
Steel Area :
As = 45.675 Cm2
Per face = 11.41875 Cm2
Dia
Group 1 = 25
Group 2 = 20
Group 3 = 0
As = 69.90
Nos. = 20
Biaxially safe
Per face nos. =
Nos of b
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d = 500 mm
Fck = 20 N/mm2
b = 500 mm Fy = 415 N/mm2
Same Section
Column C1 exist = Yes ( "Yes" or "No" )
d2 = 750 mm
d4 = 450 mm
Same Section
Column C2 exist = Yes ( "Yes" or "No" )
1010742.188
0
L=Staad Length
I/L
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= 0.659
= 0.900
IS :456)
mts.
b = 500 mm
d = 500 mm
0.225 1.041708
Same Section
Column C1 exist = Yes ( "Y" or "N" )
d6 = 900 mm
218320.3125
1467136.15
0
0.5
1
1.5
2
2.5
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d8 = 450 mm
Same Section
Column C2 exist = Yes ( "Y" or "N" )
= 0.349
= 0.811
455625
1467136.15
0
3645000
0
L=Staad Length
I/L
00 0.2 0.4 0.6 0.8
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IS :456)
mts.
horter along x axis
horter along y axis
kN-m
kN-m
0.95
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50 x 50
50 x 50
kN-mt
kN-mt
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kN-mt
kN-mt
ration.
kN-mt
kN-mt
kN-mt
kN-mt
ex is greater than min
eccentricity = 20mm
ey is greater than min
eccentricity = 20mm
fiing the
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0.2 1
0.8 2
Alfa = 0.255
y = 1.6667x + 0.6667
0
0.5
1
1.5
2
2.5
0 0.2 0.4 0.6 0.8 1
Series1
Linear (Series1)
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Nos
4
16
4
Cm2
5
rs are OK
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No
Yes
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No
Yes
y = 1.6667x + 0.6667
Series1
Linear (Series1)
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1
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o umn es gn or a eam ace momen
Max
d = 750 mm
May Fck =
b = 350 mm Fy =
Upper Joint (Moment ) = 223 kN-mt
300 mm 198.42 kN-mt
C1 Same Section
Column C1 exist = Yes
2.422 X = 2.72 mts
d1 = 0 mm
L = 7.05 mts d2 = 600 mm
C2
6.750
4.328 L-X = 4.33 mts
d3 = 0 mm d4 = 0 mm
354.6 kN-mt
0 mm
Upper Joint (Moment) = 354.62 kN-mt
C3
Same Section
Column C2 exist = Yes
b1 = 300 mm d1 = 0 mm
b2 = 230 mm d2 = 600 mm
b3 = 300 mm d3 = 0 mm
b4 = 230 mm d4 = 0 mm
C1 b = 350 mm d = 750 mm
C2 b = 350 mm d = 750 mm
C3 b = 350 mm d = 750 mm
Unbraced Column
B1 = Ekc = = 0.837
Ekc + Ekb + 1242000
f
B2 = Ekc = = 0.000
Ekc + Ekb + 0
B2 calculation not applicable as lower joint is at foundation
1.6 ( See Fig. 27 , Page 93 IS :456) 2.417143
6395796.655
6981734.155
6981734.155
12304687500 4200 mm 2929687.5
6395796.655
8000 mm
12304687500 3550 mm 3466109.155
12304687500 3500 mm 3515625
0
0
0
5000 mm
5000 mm
5000 mm
0
0
828000
L=Staad
I/LL (mm)I (mm4)Width Depth
0
4140000000
Major Axis
Value of Effective Length Ratio I/L =
B1
B2
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8.46
= 11.28 mts.
b = 350 mm
d = 750 mm
Upper Joint (Moment ) = 234.74 kN-mt
375 mm 196.95 kN-mt
C1 Same Section
Column C1 exist = Yes
1.95 mts X = 2.33 mts
d5 = 750 mm
L = 3.55 mts d6 = 750 mm
C2
3.0 1.00 mts L-X = 1.22 mts
100.29 kN-mt
d7 = 450 mm d8 = 450 mm
225
Upper Joint (Moment) = 122.96 kN-mt
C3
Same Section
Column C2 exist = Yes
for simplicity , effective length for lower column height is not evaluated as upper height is critical
b5 = 300 mm d5 = 750 mm
b6 = 230 mm d6 = 750 mm
b7 = 230 mm d7 = 450 mm
b8 = 230 mm d8 = 450 mm
C1 b = 750 mm d = 350 mm
C2 b = 750 mm d = 350 mm
C3 b = 750 mm d = 350 mm
Unbraced Column
B1 = Ekc = = 0.258
Ekc + Ekb + 3999023.44
B2 = Ekc = = 0.666
Ekc + Ekb + 764121.094
1.45 ( See Fig. 27 , Page 93 IS :456)
= 5.1475 mts.
I/L
1318359
L=Staad
Width Depth I (mm4) L (mm)
218320
13476568085937500 6000 mm
638021
1392862.383
2910941746562500 6000 mm
754842
765625
2679687500 4200 mm
1746562500 8000 mm
3550 mm
2679687500 3500 mm
1392862.383
1520466.549
1520466.549
10546875000 8000 mm
2679687500
Minor Axis
Value of Effective Length Ratio I/L =
Ley - Effective Length
Lex - Effective Length
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Slenderness check
Lex = 1128 = 15.04 > 12 => column is slender along x axisD 75
Ley = 514.75 = 14.71 > 12 => column is slender along y axis
b 35
For,
ex = 0.113 ey = 0.108
D b
Additional Moments due to slenderness
Factored Load (Pu) = 981 kN
Max = Pu X ex = 981 X 0.113 X 75 = 83.21 kN-m
100
May = Pu X ey = 981 X 0.108 X 35 = 37.13 kN-m
100
= 1 %
(With reinforcement equally distributed on four faces)
Gross Area (Ag) = 75 X 35 = 2625 Cm2
Value of Puz / Ag = 12 N/mm2
(Chart No. 63 , SP-16, Page No:109)
Value of Puz = 3150 kN
Calculation of Pb:
16 mm
40 mm
0.064 => Say = 0.10.137 => Say = 0.15
Pb (About xx -axis) = k1 + k2 x p
fck
K1 = 0.207 (Page no:171 - SP 16) For d'/D = 0.1
k2 = 0.328
= 0.207 + 0.328 x 1 20 x 35 x 75
Pbx = 1173 kN
Pb (About yy -axis) = k1 + k2 x p
fck
K1 = 0.196 (Page no:171 - SP 16) For d'/D = 0.15
k2 = 0.203
= 0.196 + 0.203 x 1 20 x 35 x 75
Pby = 1082 kN
20
Bar dia meter =
d'/D (About xx-axis)=d'/D (About yy-axis)=
Cover =
20
fck * b *D
fck * b *D
For first trial , assume percentage of steel
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Design for column :
Pu = = 0.187
Fck*b*D 20 x 35 x 75
P = 0.05
Fck
44 d'/D = 0.100
Mu = 0.1
Fck*b*D2
Mux1 = 0.10 X 20 X 35 X 75 ^2
= 393.8 kN-mt
45 d'/D = 0.150
Mu = 0.1
Fck*b*D2
Muy1 = 0.10 X 20 X 75 X 35 X ^2
= 184 kN-mt
Biaxial Bending Check :
Mux = 161.31 = 0.41
Mux1 393.75
0.2 1
Muy = 85.47 = 0.47 0.8 2
Muy1 183.75
Alfa = 0.255
Pu = 981 = 0.311
Puz 3150
Alpha n = 1.19
Mux
an
+ Muy
an
< 1Mux1 Muy1
0.75 < 1
Steel Area :
As = 26.25 Cm2
Per face = 6.6 Cm2
Dia Nos
Group 1 = 20 4
Group 2 = 16 8
Group 3 = 0 4
As = 28.65 Cm2
Nos. = 12
3
Refering to chart No :
Refering to chart No :
Biaxially safe
Per face nos. =
Nos of bars are OK
981