column kashipur

7/28/2019 Column Kashipur

1/45

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


2/45

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


3/45

Ekc + Ekb + 327480.469

2.5 ( See Fig. 27 , Page 93 IS :456)

= 8.875 mts.

b = 500 mm

d = 500 mm


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


4/45

2.9 1.09 mts L-X = 1.32 mts

30.35 kN-mt

d7 = 0 mm d8 = 450 mm

225


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


5/45

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


Ley - Effective Length

2934272.3

2934272.3


6/45

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 =


7/45

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


8/45

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


9/45

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


10/45

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


11/45

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


12/45

Fck = 20 N/mm2

Fy = 415 N/mm2

Yes ( "Yes" or "No" ) No

Yes

L=Staad Length


13/45

Yes ( "Yes" or "No" )


14/45

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)


15/45

Yes ( "Y" or "N" )


16/45


17/45


18/45


19/45


20/45


21/45

Series1

Linear (Series1)


22/45

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)


23/45

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


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



1746562500 8000 mm

5208333333 3550 mm

0 5000 mm


24/45

2.9 1.09 mts L-X = 1.32 mts

62.18 kN-mt

d7 = 0 mm

225


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



25/45

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



Calculation of Pb:

16 mm

40 mm


Bar dia meter =

Cover =




26/45

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


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


27/45

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


28/45

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


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




29/45

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


30/45

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


31/45

= 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


32/45

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


33/45

IS :456)

mts.

horter along x axis

horter along y axis

kN-m

kN-m

0.95


34/45

50 x 50

50 x 50

kN-mt

kN-mt


35/45

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


36/45

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)


37/45

Nos

4

16

4

Cm2

5

rs are OK


38/45

No

Yes


39/45

No

Yes

y = 1.6667x + 0.6667

Series1

Linear (Series1)


40/45

1


41/45

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


C3

Same Section


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


B1

B2


42/45

8.46

= 11.28 mts.

b = 350 mm

d = 750 mm


375 mm 196.95 kN-mt

C1 Same Section


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


C3

Same Section


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


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





43/45

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



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


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



44/45


45/45

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


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



Biaxially safe

Per face nos. =

Nos of bars are OK

981

column kashipur

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