Note: This is applicable for short columnn subjected to Axial load and Biaxial Moments

INPUT DATA: C1

Breadth of the Column (b) 300

Depth of the Column (D) 750

Grade of Concrete (fck) 40

Grade of steel (fy) 415

Factored Axial Load (Pu) 3591

Mux 192

Muy 59

Cover of the Column 50

Length of the Column 3500

Coefficient for the End conditions 0.85

Diameter of Main bar 25

Diameter of Transverse bar 10

DESIGN DATA:

Effective Length of Column 2975

Check Slenderness Ratio -Along X-axis 3.96666666666667

Check Slenderness Ratio -Along Y-axis 9.91666666666667

Design the Column as Design as Short Column

Assume the Percentage of steel 1.2

p/fck 0.03

DESIGN OF SHORT COLUMNS

Uniaxial Moment capacity abt X-X axis (Mux1)

d'/D 0.0666666666666667

Pu/(fck b D) 0.399

0.05

Mux1 337.5

Uniaxial Moment capacity abt Y-Y axis (Muy1)

d'/D 0.166666666666667

0.05

Muy1 135

Area of steel required 2700

Puz (Load carrying capacity of section) (KN) 4890.375

Pu/Puz 0.734299516908213

Mux/Mux1 0.568888888888889

Muy/Muy1 0.437037037037037

Permissible value of Mux/Mux1 0.9

check for adequacy Hence safe

Area of steel 2700

No of Main bars 5.5031847133758Spacing of Transverse bars 300

Column Number

Mu/(fck b D²)

Mu/(fck b D²)

C1C2C3C4

Note: This is applicable for short columnn subjected to Axial load and Biaxial Moments

C1 C2

mm 300 mm

mm 900 mm

N/mm2 40 N/mm2

N/mm2 415 N/mm2

KN 1600 KN

KNM 120 KNM

KNM 90 KNM

mm 50 mm

mm 3000 mm

0.85

25

10

DESIGN DATA:

mm 2550 mm

Short Column 2.83333333333333 Short Column

Short Column 8.5 Short Column

Err:508

% 2.5 %

0.0625

DESIGN OF SHORT COLUMNS

0.0555555555555556

0.148148148148148

0.12

1166.4

0.166666666666667

0.15

486

6750

Safe 6960.9375 KN

0.229854096520763

0.102880658436214

0.185185185185185

0.9

Hence safe

6750

13.7579617834395mm C/C 300 mm C/C

Diam of Main bar Number of Bars Diam of Transverse bar

mm²

25 5.5031847133758 1025 13.7579617834395 1025 13.7579617834395 1025 13.7579617834395 10

Note: This is applicable for short columnn subjected to Axial load and Biaxial Moments

C3 C4

300 mm 300 mm

900 mm 900 mm

40 N/mm2 40 N/mm2

415 N/mm2 415 N/mm2

1600 KN 1600 KN

120 KNM 120 KNM

90 KNM 90 KNM

50 mm 50 mm

3000 mm 3000 mm

0.85 0.85

25 25

10 10

DESIGN DATA:

2550 mm 2550 mm

2.83333333333333 Short Column 2.83333333333333 Short Column

8.5 Short Column 8.5 Short Column

Err:508 Err:508

2.5 % 2.5 %

0.0625 0.0625

DESIGN OF SHORT COLUMNS

0.0555555555555556 0.05555555555556

0.148148148148148 0.14814814814815

0.12 0.12

1166.4 1166.4

0.166666666666667 0.16666666666667

0.15 0.15

486 486

6750 6750

6960.9375 KN 6960.9375 KN

0.229854096520763 0.22985409652076

0.102880658436214 0.10288065843621

0.185185185185185 0.18518518518519

0.9 0.9

Hence safe Hence safe

6750 6750

13.7579617834395 13.7579617834395300 mm C/C 300 mm C/C

Spacing (mm)

300300300300

Note: This is applicable for short columnn subjected to Axial load and Biaxial Moments

DESIGN DATA: