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Concrete Frame Design Summary

This document summarizes the design of a concrete column (C6) according to IS 456:2000. The column is 12x12 cm in cross-section, 2.844m long, and located on the 1st floor. It was designed for an axial load of 570.5 kN and bending moments of 23.6 and -53.4 kN-m. Reinforcement of 1511 mm2 (1.63% of cross-section) was required. Shear demands of 41.6 and 39.3 kN were less than the column's shear capacity. Joint shear checks were not applicable. Bending moment-to-shear ratios were also within code limits.

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80 views2 pages

Concrete Frame Design Summary

This document summarizes the design of a concrete column (C6) according to IS 456:2000. The column is 12x12 cm in cross-section, 2.844m long, and located on the 1st floor. It was designed for an axial load of 570.5 kN and bending moments of 23.6 and -53.4 kN-m. Reinforcement of 1511 mm2 (1.63% of cross-section) was required. Shear demands of 41.6 and 39.3 kN were less than the column's shear capacity. Joint shear checks were not applicable. Bending moment-to-shear ratios were also within code limits.

Uploaded by

Abinash Neupane
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as DOCX, PDF, TXT or read online on Scribd
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ETABS 2013 13.1.

5 License #*1DDPUVNRG45RVCX

ETABS 2013 Concrete Frame Design


IS 456:2000 Column Section Design

Column Element Details Type: Ductile Frame (Summary)

Level Element Section ID Combo ID Station Loc Length (mm) LLRF


1F C6 C-12X12 DL+1.25RSX 0 2844.8 0.616

Section Properties

b (mm) h (mm) dc (mm) Cover (Torsion) (mm)


304.8 304.8 56 30

Material Properties

Ec (MPa) fck (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)


22360.68 20 1 500 500

Design Code Parameters

ɣC ɣS
1.5 1.15

Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3

Design Pu Design Mu2 Design Mu3 Minimum M2 Minimum M3 Rebar Area Rebar %
kN kN-m kN-m kN-m kN-m mm² %
570.5165 23.6339 -53.3954 11.4103 11.4103 1511 1.63

Axial Force and Biaxial Moment Factors

K Factor Length Initial Moment Additional Moment Minimum Moment


Unitless mm kN-m kN-m kN-m
Major Bend(M3) 0.757404 2489.2 -21.3582 0 11.4103
Minor Bend(M2) 0.742939 2489.2 9.4536 0 11.4103

Shear Design for Vu2 , Vu3

Shear Vu Shear Vc Shear Vs Shear Vp Rebar Asv /s


kN kN kN kN mm²/m
Major, Vu2 41.6095 70.4167 30.3333 55.5333 337.85
Minor, Vu3 39.3182 70.4167 30.3333 39.3182 337.85

Joint Shear Check/Design

Kapan Residence DYNAMIC.EDB Page 1 of 2 11/1/2014


ETABS 2013 13.1.5 License #*1DDPUVNRG45RVCX

Joint Shear Shear Shear Shear Joint Shear


Force VTop Vu,Tot Vc Area Ratio
kN kN kN kN cm² Unitless
Major Shear, Vu2 N/A N/A N/A N/A N/A N/A
Minor Shear, Vu3 N/A N/A N/A N/A N/A N/A

(1.1) Beam/Column Capacity Ratio

Major Ratio Minor Ratio


N/A N/A

Additional Moment Reduction Factor k (IS 39.7.1.1)

Ag Asc Puz Pb Pu k
cm² cm² kN kN kN Unitless
929 15.1 1402.623 312.1048 570.5165 0.763038

Additional Moment (IS 39.7.1)

Consider Length Section KL/Depth KL/Depth KL/Depth Ma


Ma Factor Depth (mm) Ratio Limit Exceeded Moment (kN-m)
Major Bending (M3 ) Yes 0.875 304.8 6.185 12 No 0
Minor Bending (M2 ) Yes 0.875 304.8 6.067 12 No 0

Notes:

N/A: Not Applicable

N/C: Not Calculated

N/N: Not Needed

Kapan Residence DYNAMIC.EDB Page 2 of 2 11/1/2014

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