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ETABS Steel Frame Design: IS 800:2007 Steel Section Check (Strength Summary)

This document summarizes the strength check results for a steel beam element (ISHB450-1-1) in a steel frame building designed according to IS 800:2007. It provides details on the section properties, material properties, applied forces and moments, and demand to capacity ratios for axial force, bending moment, shear, and torsion checking. All demand to capacity ratios are below 1, indicating the element passes the strength check based on the applied loading combination.

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Nishan Gajurel
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53 views3 pages

ETABS Steel Frame Design: IS 800:2007 Steel Section Check (Strength Summary)

This document summarizes the strength check results for a steel beam element (ISHB450-1-1) in a steel frame building designed according to IS 800:2007. It provides details on the section properties, material properties, applied forces and moments, and demand to capacity ratios for axial force, bending moment, shear, and torsion checking. All demand to capacity ratios are below 1, indicating the element passes the strength check based on the applied loading combination.

Uploaded by

Nishan Gajurel
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
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ETABS 18.1.

1 License #*1TQBVJ2B5SKWSJV

ETABS Steel Frame Design


IS 800:2007 Steel Section Check (Strength Summary)

Element Details (Part 1 of 2)

Level Element Unique Name Location (mm) Combo Design Type Element Type Section
Story3 B1 231 11875 DStlS2 Beam Special Moment Frame ISHB450-1-1

Element Details (Part 2 of 2)

Classification Rolled
Class 1 Yes

Design Code Parameters

ɣ M0 ɣ M1 A n /A g LLRF PLLF Stress ratio Limit


1.1 1.25 1 0.777 0.75 0.95

Section Properties

A (cm²) I zz (cm⁴) r zz (mm) Z e,zz (cm³) A v,z (cm²) Z p,zz (cm³) I yz (cm⁴) I t (cm⁴)
111.1 39210.8 187.8 1742.7 68.5 1742.7 0 56.1
J (cm⁴) I yy (cm⁴) r yy (mm) Z e,yy (cm³) A v,y (cm²) Z p,yy (cm³) I w (cm⁶) h (mm)
56.1 2965.2 51.7 237.2 44.1 238.8 1697851.8 450

Material Properties

J (cm⁴) I yy (cm⁴) r yy (mm)


56.1 2965.2 51.7

E (MPa) f y (MPa) f u (MPa)


210000 345 450

Stress Check Forces and Moments

Location (mm) N (kN) M zz (kN-m) M yy (kN-m) V y (kN) V z (kN) T o (kN-m)


11875 -7.2103 -720.1583 -0.1198 290.4615 0.0542 0.0115

trial 1.EDB Page 1 of 3 7/5/2020


ETABS 18.1.1 License #*1TQBVJ2B5SKWSJV

PMM Demand/Capacity (D/C) Ratio 9.3.1.1(a)

D/C Ratio = [M y / M ndy;]^α + [M z /


M ndz;]^α
1.738 = [0.002] 1 + [1.318] 2

Basic Factors

Buckling Mode K Factor L Factor L Length (mm) KL/r


Major (z-z) 1 0.979 11750 62.556
Major Braced 1 0.979 11750 62.556
Minor (y-y) 1 0.333 4000 77.44
Minor Braced 1 0.333 4000 77.44
LTB 1 0.333 4000 77.44

Axial Force Design

N Force T d Capacity N d Capacity P dy Capacity P z Capacity P d Capacity


kN kN kN kN kN kN
Axial -7.2103 3485.7545 3485.7545 2083.0209 2759.4216 2083.0209
T dg T dn N cr,T N cr,TF A n /A g N /N d
kN kN kN kN Unitless Unitless
3485.7545 3600.936 6989.9971 6989.9971 1 0.002

Design Parameters for Axial Design

Curve α f cc (MPa) λ Φ χ f cd (MPa)


Major (z-z) a 0.21 529.64 0.807 0.889 0.792 248.28
MajorB (z-z) a 0.21 529.64 0.807 0.889 0.792 248.28
Minor (y-y) b 0.34 345.61 0.999 1.135 0.598 187.42
MinorB (y-y) b 0.34 345.61 0.999 1.135 0.598 187.42
Torsional TF b 0.34 628.94 0.741 0.866 0.76 238.45

Moment Designs

M Moment M span Moment M d(yield) Capacity M dv Capacity M nd Capacity M d(LTB) Capacity


kN-m kN-m kN-m kN-m kN-m kN-m
Major (z-z) -720.1583 -720.1583 546.5741 546.5741 546.5741 456.6963
Minor (y-y) -0.1198 0 74.8964 74.8964 74.8964
Curve α LT λ LT Φ LT χ LT C1 M cr (kN-m)
LTB a 0.21 0.725 0.818 0.836 1.132 1143.0185
C my C mz C mLT kz ky K LT M y / M dy M z / M dz α1 α2
Factors 1 0.498 1 1.002 1.003 1 -0.002 -1.318 1 2

Shear Design

V Force (kN) V d Capacity (kN) T o Capacity (kN-m) Stress Ratio Status Check
Major (y) 290.4615 798.5538 0.0115 0.364 OK
Minor (z) 0.0542 1240.384 0.0115 4.366E-05 OK

Shear Design

V p (kN) k v (Unitless) Λ W (Unitless) Τ b (MPa)


Reduction 798.5538 0 6.431E-07 1

trial 1.EDB Page 2 of 3 7/5/2020


ETABS 18.1.1 License #*1TQBVJ2B5SKWSJV

End Reaction Major Shear Forces

Left End Reaction (kN) Load Combo Right End Reaction (kN) Load Combo
181.5651 DStlS14 290.4615 DStlS14

trial 1.EDB Page 3 of 3 7/5/2020

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