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Steel Structure 2

This document summarizes the results of an ETABS analysis of a steel frame element (B55) located at 3080mm in a building with a story height of 3080mm. The element is designed for the DStlS14 load combination. The analysis considers LRFD, second order effects, and seismic parameters. Stress, moment, and shear demands are compared to design capacities calculated according to AISC 360-10. All demand to capacity ratios are below limits, indicating the element meets strength requirements.

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240 views2 pages

Steel Structure 2

This document summarizes the results of an ETABS analysis of a steel frame element (B55) located at 3080mm in a building with a story height of 3080mm. The element is designed for the DStlS14 load combination. The analysis considers LRFD, second order effects, and seismic parameters. Stress, moment, and shear demands are compared to design capacities calculated according to AISC 360-10. All demand to capacity ratios are below limits, indicating the element meets strength requirements.

Uploaded by

galih
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 2015 15.0.

0 License #*1KF5EETCSBXQRHY

ETABS 2015 Steel Frame Design


AISC 360-10 Steel Section Check (Strength Summary)

Element Details
Level Element Location (mm) Combo Element Type Section Classification
Story1 B55 3080 DStlS14 Special Moment Frame WF 20X10 Seismic MD

LLRF and Demand/Capacity Ratio


L (mm) LLRF Stress Ratio Limit
3080,0 1 0,95

Analysis and Design Parameters


Provision Analysis 2nd Order Reduction
LRFD Direct Analysis General 2nd Order Tau-b Fixed

Stiffness Reduction Factors


αPr /Py αPr /Pe τb EA factor EI factor
-2,425E-04 -2,865E-05 1 0,8 0,8

Seismic Parameters
Ignore Seismic Ignore Special
Plug Welded? SDC I Rho SDS R Ω0 Cd
Code? EQ Load?
No No Yes D 1 1 1 8 3 5,5

Design Code Parameters


Φb Φc ΦTY ΦTF ΦV ΦV-RI ΦVT
0,9 0,9 0,9 0,75 0,9 1 1

Section Properties
A (cm²) J (cm⁴) I33 (cm⁴) I22 (cm⁴) Av3 (cm²) Av2 (cm²)
26,1 4,4 1490,7 92,5 11 16

Design Properties
S33 (cm³) S22 (cm³) Z33 (cm³) Z22 (cm³) r33 (mm) r22 (mm) Cw (cm⁶)
149,1 18,5 178,4 30,5 75,5 18,8 8669,4

Material Properties
E (MPa) fy (MPa) Ry α
200000 240 1 NA

Stress Check Message - Lb/ry > 0.086*E/Fy (ANSI/AISC 341-10 E3.4b, D1.2b)

Stress Check forces and Moments


Location (mm) Pu (kN) Mu33 (kN-m) Mu22 (kN-m) Vu2 (kN) Vu3 (kN) Tu (kN-m)
3080 0,152 -0,074 -0,0007 -1,7284 -0,0048 0,0013

Axial Force & Biaxial Moment Design Factors (H1.2,H1-1b)


L Factor K1 K2 B1 B2 Cm
Major Bending 0,765 1 1 1 1 1
Minor Bending 0,765 1 1 1 1 1

Parameters for Lateral Torsion Buckling


Lltb Kltb Cb

WATERTANK.EDB Page 1 of 2 07/01/2015


ETABS 2015 15.0.0 License #*1KF5EETCSBXQRHY

Lltb Kltb Cb
0,765 1 1,37

Demand/Capacity (D/C) Ratio Eqn.(H1.2,H1-1b)


D/C Ratio = (Pr /2Pc ) + (Mr33 /Mc33 ) + (Mr22 /Mc22 )
0,002 = 1,347E-04 + 0,002 + 1,171E-04

Axial Force and Capacities


Pu Force (kN) ϕPnc Capacity (kN) ϕPnt Capacity (kN)
0,152 254,2179 564,192

Moments and Capacities


Mu Moment (kN-m) ϕMn Capacity (kN-m) ϕMn No LTBD (kN-m)
Major Bending 0,074 38,5381 38,5381
Minor Bending 0,0007 6,3917

Shear Design
Vu Force (kN) ϕVn Capacity (kN) Stress Ratio
Major Shear 1,7284 207,36 0,008
Minor Shear 0,0048 142,56 3,356E-05

End Reaction Major Shear Forces


Left End Reaction (kN) Load Combo Right End Reaction (kN) Load Combo
40,4466 DStlS14

WATERTANK.EDB Page 2 of 2 07/01/2015

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