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ETABS 2016 Column Design Guide

The document summarizes the design of a composite column element (C7) that is 3.25 meters long. It includes the material properties, demand to capacity ratios, and design checks for axial force, bending moments, torsion, and shear. The demand to capacity ratio for the column is 0.359, indicating adequate capacity based on the limit of 0.95.

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Gonzalo Rojas Panduro
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89 views2 pages

ETABS 2016 Column Design Guide

The document summarizes the design of a composite column element (C7) that is 3.25 meters long. It includes the material properties, demand to capacity ratios, and design checks for axial force, bending moments, torsion, and shear. The demand to capacity ratio for the column is 0.359, indicating adequate capacity based on the limit of 0.95.

Uploaded by

Gonzalo Rojas Panduro
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as DOCX, PDF, TXT or read online on Scribd
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ETABS 2016 16.2.

1 License #*13YXXZ8XKFN6FLW

ETABS 2016 Composite Column Design

Element Details
Level Element Unique Name Location (m) Combo Section Classification
Story1 C7 7 0 DCon5 columna CFT Compact

LLRF and Demand/Capacity Ratio


L (m) LLRF Stress Ratio Limit
3.25000 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
0.042 0.007

Seismic Parameters
Ignore Seismic Ignore Special
Plug Welded?
Code? EQ Load?
No No Yes

Design Code Parameters


Φb Φc ΦTY ΦTF ΦV ΦV-RI ΦVT
0.9 0.75 0.9 0.75 0.9 1 1

Design Properties of Steel Section


A (m²) J (m⁴) I33 (m⁴) I22 (m⁴) Av3 (m²) Av2 (m²)
0.0047 0.000044 0.000029 0.000029 0.002 0.0024

Material Properties
Es (kgf/m²) f'c (kgf/m²) Fy (kgf/m²)
20389019158 2109208.88 25310506.54

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


D/C Ratio = (Pr /2Pc ) + (Mr33 /Mc33 ) + (Mr22 /Mc22 )
0.359 = 0.02 + 0.219 + 0.12

Stress Check forces and Moments


Location (m) Pu (kgf) Mu33 (kgf-m) Mu22 (kgf-m) Vu2 (kgf) Vu3 (kgf) Tu (kgf-m)

4 lab obras.EDB Page 1 of 2 16/06/2019


ETABS 2016 16.2.1 License #*13YXXZ8XKFN6FLW

Location (m) Pu (kgf) Mu33 (kgf-m) Mu22 (kgf-m) Vu2 (kgf) Vu3 (kgf) Tu (kgf-m)
0 -4946.97 -1881.95 -1029.35 923.52 869.06 16.8

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


L Factor K1 K2 B1 B2 Cm
Major Bending 0.908 1 1 1 1 0.421
Minor Bending 0.908 1 1 1 1 0.332

Parameters for Lateral Torsion Buckling


Lltb Kltb Cb
0.908 0 2.164

Axial Force and Capacities


Pu Force (kgf) ϕPnc Capacity (kgf) ϕPnt Capacity (kgf)
4946.97 122577.03 106061.15

Moments and Capacities


Mu Moment (kgf-m) ϕMn Capacity (kgf-m) ϕMn (No LTB) (kgf-m)
Major Bending 1881.95 8581.17 8581.17
Minor Bending 1029.35 8581.17

Torsion Moment and Capacities


Tu Moment (kgf-m) Tn Capacity (kgf-m) ϕTn Capacity (kgf-m)
16.8 6845.95 6161.35

Shear Design
Vu Force (kgf) ϕVn Capacity (kgf)
Major Shear 923.52 29850.2
Minor Shear 869.06 29850.2

4 lab obras.EDB Page 2 of 2 16/06/2019

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