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    Columna de Acero

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    CARLOS ALFREDO NAVARRO MERINO
    This document summarizes the strength check of a steel column (C2) located at 900mm in a building. It shows the column section properties, material properties, applied forces and moments, and design capacities. The demand to capacity ratio for the column is 0.276, indicating the column strength is adequate based on the applied load combination.

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    Columna de Acero

    Uploaded by

    CARLOS ALFREDO NAVARRO MERINO
    7 views2 pages
    This document summarizes the strength check of a steel column (C2) located at 900mm in a building. It shows the column section properties, material properties, applied forces and moments, and design capacities. The demand to capacity ratio for the column is 0.276, indicating the column strength is adequate based on the applied load combination.

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    COLUMNA DE ACERO

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    This document summarizes the strength check of a steel column (C2) located at 900mm in a building. It shows the column section properties, material properties, applied forces and moments, and design capacities. The demand to capacity ratio for the column is 0.276, indicating the column strength is adequate based on the applied load combination.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    7 views2 pages

    Columna de Acero

    Uploaded by

    CARLOS ALFREDO NAVARRO MERINO
    This document summarizes the strength check of a steel column (C2) located at 900mm in a building. It shows the column section properties, material properties, applied forces and moments, and design capacities. The demand to capacity ratio for the column is 0.276, indicating the column strength is adequate based on the applied load combination.

    Copyright:

    © All Rights Reserved
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    of 2

    ETABS 2016 16.2.

    1 License #*1ZRJCY4BYEWF7Q8

    ETABS 2016 Steel Frame Design


    AISC 360-10 Steel Section Check (Strength Summary)

    Element Details

    Level Element Unique Name Location (mm) Combo Element Type Section Classification
    Story6 C2 10 900 Comb5 Special Moment Frame COL 450x450x8mm Slender

    LLRF and Demand/Capacity Ratio

    L (mm) LLRF Stress Ratio Limit


    1200.0 1 0.95

    Analysis and Design Parameters

    Provision Analysis 2nd Order Reduction


    LRFD Direct Analysis General 2nd Order Tau-b Fixed

    Stiffness Reduction Factors

    αP r /P y αP r /P e τb EA factor EI factor
    0.068 3.002E-04 1 0.8 0.8

    Design Code Parameters

    Φb Φc Φ TY Φ TF ΦV Φ V-RI Φ VT
    0.9 0.9 0.9 0.75 0.9 1 1

    Section Properties

    A (mm²) J (mm⁴) I 33 (mm⁴) I 22 (mm⁴) A v3 (mm²) A v2 (mm²)


    14144 690807104 460688938.7 460688938.7 6816 6816

    Design Properties

    S 33 (mm³) S 22 (mm³) Z 33 (mm³) Z 22 (mm³) r 33 (mm) r 22 (mm) C w (mm⁶)


    2047506.4 2047506.4 2344624 2344624 180.5 180.5

    Material Properties

    E (MPa) f y (MPa) Ry α
    196133 343.23 1.086 NA

    HSS Section Parameters

    HSS Welding Reduce HSS Thickness?


    ERW No

    Stress Check forces and Moments

    Location (mm) P u (N) M u33 (N-mm) M u22 (N-mm) V u2 (N) V u3 (N) T u (N-mm)
    900 -330461.07 -68700237.85 -40521869.42 38747.06 34633.35 16276.18

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

    L Factor K1 K2 B1 B2 Cm
    Major Bending 0.75 1 1 1 1 1
    Minor Bending 0.75 1 1 1 1 1

    ASENSOR NUEVO FINAL.EDB Page 1 of 2 28/07/2019


    ETABS 2016 16.2.1 License #*1ZRJCY4BYEWF7Q8

    Parameters for Lateral Torsion Buckling

    L ltb K ltb Cb
    0.75 1 1.41

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

    D/C Ratio = (P r /2P c ) + (M r33 /M c33 ) + (M r22 /M c22 )


    0.276 = 0.053 + 0.14 + 0.083

    Axial Force and Capacities

    P u Force (N) ϕP nc Capacity (N) ϕP nt Capacity (N)


    330461.07 3096836.44 4369215.7

    Moments and Capacities

    M u Moment (N-mm) ϕM n (N-mm) ϕM n No LTB (N-mm) ϕM n Cb=1 (N-mm)


    Major Bending 68700237.85 490969684.35 490969684.35 724276583.65
    Minor Bending 40521869.42 490969684.35

    Torsion Moment and Capacities

    T u Moment (N-mm) T n Capacity (N-mm) ϕT n Capacity (N-mm)


    16276.18 643323812.25 578991431.02

    Shear Design

    V u Force (N) ϕV n Capacity (N) Stress Ratio


    Major Shear 38747.06 1263316.21 0.031
    Minor Shear 34633.35 1263316.21 0.027

    ASENSOR NUEVO FINAL.EDB Page 2 of 2 28/07/2019

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