Angle Capacity

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  • 5/24/2018 Angle Capacity

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    PROJECT : PAGE :

    CLIENT : DESIGN BY :

    JOB NO. : DATE : REVIEW BY :

    INPUT DATA & DESIGN SUMMARY

    ANGLE SIZE L8X6X1

    STEEL YIELD STRESS Fy= 36 ksi

    AXIAL COMPRESSION FORCE P = 10 kips, ASD

    STRONG GEOMETRIC AXIS EFFECTIVE LENGTH KLx= 20 ft

    WEAK GEOMETRIC AXIS EFFECTIVE LENGTH KL y= 10 ft

    STRONG GEOMETRIC AXIS BENDING MOMEN Mrx= 5 ft-kips, ASD

    STRONG GEOMETRIC AXIS BENDING UNBRACED LENGTH L bx= 20 ft, (AISC 360-05 F2.2.c)

    STRONG DIRECTION SHEAR LOAD, ASD Vstrong= 77 kips

    WEAK GEOMETRIC AXIS BENDING MOMENT Mry= 6 ft-kips, ASD

    WEAK GEOMETRIC AXIS BENDING UNBRACED LENGTH L by= 10 ftWEAK DIRECTION SHEAR LOAD, ASD Vweak= 60 kips

    THE DESIGN IS ADEQUATE.

    ANALYSIS

    CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1)

    0.91 < 1.0 [Satisfactory]

    Where Pc= Pn / Wc= 136 / 1.67 = 81.28 kips, (AISC 360-05 Chapter E5)

    > Pr [Satisfactory]

    Mr,max= 7.78 ft-kips or 0.71 ft-kips ,(major principal axis bending)

    Mr,min = 0.71 ft-kips or 7.78 ft-kips ,(minor principal axis bending)

    Mc,max= Mn / Wb = 42.24 / 1.67 = 25.29 ft-kips, (smaller equal-leg section used, AISC 360-05 Chapter F10-2)

    > Mr,max [Satisfactory]

    Mc,min = Mn / Wb = 15.89 / 1.67 = 9.51 ft-kips

    > Mr,min [Satisfactory]

    CHECK SHEAR CAPACITY (AISC 360-05, G2)

    Vn,strong/ Wv= 172.8 / 1.67 = 103.5 kips > Vstrong= 77.0 kips [Satisfactory]

    Vn,weak/ Wv= 129.6 / 1.67 = 77.6 kips > Vweak= 60.0 kips [Satisfactory]

    Angle Steel Member Capacity Based on AISC 360-05

    ,max ,min

    , ,min

    ,max ,min

    , ,min

    8, 0.2

    9

    , 0.22

    r rr r

    c c max c c

    r rr r

    c c max c c

    M MP Pfor

    P M M P

    M MP Pfor

    P M M P

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