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

5/24/2018 Angle Capacity

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