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Dfinition

SINGLE ANGLE

moment capacity calculation(Chapter F of ANSI/AISC 360-05)

Mu 3.81kN m:= - resultant flexural moment due to factored loads

Fy 300MPa:= 0.9:=

Angle L102*102*7.9

b 4in 101.6 mm=:=

t5

16in 7.94 mm=:=

y' 1.11in 28.19 mm=:=

Sc 1.27in3

20.81 103

mm3

=:=- elastic section modulus from dimentions and properties table

1.Yelding

Sw 1.27in3

:= - elastic section modulus to the leg tip about the major principal axis

My1 Fy Sw 6.24 kN m=:= - yield moment about geometrical axis

Mn1 1.5My1 9.37 kN m=:= - nominal flexural strength

2.Lateral-Torsional Buckling

Lateral-torsional buckling modification factor calculation:

Mmax Mu 3.81 kN m=:= - absolute value of maximum moment in the unbraced segment

Ma 2850N m:= - absolute value of moment at quarter point of the unbraced segment

Mb 3810N m:= - absolute value of moment at centerline of the unbraced segment

Mc 2850N m:= - absolute value of moment at three-quarter point of the unbraced segment

- for singly symmetric members subjected to single curvaturebending (for other

see page 16.1-46 ANSI/AISC 360-05)Rm 1.0:=

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Cb

12.5Mmax

2.5 Mmax 3 Ma+ 4 Mb+ 3Mc+Rm

12.5Mmax

2.5 Mmax 3 Ma+ 4 Mb+ 3Mc+Rm

1.5if

1.14=:=

Elastic lateral-torsional buckling moment calculation:

Le 3040mm:= - laterally unbraced lengthof a member

a1 :=ATTENTION: To choose - the bending is about one of the geometric axesof an equal-leg angle with lateral-torsional restraint at the

point of maximum moment (NO or YES):

ke 1 a1 1=if

1.25 a1 2=if

1=:=

ky 0.8 a1 1=if

1 a1 2=if

0.8=:=

a2 :=

ATTENTION: To choose - type of the stress at the toe (COMPRESSIONor TESION):

Me ke

0.66 E b4

t Cb

Le2

1 0.78Le t

b2

2

+ 1

a2 3=if

ke

0.66 E b4

t Cb

Le2

1 0.78Le t

b2

2

+ 1+

a2 4=if

:=

Me 45.27 kN m=

My2 My1 ky 4.99 kN m=:=

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Mn2 0.920.17Me

My2

Me Me My2if

1.92 1.17My2

Me

My2 Me My2> 1.92 1.17

My2

Me

My2 1.5My2if

1.5My2( ) 1.92 1.17My2

Me

My2 1.5My2>if

7.49 kN m=:=

3.Leg Local Buckling

Width_Thickness_Ratio "Compact"b

t0.54

E

Fy

if

"Noncompact" 0.54 EFy

bt

< 0.91 EFy

if

"Slender" 0.91E

Fy

b

t