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DWG.ruProjet:
Site: Fait par: CpLDate: 2010-12-02Verif. par:Classement
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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DWG.ruProjet:
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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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DWG.ruProjet:
Site: Fait par: CpLDate: 2010-12-02Verif. par:Classement
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