Download User Manual Chapter 07 - Chapter 13

C H A P T E R
1 1
T O W E R
Column
Description
Editing
Luy
Unsupported length on weak axis.
No
D E S I G N
This value is null for sections with single and
double symmetry because there is no lateral
buckling on weak axis. VisualDesign supposes that
all sections strong axis for bending is around local
x-axis.
w2y
Factor allowing for the increase of the resisting
moment of a laterally unsupported segment (weak
axis) caused by a moment gradient. Please refer to
topic Elastic Lateral-Torsional Buckling.
No
Type of Nz
Indicate tension or compression.
No
Tension Tr
Tensile strength of the section (Tr min using net
area).
No
Cr Resistance
Compressive resistance of the section. (Where
λ=0).
No
Cr Stability
Compressive resistance according to KL/rx,
KLy/ry, KL/rz.
No
KLx
Effective compression length on strong axis.
No
KLy
Effective compression length on weak axis.
No
KLz
Effective compression length according to
orthogonal axis system.
No
KLt
Effective compression length for torsional
buckling.
No
KL/rx
Slenderness ratio according to the strong axis
No
KL/ry
Slenderness ratio according to weak axis
No
KL/rz
Slenderness ratio according to orthogonal axis
system. This ratio is calculated according to
equations of Standard S37-01 for owners of the
Tower and Antenna design module and it is
chosen in the Steel Design tab for single steel
angles.
No
KL/r max
Maximum slenderness ratio
No
T/C Ratio
Tension/Compression ratio corresponding to
maximum design load for this member.
No
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