D5.A.5.3 Members Subject to Shear
The cross section capacity of a member subject to shear is checked as per Cl. 6.2.6 of the code. The condition to be satisfied is:
D5.A.5.3.1 Shear Buckling
For sections that are susceptible to shear buckling, the program will perform the shear buckling checks as given in Section 5 of EN 1993-1-5. The shear buckling checks will be done only for I –Sections and Channel sections. Shear stresses induced from torsional loads are taken into account while performing torsion checks.
The susceptibility of a section to shear buckling will be based on the criteria given in Cl 5.1(2) of EN 1993-1-5 as is as given as follows:
-
For unstiffened webs, if , the section must be checked for shear buckling.
The design resistance is calculated as:
- hw
- distance between flanges of an I Section (i.e., depth - 2x flange thickness)
- t
- thickness of the web
- ε
- √(235/fy), where fy is the yield stress
- η
- 1.2 for steel grades up to and including S 460 and
= 1.0 for other steel grades
- kτ
- as defined in sections below
- χw
- the web contribution factor obtained from Table 5.1 of the
EC3 code and is evaluated per the following table:
Table 1. Evaluate of χw Slenderness Parameter Rigid End Post Non-rigid End Post η η -
-
======= -
For stiffened webs, if
The design resistances considers tension field action of the web and flanges acting as struts in a truss model. This is calculated as:
Where:
The following equation must be satisfied for the web shear buckling check to pass:
TOR
parameter has
been specifically set to a value of 0 (i.e., ignore torsion option).If the stiffener spacing has not been provided (using the
STIFF
parameter), then the program assumes that the member end forms
a non-rigid post (case c) and proceeds to evaluate the minimum stiffener spacing
required.