Shear resistance of solid cross-sections

The shear resistance for directions z and y is calculated using expressions

Where is:	A_V,z, *A_V,y*	The shear areas for directions z and y
	*f_y*	The yield strength
	*γ_M0*	The partial safety factor

If the following expression is fulfilled for perforated cross-section,

Where is:	A_V,z,osl, *A_V,y,osl*	The shear areas of perforated cross-section for directions z and y
	*A_V,z* , *A_V,y*	The shear areas for directions z and y
	*f_y*	The yield strength
	*f_u*	The ultimate strength

the shear resistance of perforated cross-section is calculated using expression:

kde je:	A_V,z,osl, *A_V,y,osl*	The shear areas of perforated cross-section for directions z and y
	*f_y*	The yield strength
	*γ_M0*	sThe partial safety factor

The minimum of V_pl,Rd and V_pl,Rd,osl is considered as the final shear resistance. If the corresponding plate of the cross-section are fixed on both ends in the perpendicular directions, the effect of local buckling is taken into consideration. The effect of the local buckling may be reduced with the help of web stiffeners. The simple post-critical method based on the chapter 5.6 is used for the buckling of walls. The local buckling is considered for slenderness greater than 69ε, where ε=(235/f_y)^0.5. The shear resistance including the local buckling is given by the formula

Where is:	d	The height of plate
	*t_w*	The thickness of plate
	*τ_ba*	The simple post-critical shear resistance
	*γ_M1*	The partial safety factor

The design shear resistance V_Rd,z is calculated as the minimum of V_pl,Rd,z and V_ba,Rd,z, the design shear resistance V_Rd,y is calculated as the minimum of V_pl,Rd,y and V_ba,Rd,y. The buckling caused by shear isn't considered for plates supported only on one end.

Shear resistance of trapezoidal sheeting profiles

Shear resistance of trapezoidal sheeting profiles is calculated acc. to EN 1993-1-3, 6.1.5, (6.8):

where:	f_bv	is the shear strength considering buckling according to Table 6.1,
	h_w	is the web height between the midlines of the flanges,
	φ	is the slope of the web relative to the flanges.

The relative web slenderness λ_w is for purpose of f_bv obtained as follows:

For webs without longitudinal stiffeners acc. to (6.10a):

For webs with longitudinal stiffeners acc. to (6.10b):

but

where:	I_s	is the second moment of area of the individual longitudinal stiffener about the axis a – a,
	s_d	is the total developed slant height of the web,
	s_p	is the slant height of the largest plane element in the web,
	s_w	is the slant height of the web.

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