Design Shear Resistance (Beams EC2)
Design Shear Resistance (Beams EC2)
Design Shear Resistance (Beams EC2)
where
For design in accordance with UK NA, EC2 Recommendations, Irish NA, Malaysian NA and
Singapore NA;
αcw = 1.0 (assuming no axial load in the beam)
αccw = 1.0
γC = 1.5
ν1 = 0.6*(1 – (fck/250)) fck in N/mm2
θmax = tan11
θmin = tan1(0.4)
The design shear capacity of the minimum area of shear links actually provided, Vnom is given
by2;
Vnom = (Asw,min,prov /sl ) * 0.9 * d * fywd * cotθ
where
Asw,min, prov is the area of shear reinforcement provided to meet the minimum requirements.
fywd = fywk/γS
For design in accordance with UK NA, EC2 Recommendations, Irish NA, Malaysian NA and
Singapore NA the limiting values of θ are given by;
1 ≤ cotθ ≤ 2.5
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Design Shear Resistance (Beams: EC2) Page 2 of 2
and: γS = 1.15
The maximum possible value for the shear resistance provided by this area of shear
reinforcement will be when the angle of the compression strut is the minimum value i.e. cotθ =
2.5 and therefore Vnom can be simplified to;
Vnom = (Asw,min,prov/sl) * 2.25 * d * fywd
In any region, i;
IF
VEd,i > Vnom
where
VEd,i = the maximum shear in region i
THEN shear links are required in the region.
For designed shear links in shear region Si, first calculate the angle of the compression strut
from;
Parent topic
• Design for Shear
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