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# Design value for the shear resistance of members with vertical shear reinforcement, VRd

## Eurocode 2 part 1-1: Design of concrete structures \$(document).ready(function () { var freeExample = \$("#freeExample").length; \$("#mainMenu li#nav-appCate, #mainMenu li#nav-appEC211").addClass("active"); var proUser = false === true || false === true || freeExample !== 0; if (!proUser) { \$('#Input input').keyup(function(){ \$('#AlertSubscribe').modal(); }); \$('#Input select').change(function(){ \$('#AlertSubscribe').modal(); }); }; var tempInput = \$("#tempInput").text(); if (tempInput != "") { \$("#Input").parent("form").deserialize(tempInput); if (proUser) { \$("#acceptBtn").trigger("click"); } }; });  6.2.3 (3)

For members with vertical shear reinforcement, the shear resistance, VRd is the smaller value of:

 (6.8)

and:

 VRd,max = αcw bw z ν1 fcd /(cotθ + tanθ) (6.9)

where:

Asw
is the cross-sectional area of the shear reinforcement
s
is the spacing of the stirrups
fywd
is the design yield strength of the shear reinforcement, fywd = fyk/γS
see § 2.4.2.4 (1) for the values of γS,
see § 3.2.2 (3)P for the uper limit of fyk,
see Figure 3.8 for the design stress-strain diagrams of the reinforcing steel
fcd
is the design compressive strength of concrete, see § 3.1.6 (1)P
z
is the inner lever arm, see Figure 6.5
bw
is the smallest width of the cross-section between tension and compression chords, see Figure 6.5
θ
is the angle between the concrete compression strut and the beam axis perpendicular to the shear force, see Figure 6.5 and § 6.2.3 (2)
ν1
is a strength reduction factor for concrete cracked in shear, see § 6.2.3 (3)
αcw
is a coefficient taking account of the state of the stress in the compression chord, see § 6.2.3 (3).

This application calculates the shear resistance VRd from your inputs. Intermediate results will also be given.

Input
mm2
mm
MPa
MPa
mm
mm

Output
θ
°
VRd,s
kN (6.8)
VRd,max
kN (6.9)
Design shear resistance VRd
kN