D4.E.6.4 Members Subject to Shear
Factored shear resistance, Vr , developed by the web of flexural member is calculated as:
where= |
Fs is evaluated as:
-
For unstiffened webs (Cl. 13.4.1.1.(a) ):
-
when , Fs = 0.66Fy
-
when ,
-
when ,
-
-
For stiffened webs (i.e., when the STIFF parameter is specified) (Cl. 13.4.1.1(b) ):
-
when , Fs = 0.66Fy
-
when , Fs = Fcri
-
when , Fs = Fcri + ka(0.50Fy - 0.866Fcri)
-
when , Fs = Fcre + ka(0.50Fy - 0.866Fcre)
- Ae
= - shear buckling coefficient:
- when a/h < 1,
- when a/h ≥ 1,
- a/h
= - stiffener aspect ration (i.e., ratio of the distance between stiffeners to web depth)
- Fcri
= - ka
= - aspect coefficient =
- Fcre
= -
For the shear resistance for tubular members, Vr, CSA S16-09/14/19 assumes that local buckling is prevented. In order to check that this assumption is correct, the program refers to clause G6 of the AISC 360-10 guidelines. The shear capacity is thus calculated as per equation G6-1 when the local buckling resistance, Fcr ≤ 0.6×Fy. However, if Fcr > 0.6×Fy then the section is prevented from local buckling. In that case, the program uses clause 13.4.1.3 of CSA S16-09/14/19.
For tubular members, the shear resistance, Vr , is calculated as:
where= |