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Steel Designers' Manual - 6th Edition (2003)
Table 26.6 Design checks for beam-to-beam double angle cleat connections
Check Description Design rule
no.
Simple connections 743
1 Essential detailing
requirements
See Fig. 26.14.
2 Shear capacity of bolt The shear capacity of a single bolt in double shear
group connecting cleats
to web of supported
beam
(2Ps) must be greater than the resultant force on the
outermost bolt due to direct shear and bending (Fs)
3 Shear and bearing For shear For bearing
capacity of cleats The shear capacity of The bearing capacity of
connected to supported the leg of the angle cleat the leg of the angle cleat
beam (Pv) must be greater than
half the reaction at the
per bolt (Pbs) must be
greater than half the
end of the beam
resultant force on the
Fs
outermost bolt ( 2 ) .
4a Plain end beams – shear For shear For bearing
and bearing capacity of The shear capacity of The bearing capacity of
the supported beam the beam (Pv) must be
greater than the reaction
at the end of the
the supported beam web
per bolt (Pbs) must be
greater than the
beam (Fv) resultant force on the
outermost bolt (Fs)
4b Notched beams – shear For shear For bearing
and bearing capacity of The shear capacity of The bearing capacity of
the supported beam the beam (Pv) must be
greater than the reaction
at the end of the
the supported beam web
per bolt (Pbs) must be
greater than the
beam (Fv). resultant force on the
outermost bolt (Fs)
4c Notched beams – The elastic moment capacity of the notched section
bending capacity of
reduced beam section
at the notch
(pyZ ) must be greater than the applied moment
Fv(t1 + c)a
4d Notched beams – local Basic requirements for the notch – see section
stability of notched
beams restrained
against lateral torsional
buckling
26.2.5.1.
4e Notched beams – overall See section 26.2.5.1 for checking the overall
stability of notched
beams unrestrained
against lateral torsional
buckling
stability of a notched beam
5 Shear capacity of bolt
group connecting cleats
to supporting beam
The shear capacity of the bolt group (SPs) must be
greater than the reaction at the end of the beam (Fv) ( ) .
Fv
2