Qacstion $2$: $12$ marks$)$

$2.)$ The beam$-$to$-$olumn shear connection below is designed to resist a beam reaction force of $P?$

iso $kN.$ The connection uses back$-$to$-$back angles $($one on each side of the beam's web$)$ to

thansmit the beam reaction force to the column. For both parts of this question, assume: all steel is

ASTM A$992$; bolts are ASTM are punched.

block$-$shear resistance of the angles according to the two failure modes

i$)$ Determine $(4$ marks$)$

ii$)$ Determine the factord. You can consider eccentricity by using Table $3-14$ of the

Handbook. $(2$ marks$)$

iii$)$ Do the bolts have adequate shear resistance? $(1$ mark$)$

iv$)$ Does the beam web have adequate bolt bearing resistance? $(1$ mark$)$

Shear Connection $($Question $2$a$)$:

Moment Connection $($Question $2$b$)$:

Flange plate$($s$)$

transfer a moment of $150kNm.$ The transfer of moment between the beam and the column is

achieved through the us ange plates.

i$)$ Determine if the thickness of the flange plates $(16mm)$ is adequate. Only consider

vielding of the gross section and net section rupture. $(4$ marks$)$