A single bay, single story building elevation is shown below. To resist lateral loads on the building, diagonal steel bracing members consisting of double angles with long legs back$-$toback are provided as shown. The angles are Grade A$572$ Grade $50$ and the gusset plate is A$36$ steel. Considering only load combination $\backslash ($ U$=1\mathrm{.}2$ D$+$E$+0\mathrm{.}15$ S $\backslash ),$ determine the following:

i$.$ Determine the number of $\backslash (3/4\backslash )-$inch diameter Group $150$ bolts for the conditions provided at support $\backslash ($ E $\backslash ).$ Bolts for this condition are bearing$/$shear bolts only $($i$.$e$.,$ slip critical limit state not applicable$).$ Assume threads are eXcluded from the shear planes. All connection strength design checks per the AISC Specifications to be checked as applicable.

ii$.$ Does the gusset plate bolted connection detail shown satisfy the AISC Specifications detailing requirements?

iii. Re$-$design the connection using a "balanced" fillet welded connection using E$70$ electrode. For this condition, design the welded connection for the tension capacity of the diagonal braces. In calculating the strength of the welded connection use the weld combination per the AISC that allows the $\backslash (50\backslash \%\backslash )$ increase on the transverse weld $($but reduction on the longitudinal welds$).$ Also, block shear does not need to be checked given the balanced weld configuration. But check the base metal shear strength along the longitudinal welds. If the gusset plate is not adequate, don't redesign your welds, simply state how you would modify the connection design to ensure that the gusset plate would have the necessary strength to resist the full strength of the diagonal bracing members.

$\backslash [$

P$\_\{$D$\}=10\backslash$text $\{$ kips $\}\backslash$quad P$\_\{$D$\}=20\backslash$text $\{$ kips $\}\backslash$quad P$\_\{$D$\}=10\backslash$text $\{$ kips $\}$

$\backslash ]$

ELEVATION