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Use LRFD and design the tension members of the roof truss shown in Figure P$3\mathrm{.}8-4.$ Use double$-$angle shapes throughout and assume $10mm-$thick gusset plates and welded connections. Assume a shear lag factor of $U=0\mathrm{.}80.$ The trusses are spaced at $9\mathrm{.}00m.$ Use A$36$ steel and design for the following loads.

The purlins are spaced at every joint location of the truss members.

Metal deck: $,0\mathrm{.}20$kpa of roof surface

Built$-$up roof: $0\mathrm{.}60$kpa of roof surface

Purlins: $,0\mathrm{.}15$kpa of roof surface $($estimated$)$

Live Load: $,0\mathrm{.}60$kpa of roof surface

Truss weight: $0\mathrm{.}25$kpa of horizontal projection $($estimated$)$