(Fp ) min = 0.3(1.125)1.5(576  lb) = 292  lb < 467  lb = Fp (1.30KN < 2.04KN)
O.K.
Figure I11. Force diagram for bracing wires
F.2 Design members.
Inclined wires;
Tension in inclined wire = 2Fp = 660  lb (2.94KN)
(see Figure I11)
Since only lateral loads are acting in the inclined wires all load combinations reduce to;
Qu = 1.0E = 1.0Fp = 660lb
(2.94KN)
(ANSI/ASCE 795)
Use #10 galvanized soft steel wire (ASTM A651)
fu = 70ksi (482.7MPa)
fy = 50ksi (344.8MPa)
(assumed)
use fallow = fy = 50ksi (344.8MPa)
As = 0.0143in2 (9.23mm2)
fs = Qu/As = 660lb/0.0143in2 = 46.2ksi < 50ksi = fallow
O.K.
(318.5MPa < 344.8MPa)
Vertical wires;
Dead load on the wire was previously calculated as Wp = 576lb (2.56KN). The ability of the dead load to
keep the wire taught is to be checked.
O.K.
Qu = 0.9D + 1.0QE = 0.9(576lb) + 467lb = 51lbtension (0.23KN)
Connections;
A L2X2X3/16X1' 3" (L50.8mmX50.8mmX4.8mmX0.38m) angle is used to transfer load to the steel deck.

Angle is to be welded to at least two flutes of the deck as shown in Figure I12. The worst case loading is
due to gravity load effects acting alone and was calculated as Pu = 806lb (3.59MN). It is decided to weld
to each flute using 2in. by 1/8in. (50.8mmX3.2mm) fillet welds as shown (total weld length is 8in.
(203.2mm)).
I13