Solution Manual Steel Structures Design And Behavior File

Assume failure path: tension on net area across the end row, shear on two net areas along both sides of bolt group.

A single-angle tension member, L4×4×½ (A36 steel), is connected to a gusset plate with 7/8-inch diameter bolts as shown in Figure P2.17 (three bolts in one leg, staggered: 3" on center along length, 2" gage). Compute the design tensile strength (LRFD) and allowable tensile strength (ASD).

So ( R_n = 191 \text{ kips} ) (lower governs). This is much higher than tensile fracture or yielding – thus block shear does not control.

LRFD: ( \phi_t = 0.75 ) → ( P_d = 0.75 \times 129.5 = 97.1 \text{ kips} ) ASD: ( \Omega_t = 2.00 ) → ( P_a = 129.5 / 2.00 = 64.8 \text{ kips} )

Given edge distance = assume 1.5 in (standard), spacing = 3 in, hole diameter = 1 in, thickness = 0.5 in.

Tension member connected to gusset plate – check block shear along bolt group.