Problem: A single 3/4-inch diameter Group A (A325) bolt is used to connect two plates in single shear. The threads are included in the shear plane (N-type). Determine the LRFD design shear strength and ASD allowable shear strength.

Problem: A hanger connection uses four 7/8-inch diameter Group B (A490) bolts in double shear. The connection is detailed such that the threads are excluded from the shear planes (X-type). Determine the LRFD design shear strength of the entire bolt group.

Problem: An end-plate moment connection subjects six 1-inch diameter Group A (A325) bolts to direct tension. Determine the available LRFD tension strength of the connection.

Problem: A 7/8-inch diameter bolt connects a 1/2-inch thick A36 steel gusset plate ($F_u = 58$ ksi) to a column flange. The distance from the center of the standard hole (15/16 inch diameter) to the edge of the plate along the line of force is $1.5$ inches. Assume hole deformation is a design consideration. Determine the LRFD bearing strength.

Problem: Determine the required number of 3/4-inch Group A (A325) bolts for a slip-critical splice connection transferring an LRFD factored shear load of 60 kips. The surfaces are Class A (unpainted clean mill scale, $\mu = 0.30$) with standard holes. The connection is in single shear. Minimum pretension $T_b = 28$ kips.

Problem: A 7/8-inch Group A (A325-N) bolt is subjected to an LRFD factored shear load of 10 kips and a factored tensile load of 25 kips. Is the bolt adequate?

Problem: A slip-critical connection with 3/4-inch Group A bolts (Class A surface, standard holes) transfers shear, but a concurrent external tension load reduces the clamping force. How is slip resistance affected?

Problem: A detailer proposes using 1-inch diameter bolts spaced 2.5 inches apart with a 1.25-inch edge distance on a sheared plate. Does this meet AISC minimums?

Problem: A WT hanger connection uses four bolts. The factored tension load is 80 kips (20 kips/bolt). Due to the flexibility of the WT flange, analysis reveals a prying force ($q$) of 8 kips per bolt. What is the required tensile strength per bolt?

Problem: A bracket is bolted to a column flange with a single vertical line of 5 bolts, spaced 3 inches apart. A vertical load $P$ is applied 6 inches horizontally from the bolt line. What forces do the bolts experience?