A tension member is 0.5 in. thick plate shown. The bolts are ¾ in. diameter high-strength bolts. The steel is A36. Compute the following:  (Note: The dimensions are in "inches") The design strength for LFRD. The allowable strength for ASD.

The connection shown below uses 1-inch-diameter Group A bolts with the threads not in the shear plane. No slip is permitted. Both the tension member and the gusset plate are A36 steel. These bolts have not been added to distribute loads in the filler and two fillers are used. Use LRFD for solution. What is the design strength for block shear in kip? Express your answer in two decimal places. 2" 3" 2" 1/2" thick Gusset Plate O 2" 3" 3" 2" 3/8" thick P

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For the cross section shown, calculate the tensile capacity of the steel plate. Assume that the bolt hole is 1/16 inch larger than bolt diameter. Plate 1/2" x 11" .T 7/8" dia. bolt, typ. ASTM A325N

PLEASE DOUBLE CHECK YOUR ANSWER Determine the maximum factored load that can be applied to the Tension member shown. The angle is ASTM A36. The diameter of the bolts is 1-in. CIVIL ENGINEERING STEEL DESIGN W12 x 16 4,-0.220 in -3.99 in 1=+=+=+= 3 in 3 in 3 in

Show 5 failures. Show step by step solution. Steel Type: Cross section flat bar PL 12.7 x 165 with an area of 2095.5 mm2 Textbook reference Handbook of steel construction.

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Subject: Steel design- Bolted Steel Connection *Use NSCP 2015 formula/guide to solve this problem *Use Handwritten

A PL3/8"X6" tension member is welded to a gusset plate as shown in the figure. The steel specification is ASTM A36. Assume that and compute the following: a) The design strength per LRFD b) The design strength per ASD PL ¾ x 6