Applied Statics and Strength of Materials (6th Edition)
6th Edition
ISBN: 9780133840544
Author: George F. Limbrunner, Craig D'Allaird, Leonard Spiegel
Publisher: PEARSON
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Chapter 19, Problem 19.20SP
Two ASTM A36 steel plates, each 12 in. by
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Use LRFD and design a 13-foot-long tension member and its connection for a service dead load of 8 kips and a service live load of 24 kips. No slip of the connection is permitted. The connection will be to a 3⁄8-inch-thick gusset plate, as shown in Figure . Use a single angle for the tension member. Use Group A bolts and A572 Grade 50 steel for both the tension member and the gusset plate.
Two 1/4 in × 8 in A36 steel plates are joined with a lap joint using 3/4 in A325-N bolts. If a concentric unfactored live load of 50 kips (dead load = 0) is required to be resisted by the connection and the bolt shear strength controls the design, the minimum required number of bolts is?
3. An M16 x 2 bolt with a slotted hex nut is used to clamp together two 25 mm steel plates. The joint
is assembled with a size 16 N washer underneath the bolt head. The bolt is a 5.8 class metric grade,
with a proof strength of 380 MPa. The joint is intended to be permanent. Determine a suitable length
for the bolt, rounded up to the nearest standard size in millimeters. Calculate the bolt stiffness, the
elongation of the bolt after the necessary preload is developed, and the bolt torque required to apply
the preload. Assume that coefficients of friction between the bolt, nut, and collar are all ~0.15. For
steel, use E = 207 GPa.
Standard threaded fastener lengths, dimensions of hexagonal nuts, and dimensions of metric plain
washers are provided in the textbook appendices.
Chapter 19 Solutions
Applied Statics and Strength of Materials (6th Edition)
Ch. 19 - Prob. 19.1PCh. 19 - Rework Problem 19.1 assuming a bearing-type...Ch. 19 - Rework Problem 19.1 assuming a bearing-type...Ch. 19 - Compute the allowable tensile load for the...Ch. 19 - Rework Problem 19.4 assuming a bearing-type...Ch. 19 - Rework Problem 19.4 assuming that the bolts are 34...Ch. 19 - Select the number and arrangement of 34 in....Ch. 19 - Calculate the allowable tensile load for the...Ch. 19 - In the connection shown, 14 in. side and end...Ch. 19 - Design the fillet welds parallel to the applied...
Ch. 19 - A fillet weld between two steel plates...Ch. 19 - Design an end connection using longitudinal welds...Ch. 19 - Calculate the allowable tensile load for the butt...Ch. 19 - Calculate the allowable tensile load for the lap...Ch. 19 - Calculate the allowable tensile load for the butt...Ch. 19 - Rework Problem 19.10 assuming that both plates are...Ch. 19 - Rework Problem 19.12 assuming that the angle is an...Ch. 19 - Two ASTM A36 steel plates, each 12 in. by 12 in. ,...Ch. 19 - Rework Problem 19.20 changing the fasteners to 34...Ch. 19 - Calculate the minimum main plate thickness for the...Ch. 19 - A roof truss tension member is made up of 2L6412...Ch. 19 - Rework Problem 19.23 changing the fasteners to six...Ch. 19 - Determine the allowable tensile load that can be...Ch. 19 - The welded connection shown is subjected to an...Ch. 19 - In Problem 19.26, use a 38 in. fillet weld, change...
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