EBK STRUCTURAL ANALYSIS
10th Edition
ISBN: 8220106821596
Author: HIBBELER
Publisher: PEARSON
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Question
Chapter 4, Problem 4.48P
To determine
The shear and moment diagram for each member of the frame.
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P
20 mm
15 mm
100 mm
200 mm
100 mm
15 mm
-450.0 mm-
-300.0 mm
300.0 mm
-300.0 mm
-450.0 mm-
300.0 mm
The butt connection shows 8-24mm bolts. Spacing and dimensions are shown in figure
PSAD-020. The plate is made of A36 steel.
Allowable tensile stress on gross area = 0.6Fy
Allowable tensile stress on net area = 0.5Fu
Allowable shear stress on net area = 0.3Fu
Bolt hole diameter = 26mm
Determine the allowable tensile load P based on net area rupture.
Determine the allowable tensile load P based on gross area yielding.
Determine the allowable tensile load P based on block shear strength.
P
300 mm
P
75 mm
-75 mm
P
I
75 mm
100 mm
-125 mm
Shown in figure PSAD-022 is a splice connection made of 8-22mm A325 bolts and a PL
300 x 12 mm made of A36 steel, connected back-to-back. The connection joins together
two A992 W410X67 (Fy = 50 ksi, Fu = 65 ksi) carrying a tension load P. Assume U =
0.70. Ignore bolt shear failure.
Determine the design capacity of the connection based on yielding of the plate.
Determine the design capacity of the section based on yielding of the wide flange section.
Determine the design capacity of the section based on rupture of the plate.
Determine the design capacity of the section based on block shear of the plate.
Properties of L 152 x 152 x 11.1
A = 3280 mm²
d = 152 mm
t = 11.1 mm
x = 41.9 mm
Ix=7.33 x 10 mm⭑
Iy = 7.33 x 10 mm
Zx=119 x 103 mm³
Sx = 66.5 x 103 mm³
P
°
°
°
°
°
°
°
°
P
Shown in figure PSAD-021 is a truss joint detail. It makes use of two rows of 22-mm
bolts. The members are L 152 x 152 x 11.1 made of A36. The plate connecting the
members is a 9mm-thick A36 plate (Fy = 36 ksi, Fu = 58 ksi). Assume that U = 0.85,
ignore 85% limit of net area.
Determine the effective net area of the section.
Determine the allowable capacity of the connection.
Chapter 4 Solutions
EBK STRUCTURAL ANALYSIS
Ch. 4 - Prob. 4.1PCh. 4 - Prob. 4.2PCh. 4 - Prob. 4.3PCh. 4 - Prob. 4.4PCh. 4 - Prob. 4.5PCh. 4 - Prob. 4.6PCh. 4 - Prob. 4.7PCh. 4 - Prob. 4.8PCh. 4 - Prob. 4.9PCh. 4 - Prob. 4.10P
Ch. 4 - Prob. 4.11PCh. 4 - Prob. 4.12PCh. 4 - Prob. 4.13PCh. 4 - Prob. 4.14PCh. 4 - Prob. 4.15PCh. 4 - Prob. 4.16PCh. 4 - Prob. 4.17PCh. 4 - Prob. 4.18PCh. 4 - Prob. 4.19PCh. 4 - Prob. 4.20PCh. 4 - Prob. 4.21PCh. 4 - Prob. 4.22PCh. 4 - Prob. 4.23PCh. 4 - Prob. 4.24PCh. 4 - Prob. 4.25PCh. 4 - Prob. 4.26PCh. 4 - Prob. 4.27PCh. 4 - Prob. 4.28PCh. 4 - Prob. 4.29PCh. 4 - Prob. 4.30PCh. 4 - Prob. 4.31PCh. 4 - Prob. 4.32PCh. 4 - Prob. 4.33PCh. 4 - Prob. 4.34PCh. 4 - Prob. 4.35PCh. 4 - Prob. 4.36PCh. 4 - Prob. 4.37PCh. 4 - Prob. 4.38PCh. 4 - Prob. 4.39PCh. 4 - Prob. 4.40PCh. 4 - Prob. 4.41PCh. 4 - Prob. 4.42PCh. 4 - Prob. 4.43PCh. 4 - Prob. 4.44PCh. 4 - Prob. 4.45PCh. 4 - Prob. 4.46PCh. 4 - Prob. 4.47PCh. 4 - Prob. 4.48PCh. 4 - Prob. 4.49PCh. 4 - Prob. 4.50PCh. 4 - Prob. 4.51PCh. 4 - Prob. 4.52PCh. 4 - Prob. 4.53PCh. 4 - Prob. 4.54PCh. 4 - Prob. 4.55PCh. 4 - Prob. 4.56PCh. 4 - Prob. 4.57PCh. 4 - Prob. 4.58PCh. 4 - Prob. 4.59PCh. 4 - Prob. 4.1PPCh. 4 - Prob. 4.2PP
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