Bundle: Steel Design, Loose-leaf Version, 6th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
6th Edition
ISBN: 9781337761505
Author: William T. Segui
Publisher: Cengage Learning
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Chapter 5, Problem 5.13.1P
To determine
The K-series joist.
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ASSIGNMENT #6 CASE 2 Purlin Design
The figure shown has trusses 5.5m
apart with midpoint sag rods and
Purlins spaced 2.5m on center. The
roof truss is inclined 1 vertical to 2
horizontal. The weight of roofing
materials is 0.8 kPa, wind load is
0.7 kPa perpendicular to the roof
surface, minimum roof live load is
0.6 kPa. Design a channel section of
steel Fy
= 345 mPa, for the purlins.
Use LRFD and ASD of NSCP 2015.
The shown is a beam-column connection. Assuming normal weight concrete, f'c = 5000 psi, fy = 60
ksi and all the steel bars are uncoated. The top tension bars are # 9 bars and the bottom
compression bars are # 8 bars.
Column
X2
X3
21.56 in.
17.25 in.
27.6 in.
a
34.5 in.
X1
Tension Steel
I Compression
I Steel
a
4
Beam
d
b
Beam Dimension and Reinforcement:
b = 16 in., d =24 in.
clear cover = 1.5 in.
Stirrups are # 3 bars with 6 in. spacing.
A, = 4# 9 bars, A', =2 # 8 bars
The total cross-sectional area of the column ties confining the hooked bars are 1.38 in.²
The minimum distance "X2" required by ACI 318-19 code is most nearly equal to:
As
A's
Sec.a- a
With fy = 60,000 psi, select the reinforcing for T-beam AB for the floor
system shown. The live load is 80 psf, while the dead load in addition
the concrete's weight is 100 psf. Concete is assumed to weigh150 Ib/ft.
The slab is 4 inches thick, the effective depth is 24 inches, and the width
of the web is 15 inches.
A
edge
L beam
T beams
32'
4 @ 12' = 48"
Chapter 5 Solutions
Bundle: Steel Design, Loose-leaf Version, 6th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
Ch. 5 - Prob. 5.2.1PCh. 5 - Prob. 5.2.2PCh. 5 - Verify the value of Zx for a W1850 that is...Ch. 5 - Prob. 5.2.4PCh. 5 - Prob. 5.4.1PCh. 5 - Prob. 5.4.2PCh. 5 - Determine the smallest value of yield stress Fy,...Ch. 5 - Prob. 5.5.1PCh. 5 - Prob. 5.5.2PCh. 5 - Prob. 5.5.3P
Ch. 5 - Prob. 5.5.4PCh. 5 - Prob. 5.5.5PCh. 5 - Prob. 5.5.6PCh. 5 - Prob. 5.5.7PCh. 5 - Prob. 5.5.8PCh. 5 - Prob. 5.5.9PCh. 5 - If the beam in Problem 5.5-9 i5 braced at A, B,...Ch. 5 - Prob. 5.5.11PCh. 5 - Prob. 5.5.12PCh. 5 - Prob. 5.5.13PCh. 5 - Prob. 5.5.14PCh. 5 - Prob. 5.5.15PCh. 5 - Prob. 5.5.16PCh. 5 - Prob. 5.6.1PCh. 5 - Prob. 5.6.2PCh. 5 - Prob. 5.6.3PCh. 5 - Prob. 5.6.4PCh. 5 - Compute the nominal shear strength of an M107.5 of...Ch. 5 - Compute the nominal shear strength of an M1211.8...Ch. 5 - Prob. 5.8.3PCh. 5 - Prob. 5.8.4PCh. 5 - Prob. 5.10.1PCh. 5 - Prob. 5.10.2PCh. 5 - Same as Problem 5.10-2, except that lateral...Ch. 5 - Prob. 5.10.4PCh. 5 - The given beam is laterally supported at the ends...Ch. 5 - Prob. 5.10.6PCh. 5 - Prob. 5.10.7PCh. 5 - Prob. 5.11.1PCh. 5 - Prob. 5.11.2PCh. 5 - Prob. 5.11.3PCh. 5 - Prob. 5.11.4PCh. 5 - Prob. 5.11.5PCh. 5 - Prob. 5.11.6PCh. 5 - Prob. 5.11.7PCh. 5 - Prob. 5.11.8PCh. 5 - Prob. 5.11.9PCh. 5 - Prob. 5.12.1PCh. 5 - Prob. 5.12.2PCh. 5 - Prob. 5.12.3PCh. 5 - Prob. 5.13.1PCh. 5 - Prob. 5.13.2PCh. 5 - Prob. 5.14.1PCh. 5 - Prob. 5.14.2PCh. 5 - Prob. 5.14.3PCh. 5 - Prob. 5.14.4PCh. 5 - Prob. 5.15.1PCh. 5 - Prob. 5.15.2PCh. 5 - Prob. 5.15.3PCh. 5 - Prob. 5.15.4PCh. 5 - Prob. 5.15.5PCh. 5 - Prob. 5.15.6PCh. 5 - Prob. 5.15.7PCh. 5 - Same as Problem 5.15-7, except that the sag rods...
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