STRUCTURAL ANALYSIS W/MOD MAST
10th Edition
ISBN: 9780134863375
Author: HIBBELER
Publisher: PEARSON
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Chapter 3, Problem 3.9P
To determine
Forces in each member.
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Problem 1:
Given: In a given floor system, a 5-in concrete slab supported by T-beams of 24-ft spans, supporting 354 psf
live load. The T-beams are spaced 2x4 ft on center, and bw (width of the beam web) = 15 inches. Total T-beam
height is 25 inches. f'c = 4,000psi, fy = 60,000psi.
Design the T-beam. Show all steps. Sketch your Design.
Problem 2:
Given: A 25"x25" column is subject to a
factored axial load of Pu=1,200 kips, and
factored design moment of Mu-354 kips-ft.
f'c 4,000psi, fy = 60,000psi.
Determine the required steel ratio (p) and
ties. Sketch the design.
2.0
0.08
INTERACTION DIAGRAM R4-60.9
fc-4 ksi
1.8
1,- 60 ksi
0.07
Y=0.9
16
1.6
0.06
Kmax
0.05
1.4
f/f, = 0
0.04
00
K₁ = P₁/f'c Ag
1.2
12
0.03
0.25
1.0
10
0.02
0.01
0.8
0.6
0.4
€,= 0.0035
0.2
€,= 0.0050
0.0
h
yh
0.50
0.75
1.0.
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
R₁ = P₁e/f'Agh
Given: In a given floor system, a 5-in concrete slab supported by T-beams of 24-ft spans, supporting 354 psf
live load. The T-beams are spaced 2x4 ft on center, and bw (width of the beam web) = 15 inches. Total T-beam
height is 25 inches. f'c = 4,000psi, fy = 60,000psi.
Design the T-beam. Show all steps. Sketch your Design.
Problem 2:
Given: A 25"x25" column is subject to a
factored axial load of Pu=1,200 kips, and
factored design moment of Mu-354 kips-ft.
f'c 4,000psi, fy = 60,000psi.
Determine the required steel ratio (p) and
ties. Sketch the design.
2.0
P=0.08
INTERACTION DIAGRAM R4-60.9
fc-4 ksi
1.8
1,- 60 ksi
0.07
7=0.9
1.6
16
0.06
Kmax
0.05
1.4
f/f, = 0
0.04
90
K₁ = P₁/f'Ag
1.2
0.03
0.25
0.02
1.0
0.01
0.8
0.6
0.4
€= 0.0035
0.2
€,= 0.0050
0.0
h
yh
0.50
0.75
1.0.
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
R₁ = P₁e/f'Ah
Chapter 3 Solutions
STRUCTURAL ANALYSIS W/MOD MAST
Ch. 3 - Classify each of the following trusses as...Ch. 3 - Prob. 3.2PCh. 3 - Prob. 3.3PCh. 3 - Prob. 3.4PCh. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Prob. 3.12PCh. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27PCh. 3 - Prob. 3.28PCh. 3 - Prob. 3.29PCh. 3 - Prob. 3.30PCh. 3 - Prob. 3.31PCh. 3 - Prob. 3.32PCh. 3 - Prob. 3.33PCh. 3 - Prob. 3.34PCh. 3 - Prob. 3.35PCh. 3 - Prob. 3.36PCh. 3 - Prob. 3.37PCh. 3 - Prob. 3.38PCh. 3 - Prob. 3.39PCh. 3 - Prob. 3.40PCh. 3 - Prob. 3.41PCh. 3 - Prob. 3.42PCh. 3 - Prob. 3.43PCh. 3 - Prob. 3.44PCh. 3 - Prob. 3.45PCh. 3 - Prob. 3.1PP
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