Structural Concrete - Hassoun

Problems 441
7. R. Green and J. E. Breen. “Eccentrically Loaded Concrete Columns Under Sustained Load.” ACI Journal
66 (November 1969).
8. B. G. Johnston. Guide to Stability Design for Metal Structures, 3rd ed. Wiley, New York, 1976.
9. T. C. Kavanaugh. “Effective Length of Frames Columns.” Transactions ASCE 127, Part II (1962).
10. American Concrete Institute (ACI). Commentary on Building Code Requirements for Reinforced Concrete.
ACI 318-14. ACI, Detroit, MI, 2014.
11. R. G. Drysdale and M. W. Huggins. “Sustained Biaxial Load on Slender Concrete Columns.” Journal of
Structural Division ASCE 97 (May 1971).
12. American Concrete Institute (ACI). Building Code Requirements for Structural Concrete. ACI 318-99.
ACI, Detroit, MI, 1999.
13. J. G. MacGregor. “Design of Slender Concrete Column.” ACI Structural Journal 90, no. 3 (May–June
1993).
14. J. S. Grossman. “Reinforced Concrete Design.” Building Structural Design Handbook. Wiley, New York,
1987, Chapter 22.
PROBLEMS
12.1 The column section in Fig. 12.8 carries an axial load P D = 128 K and a moment M D = 117 K ⋅ ft due to
dead load and an axial load P L = 95 K and a moment M 1 = 100 K ⋅ ft due to live load. The column is part
of a frame, braced against sidesway, and bent in single curvature about its major axis. The unsupported
length of the column is l u = 18 ft, and the moments at both ends are equal. Check the adequacy of the
section using f c ′ = 4ksi and f y = 60 ksi.
Figure 12.8
Problem 12.1. (A s
= A ′ s
= 5) no. 9 bars and b = 14 in.
12.2 Repeat Problem 12.1 if l u = 12 ft.
12.3 Repeat Problem 12.1 if the frame is unbraced against sidesway and the end-restraint factors are ψ
(top) = 0.7 and ψ (bottom) = 1.8 and the unsupported height is l u = 14 ft.
12.4 The column section shown in Fig. 12.9 is part of a frame unbraced against sidesway and supports an
axial load P D = 166 K and a moment M D = 107 K ⋅ ft due to dead load and P L = 115 K and M L = 80
K ⋅ ft due to live load. The column is bent in single curvature and has an unsupported length l u = 16 ft.
The moment at the top of the column is M 2 = 1.5M 1 , the moment at the bottom of the column. Check
if the section is adequate using f c ′ = 5ksi, f y = 60 ksi, ψ (top) = 2.0, and ψ (bottom) = 1.0.