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4. A 12"X20" tied column is to be used in a braced frame. The distance from the column edge to the c.g. of the bars is 3 inches, fo= 4 ksi, fy = 60 ksi and unsupported length, lu= 16 feet. If k=0.8, Pu=500 kips, factored moments M16 = 80 ft-kips and M2 = 100 ft- kips and unfactored PD = 120 kips, select reinforcement (bar size and number of bars) required. Tie design and sketch are not required. Assume the column bends about strong axis and in single curvature and the bars are placed in two faces only. 12" 3' # 144 20" ++

4. A 12"X20" tied column is to be used in a braced frame. The distance from the column edge to the c.g. of the bars is 3 inches, fo= 4 ksi, fy = 60 ksi and unsupported length, lu= 16 feet. If k=0.8, Pu=500 kips, factored moments M16 = 80 ft-kips and M2 = 100 ft- kips and unfactored PD = 120 kips, select reinforcement (bar size and number of bars) required. Tie design and sketch are not required. Assume the column bends about strong axis and in single curvature and the bars are placed in two faces only. 12" 3' # 144 20" ++

Steel Design (Activate Learning with these NEW titles from Engineering!)
Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN:9781337094740
Author:Segui, William T.
Publisher:Segui, William T.
Chapter4: Compression Members
Section: Chapter Questions
Problem 4.9.4P
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4. A 12"X20" tied column is to be used in a braced frame. The distance from the column edge to the c.g. of the bars is 3 inches, fo= 4 ksi, fy = 60 ksi and unsupported length, lu= 16 feet. If k=0.8, Pu=500 kips, factored moments M16 = 80 ft-kips and M2 = 100 ft- kips and unfactored PD = 120 kips, select reinforcement (bar size and number of bars) required. Tie design and sketch are not required. Assume the column bends about strong axis and in single curvature and the bars are placed in two faces only. 12" 3' # 144 20" ++
Transcribed Image Text:4. A 12"X20" tied column is to be used in a braced frame. The distance from the column edge to the c.g. of the bars is 3 inches, fo= 4 ksi, fy = 60 ksi and unsupported length, lu= 16 feet. If k=0.8, Pu=500 kips, factored moments M16 = 80 ft-kips and M2 = 100 ft- kips and unfactored PD = 120 kips, select reinforcement (bar size and number of bars) required. Tie design and sketch are not required. Assume the column bends about strong axis and in single curvature and the bars are placed in two faces only. 12" 3' # 144 20" ++
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