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CHAPTER 13 SLENDERNESS EFFECTS ON COLUMNS 526 PROBLEMS PROBLEMS All dead and live loads given are service-level loads, we wind loads are strength-level All problems are to be done in accordance with the ACI Code unless otherwise indicated loads computed per ASCE 7 unless otherwise indicated. Even though the slenderes effects might be meglected according to the ACI Code in a given problem, consider slender ness effects anyway. For design problems, we whole inches for member size 131 Determine the adequacy of the section includ. 10 Assume that the frame of Problem 132 is breed and consists of 4 boys symmetrical shout the middle. The gravity is loads are 44 ing slenderness effects, for a 16-in square tied column that has a clear height of 18 and serves lips dead load and 66 lbps live load. The largest as an interior member of a braced frame. The moments in column Aure 15 flops dead lood, member is designed as axially loaded with the 12 fi-kips live loud, and 38 ft-kips wind loud following service loads: the load, 130 kips; dead load. 200 kips. Use (-4000 psi and S, An exterior colume caries one-half the factored - 60,000 pa. Without actually selecting bars, axial load of an interior column. Investigate the assume about 25 total reinforcement equally adequacy of the Interior column A. If not ade. divided in the opposite faces of the member. Use quale, redesign it to make it satisfactory accord the Al moment magnifier method. ing to the moment magnifier method of the ACI Code 132 Determine the adequacy, including slenderness effects for a 14-in-diameter spirally reinforced 124 Determine the adequacy of the exterior squice column (assume about 2% reinforcement) coluren (column B) of the figure for Problem which is an interior second floor column (column 13.2 if the member is carrying a gravity stal A) in the brand frame of the figure for Problems compression of 217 kips dead load and 145 13.2thmoph 13.8. The member is to carry an axial kips live load and primary bending moments service load of 87 Lips dead load and 133 kips of 27 A-kips dead load and 18 fi-kips live lood live load, with only the dead load considered sus- Assume that the primary beading moment var ained. Use = 5000 psi and/-60.000 psi. Use ies from +M at the top of the member linearly the Al moment magnifier method. 10-M/2 at the bottom with joint translation adequately prevented tea braced from the soop and / -0.000 psi. Use the A1 montent magnifier method. 15 Repeat Problem 13.1. except user the pri mary hending moment constanter the height of the column Assume that the member Column /) in Iublem 13 13.4 is part of and frame and that max. imun way ments Mar 2% and 20 -kips due to deal and live back respectively Alau maximum Mayment of 5 - kips Jue to strength-level in kul he carried. The axial complexhela are 30 him service dead ked and 10 Lips service live bal The olfactured hal , all the com they is SO Lips the bad chinh 1.2. LOW +0.5L. Investigate the adequacy the 14-in arteriar con folum in ir found to be inadele. Televign the mewher naming that the boatings are neafectedly change in einer innen 13.7 Dernie the aday the 16- linary column of the ligulur Problem 13.2. which is carrying a service asial Ioad 370 kips and a primary hending w 121 n kips Camic loads 2016 wall The primary hending momentaries from a maximum at the top to er at the bottom joint Translation is adequately prevealed the L = 5000 psi und J, pie MI moment magnifier method. 138) Assume that the member inlumn () of them 13.7 is part of an awl frame. The axialah wre 15 kips dead load and is live had. The bending ments are 20 ekip Jalo. 12 kipslive lound 10 hips wind. Investigate 14 square 14 diameter 1422 1 se Column 14" diameter Column te 15-0 4-19 14 x 22 14 x 22 16 diameter 16 Mare Column 15-0 3 - Column ਲ 20-0 10-09 169 Symmetrical ahours line 14-0 6- ANAS for all cu 21-0 2 Column Veto Problems 13.2 to 13.8 0.0 Problems 13.9 10 13.11