Design a 17-ft tall rectangular tied column A-B in a braced frame to support an unfactored axial dead load of 550 kip (including self-weight) and an unfactored axial live load of 300 kip (see figure). In addition to the axial loads, the column is also subject to a factored end moment as shown in the figure below. (a) Check whether column AB is a long/slender or short column. [Note: you must use and mark on the alignment chart to show how you determine the effective length factor, k] (b) Determine the minimum number of #10 bar(s) required to carry the factored loads. Select the reinforcing bars to be placed in the two end faces only (see figure below). (c) Neglecting shear, what is the maximum spacing of #3 ties for the column? -24 in- 18.2 in 7= 0.80 22"x24" 22"x30" ? #10 30 ft | 34" 22"x 24"- B A 22"x30" 30 ft 15 ft 17 ft PD = 550 kip PL = 300 kip PD=740 kip PL= 400 kip M₁ = 330 ft-kip 17 ft B f'c = 4 ksi (normal weight) Ec= 3.605 x 10³ ksi (concrete MOE) fy = 60 ksi

Design a 17-ft tall rectangular tied column A-B in a braced frame to support an unfactored axial dead load of 550 kip (including self-weight) and an unfactored axial live load of 300 kip (see figure). In addition to the axial loads, the column is also subject to a factored end moment as shown in the figure below. (a) Check whether column AB is a long/slender or short column. [Note: you must use and mark on the alignment chart to show how you determine the effective length factor, k] (b) Determine the minimum number of #10 bar(s) required to carry the factored loads. Select the reinforcing bars to be placed in the two end faces only (see figure below). (c) Neglecting shear, what is the maximum spacing of #3 ties for the column? -24 in- 18.2 in 7= 0.80 22"x24" 22"x30" ? #10 30 ft | 34" 22"x 24"- B A 22"x30" 30 ft 15 ft 17 ft PD = 550 kip PL = 300 kip PD=740 kip PL= 400 kip M₁ = 330 ft-kip 17 ft B f'c = 4 ksi (normal weight) Ec= 3.605 x 10³ ksi (concrete MOE) fy = 60 ksi

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Question

Design a 17-ft tall rectangular tied column A-B in a braced frame to support an unfactored
axial dead load of 550 kip (including self-weight) and an unfactored axial live load of 300
kip (see figure). In addition to the axial loads, the column is also subject to a factored end
moment as shown in the figure below.
(a) Check whether column AB is a long/slender or short column. [Note: you must use
and mark on the alignment chart to show how you determine the effective length
factor, k]
(b) Determine the minimum number of #10 bar(s) required to carry the factored loads.
Select the reinforcing bars to be placed in the two end faces only (see figure below).
(c) Neglecting shear, what is the maximum spacing of #3 ties for the column?
-24 in-
18.2 in
Y = 0.80
0
22"x24"
22”x30"
22"x 24"
30 ft
? #10
34"
B
A
0
22"x30
30 ft
15 ft
17 ft
PD = 550 kip
PL = 300 kip
PD=740 kip
PL = 400 kip
M₁ = 330 ft-kip
17 ft
B
A
f'c = 4 ksi (normal weight)
Ec= 3.605 x 10³ ksi (concrete MOE)
fy = 60 ksi

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(b) Unbraced frames
Figure 11.3 Effective length factors. = ratio of E(EI/C) of compression members to Σ(EI/) of flexural
members in a plane at one end of a compression member. k= effective length factor.
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Step 1: Introducing Given data

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Step 2: Calculation of factors

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Step 3: Calculation of effective length factor (k) from charts

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Step 4: Determine the type of column

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Step 5: Calculation of Kn & Rn

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Step 6: Calculation of Reinforcement ratio

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Step 7: Calculation of Number of #10 bars

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Step 8: Calculate Spacing of ties

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