A 15 x 25 in. column is reinforced with four No. 9 (No. 29) bars, one in each corner as shown in Figure (a). The concrete cylinder strength is f. = 4000 psi andthe steel yield strength is 60000 psi. Determine the axial load strength for zero eccentricity without subtraction of the concrete displaced by the steel, as wellas with subtraction of the concrete displaced by the steel. E=0.003, E,-29000.Imperial Metric bar Linear Mass Density Nominal diameter Nominal area25"bar size size (soft)Ib(in)(mm) (in') (mm")2.5"-2.5"0.250 - % 6.35 0.05 320.375 = % 9.53 0.11 710.500 = 4 12.7 0.20 1290.625 = % 15.9 0.31 2000.750 = % 19.1 0.44 2840.875 = % 222 0.60 3871.000 = % 25.4 0.79 5101.126 - % 28.7 1.00 6451.270- 1% 32.3 1.27 819No.60.1670.2493No. 100.3760.560#4No. 130.6680.994Pn#5No. 161.0431.55215"No. 191.5022.235#7No.222.0443.042#8No 252 6703.973AsNo 293.4005.060A's#10No 324.3036.404e varies#11No.365.3137.9071.410-35.8 1.56 1.006%43.0 2.25 1,4522.257 - 1% 573 4.00 2,581#14No 43765011.3841.693-(a)18No.5713.6020.239a. 1575.00 Kips, 1490.40 KipsO b. 1515.00 Kips, 1490.40 KipsO. 1515.00 Kips, 1501.40 KipsO d. 1575.00 Kips, 1501.40 Kips

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A 15 x 25 in. column is reinforced with four No. 9 (No. 29) bars, one in each corner as shown in Figure (a). The concrete cylinder strength is f, = 4000 psi and the steel yield strength is 60000 psi. Determine the axial load strength for zero eccentricity without subtraction of the concrete displaced by the steel, as well as with subtraction of the concrete displaced by the steel. E,=0.003, E;=29000. Imperial Metric bar Linear Mass Density Nominal diameter Nominal area 25" bar size size (soft) (in) (mm) (in) (mm) 2.5" -2.5" 0.250 - % 6.35 0.05 32 0.375 - % 9.53 0.11 71 0.500 - 12.7 0.20 129 0.625 - % 159 0.31 200 0.750 % 19.1 0.44 284 0875 = % 222 0.60 387 1.000 =% 254 079 510 1.128-% 26.7 No 6 0. 167 0.249 No. 10 0.376 0.560 4 No. 13 0.668 0.994 No. 16 1.043 1.562 15" No. 19 1.502 2.235 No 22 2044 3.042 No 25 2670 3.973 A's e varies No 29 3.400 5.060 1.00 645 As 10 No 32 4.303 6.404 1.2701% 32.3 127 819 5.313 7.907 1.410 - % 358 1.56 1.006 11 No 36 14 No 43 7 660 11.364 1.693- 43.0 2.25 1,452 (a) 18 No 57 13.60 20.239 2.257 573 400 2.501 a. 1575.00 Kips, 1490.40 Kips

A 15 x 25 in. column is reinforced with four No. 9 (No. 29) bars, one in each corner as shown in Figure (a). The concrete cylinder strength is f, = 4000 psi and the steel yield strength is 60000 psi. Determine the axial load strength for zero eccentricity without subtraction of the concrete displaced by the steel, as well as with subtraction of the concrete displaced by the steel. E,=0.003, E;=29000. Imperial Metric bar Linear Mass Density Nominal diameter Nominal area 25" bar size size (soft) (in) (mm) (in) (mm) 2.5" -2.5" 0.250 - % 6.35 0.05 32 0.375 - % 9.53 0.11 71 0.500 - 12.7 0.20 129 0.625 - % 159 0.31 200 0.750 % 19.1 0.44 284 0875 = % 222 0.60 387 1.000 =% 254 079 510 1.128-% 26.7 No 6 0. 167 0.249 No. 10 0.376 0.560 4 No. 13 0.668 0.994 No. 16 1.043 1.562 15" No. 19 1.502 2.235 No 22 2044 3.042 No 25 2670 3.973 A's e varies No 29 3.400 5.060 1.00 645 As 10 No 32 4.303 6.404 1.2701% 32.3 127 819 5.313 7.907 1.410 - % 358 1.56 1.006 11 No 36 14 No 43 7 660 11.364 1.693- 43.0 2.25 1,452 (a) 18 No 57 13.60 20.239 2.257 573 400 2.501 a. 1575.00 Kips, 1490.40 Kips

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

A 15 x 25 in. column is reinforced with four No. 9 (No. 29) bars, one in each corner as shown in Figure (a). The concrete cylinder strength is f. = 4000 psi and
the steel yield strength is 60000 psi. Determine the axial load strength for zero eccentricity without subtraction of the concrete displaced by the steel, as well
as with subtraction of the concrete displaced by the steel. E=0.003, E,-29000.
Imperial Metric bar Linear Mass Density Nominal diameter Nominal area
25"
bar size size (soft)
Ib
(in)
(mm) (in') (mm")
2.5"
-2.5"
0.250 - % 6.35 0.05 32
0.375 = % 9.53 0.11 71
0.500 = 4 12.7 0.20 129
0.625 = % 15.9 0.31 200
0.750 = % 19.1 0.44 284
0.875 = % 222 0.60 387
1.000 = % 25.4 0.79 510
1.126 - % 28.7 1.00 645
1.270- 1% 32.3 1.27 819
No.6
0.167
0.249
3
No. 10
0.376
0.560
#4
No. 13
0.668
0.994
Pn
#5
No. 16
1.043
1.552
15"
No. 19
1.502
2.235
#7
No.22
2.044
3.042
#8
No 25
2 670
3.973
As
No 29
3.400
5.060
A's
#10
No 32
4.303
6.404
e varies
#11
No.36
5.313
7.907
1.410-
35.8 1.56 1.006
%43.0 2.25 1,452
2.257 - 1% 573 4.00 2,581
#14
No 43
7650
11.384
1.693-
(a)
18
No.57
13.60
20.239
a. 1575.00 Kips, 1490.40 Kips
O b. 1515.00 Kips, 1490.40 Kips
O. 1515.00 Kips, 1501.40 Kips
O d. 1575.00 Kips, 1501.40 Kips

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