Integer partof λfy2350888892010 0.9920.97030 0.93640 0.89950 0.85682860 0.8070170 0.751200Table C-2 Stability factor , of axially loaded compressionmembers, for Class b sections80 0.68890100110120 0.437 0.432130 0.387 0.383140 0.345 0.341150 0.308 0.304160 0.2761701801902402501.000 1.000 1.000 0.9990.989 0.9870.9910.967 0.9630.960 0.9570.9250.932 0.9290.895 0.8910.8870.847 0.842 0.838 0.8330.8520.802 0.797 0.791 0.786 0.7800.739 0.732 0.7260.675 0.668 0.661 0.6550.608 0.6010.7450.6810.7202 30.3370.3010.273 0.270 0.2670.249 0.2460.225 0.2230.244 0.2410.220 0.2180.200 0.1980.1810.2040.2020.186 0.1840.183210 0.170 0.169 0.167 0.166220 0.156 0.155 0.154 0.153230 0.144 0.143 0.1420.1410.133 0.132 0.131 0.1300.123450.9990.9980.985 0.9830.9530.922 0.9180.882 0.8780.5940.5290.8280.621 0.6140.588 0.5810.555 0.549 0.542 0.5360.5230.470 0.4640.4160.493 0.487 0.481 0.4750.4260.4210.378 0.374 0.3700.3330.3290.298 0.2940.9970.996 0.995 0.9940.9810.978 0.976 0.9730.950 0.946 0.943 0.9390.9140.910 0.9060.9030.8740.870 0.8650.8610.823 0.8180.7740.769 0.7630.7140.707 0.7010.648 0.641 0.635790.2650.2390.216 0.2140.197 0.1950.180 0.1780.165 0.163 0.1620.151 0.150 0.1490.140 0.1380.1290.128 0.1270.8130.575 0.5680.5610.517 0.5110.5050.4990.4580.4530.4470.4420.411 0.4060.4020.3970.3920.365 0.3610.3570.3530.3490.326 0.3220.3180.3150.3110.291 0.2880.285 0.2820.2790.262 0.2590.256 0.2540.2510.236 0.2340.2320.2290.2270.2100.208 0.2060.2120.1930.176 0.1750.1910.190 0.1880.1720.1730.160 0.159 0.1580.7570.6940.6280.148 0.146 0.1450.137 0.136 0.135 0.1340.1260.1250.124Decimal partof λfy235 CALCULATION:(1) A 6-meter-height column, with pinned boundary conditions at each end, is designedto carry the axial compression valued as 6000kN (the weight of column is included).The section properties of column is given in the following figure. Q235B steel isused.Examine whether the column is satisfactory.500Section dimension:2-500x1612-450x16Knowns: The design strength 215N/mm², the yield strength fy=235N/mm². Theeffective lengths with respect to the two principal axes are identical, 1,= 6m. Class bsections for stability design.

Answered: Image /qna-images/answer/cea58e62-2559-40e3-bc00-aaf8db1d854b.jpg

CALCULATION: (1) A 6-meter-height column, with pinned boundary conditions at each end, is designed to carry the axial compression valued as 6000kN (the weight of column is included). The section properties of column is given in the following figure. Q235B steel is used. Examine whether the column is satisfactory. 500 Section dimension: √2-500 x 16 2-450x16 Knowns: The design strength -215N/mm², the yield strength fy=235N/mm². The effective lengths with respect to the two principal axes are identical, 1,= 6m. Class b sections for stability design.

CALCULATION: (1) A 6-meter-height column, with pinned boundary conditions at each end, is designed to carry the axial compression valued as 6000kN (the weight of column is included). The section properties of column is given in the following figure. Q235B steel is used. Examine whether the column is satisfactory. 500 Section dimension: √2-500 x 16 2-450x16 Knowns: The design strength -215N/mm², the yield strength fy=235N/mm². The effective lengths with respect to the two principal axes are identical, 1,= 6m. Class b sections for stability design.

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

100%

Integer part
of λ
fy
235
0
88889
20
10 0.992
0.970
30 0.936
40 0.899
50 0.856
828
60 0.807
01
70 0.751
200
Table C-2 Stability factor , of axially loaded compression
members, for Class b sections
80 0.688
90
100
110
120 0.437 0.432
130 0.387 0.383
140 0.345 0.341
150 0.308 0.304
160 0.276
170
180
190
240
250
1.000 1.000 1.000 0.999
0.989 0.987
0.991
0.967 0.963
0.960 0.957
0.925
0.932 0.929
0.895 0.891
0.887
0.847 0.842 0.838 0.833
0.852
0.802 0.797 0.791 0.786 0.780
0.739 0.732 0.726
0.675 0.668 0.661 0.655
0.608 0.601
0.745
0.681
0.720
2 3
0.337
0.301
0.273 0.270 0.267
0.249 0.246
0.225 0.223
0.244 0.241
0.220 0.218
0.200 0.198
0.181
0.204
0.202
0.186 0.184
0.183
210 0.170 0.169 0.167 0.166
220 0.156 0.155 0.154 0.153
230 0.144 0.143 0.142
0.141
0.133 0.132 0.131 0.130
0.123
4
5
0.999
0.998
0.985 0.983
0.953
0.922 0.918
0.882 0.878
0.594
0.529
0.828
0.621 0.614
0.588 0.581
0.555 0.549 0.542 0.536
0.523
0.470 0.464
0.416
0.493 0.487 0.481 0.475
0.426
0.421
0.378 0.374 0.370
0.333
0.329
0.298 0.294
0.997
0.996 0.995 0.994
0.981
0.978 0.976 0.973
0.950 0.946 0.943 0.939
0.914
0.910 0.906
0.903
0.874
0.870 0.865
0.861
0.823 0.818
0.774
0.769 0.763
0.714
0.707 0.701
0.648 0.641 0.635
7
9
0.265
0.239
0.216 0.214
0.197 0.195
0.180 0.178
0.165 0.163 0.162
0.151 0.150 0.149
0.140 0.138
0.129
0.128 0.127
0.813
0.575 0.568
0.561
0.517 0.511
0.505
0.499
0.458
0.453
0.447
0.442
0.411 0.406
0.402
0.397
0.392
0.365 0.361
0.357
0.353
0.349
0.326 0.322
0.318
0.315
0.311
0.291 0.288
0.285 0.282
0.279
0.262 0.259
0.256 0.254
0.251
0.236 0.234
0.232
0.229
0.227
0.210
0.208 0.206
0.212
0.193
0.176 0.175
0.191
0.190 0.188
0.172
0.173
0.160 0.159 0.158
0.757
0.694
0.628
0.148 0.146 0.145
0.137 0.136 0.135 0.134
0.126
0.125
0.124
Decimal part
of λ
fy
235

CALCULATION:
(1) A 6-meter-height column, with pinned boundary conditions at each end, is designed
to carry the axial compression valued as 6000kN (the weight of column is included).
The section properties of column is given in the following figure. Q235B steel is
used.
Examine whether the column is satisfactory.
500
Section dimension:
2-500x16
12-450x16
Knowns: The design strength 215N/mm², the yield strength fy=235N/mm². The
effective lengths with respect to the two principal axes are identical, 1,= 6m. Class b
sections for stability design.

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