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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