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

See similar textbooks

Similar questions

A rectangle column 500 mm x200 mm in cross-section is subjected to a compression load 1000 KN, the stress on the column is: a. 30 MPa b. 10 MPa C. 50 MPa d. 20 MPa
The aluminum W 310 x 202 (wide flange) column is subjected to an eccentric axial load P as shown. The maximum compressive stress in the column is given by the so-called secant formula: where --- [¹ + ( √5)] ec o 1+ sec max E ō = P/A = average stress A = 25800 mm² = cross-sectional area of the column e = 85 mm = eccentricity of the load c = 170 mm = half depth of the column r = 142 mm = radius of gyration of the cross section L = 7100 mm = length of the column E = 71 x 10⁹ Pa = modulus of elasticity Determine the maximum load P that the column can carry if the maximum stress is not to exceed 120 × 10^6 Pa. Terminate the computation when Σa < 0.0005%.
Calculate the axial deformation of the Brass cylinder section (BC) shown in Figure 8. The cross-sectional areas are Asteel = 80 x 10-³ m² and ABrass = 50 x 10-³ m², and Young's modulus - of steel and brass are 200 MPa and 120 MPa. 100 kN (a) 3.13 mm (b) 7.25 mm (c) 7.5 mm (d) 3.5 mm Steel 50 kN 0.5 m B Brass 0.3 m C Figure 8. A shaft of different diameters Steel 0.5 m Ꭰ 150 kN
A RECTANGULAR ALUMINUM BLOCK IS 40mm LONG IN THE Y DIRECTION,20mm WIDE IN THE Z DIRECTION AND 25mm THICK IN THE XDIRECTION. IT IS SUBJECTED TO A TRIAXIAL LOADING CONSISTING OF AUNIFORMLY DISTRIBUTED FORCE OF Px=3kN (COMPRESSION), Py=4kN(TENSION) AND Pz=7kN (COMPRESSION) IN THE X, Y AND Z DIRECTIONSRESPECTIVELY. IF THE POISSON’S RATIO = 1/4 & E = 70 GPa,DETERMINE THE STRAINS IN THE X, Y AND Z DIRECTIONS. ALSODETRMINE A SINGLE DISTRIBUTED FORCE IN THE Y DIRECTION THEWOULD PRODUCE THE SAME X DEFORMATION AS THE ORIGINAL.
A round aluminum alloy rod has a diameter of 12.5 mm and 1 m length. Its ultimate strength is 155 MPa and its modulus of elasticity is 70 GPa. Determine the maximum permissible axial load that may be applied if the total elongation of the member is not to exceed 2 mm. Calculate the diameter change if Poisson’s ratio=0.35.
A cast iron beam is of I-section as shown in figure below. The beam is simply supported on a Span of 5 meters. If tensil Stress is not execed 20 N/mm², find the safe uniformly load which the beam can carry. find also the maximum Compressive Stress. 25mm k120mm. 300mm T 50mm ↓ B 25mm ← 240- 키
The round bar shown in the figure has steel, brass and aluminum sections. Axial loads are applied at cross sections A, B, C and D. If the allowable axial stresses are 135MPa in steel, 75MPA in the brass, and 90MPA in the aluminum, determine the diameters required for each of the sections. Assume that the allowable stresses are the same for tension (T) and compression (C). Steel Brass C Aluminum D B 270 kN. 245 kN 200 kN 225 kN 0.5 m 0.5 m 0.5 m
Rolled steel section ISWB 300 is used as a column of height 6 m, fixed at base and pinned at top. Find the permissible compressive load on the column using the table of permissible compressive stresses as given in the table below: Cross-section properties of ISWB 300 section are as follows: Area of cross-section = 6133 mm² Flange width= 200 mm 10 mm 7.4 mm 2 dac λ Osc Flange thickness Web thickness = 50 132 13 57 2 = slenderness ratio 60 122 = 1xx Lyy = = 70 112 98.216 x 106 mm4 9.9 x 106 mm4 80 101 90 100 90 80 140 150 160 170 180 51 45 41 37 33 ac = allowable compressive stress in MPa Use linear interpolation for intermediate values of λ. 110 72 190 30 120 64 200 28
A rectangular steel block is 3.0 inches long in the x-direction, 3.0 inches long in the y-direction, and 4.5 inches long in the z-direction. The block is subjected to a tri-axial loading of three uniformly distributed forces as follows: 50 kips tension in the x-direction, 60 kips compression in the y-direction, and 54 kips tension in the z-direction. If Poisson's ratio is 0.30 and E = 29 x 106 psi, find the uniformly distributed load that must be added in the x-direction to produced no deformation in the z-direction. Your final answer should include two decimal places
The prismatic rod shown is made of a steel that is assumed to be elastoplastic with E = 200 GPa and oy = 280 MPa. Knowing that couples M and M' of moment 525 N·m are applied and main- tained about axes parallel to the y axis, determine (a) the thick- ness of the elastic core, (b) the radius of curvature of the bar. y M 18 mm 24 mm X 'M'
Solve the following and submit with the same format of this module, A4 size: 1. Determine the nominal axial compressive strength for the following cases: a. L = 4.6m b. L = 6.0m W10 x 33 A992 steel
The working load P on the propped cantilever shown are each 150 kN. If the yield stress of mild steel is 300 MPa, determine the plastic section modulus in cubic millimeters, using a load factor of 1.75 against collapse. (express your response this way, x,xxX,XXX.X). Pu Pu 1.1 2m B A 2m 2m