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Civil Engineering (CE) Exam  >  Civil Engineering (CE) Tests  >  Test: Theory of Columns - 2 - Civil Engineering (CE) MCQ

Test: Theory of Columns - 2 - Civil Engineering (CE) MCQ


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6 Questions MCQ Test - Test: Theory of Columns - 2

Test: Theory of Columns - 2 for Civil Engineering (CE) 2024 is part of Civil Engineering (CE) preparation. The Test: Theory of Columns - 2 questions and answers have been prepared according to the Civil Engineering (CE) exam syllabus.The Test: Theory of Columns - 2 MCQs are made for Civil Engineering (CE) 2024 Exam. Find important definitions, questions, notes, meanings, examples, exercises, MCQs and online tests for Test: Theory of Columns - 2 below.
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Test: Theory of Columns - 2 - Question 1
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The rectangular column shown in the figure below carries a load P having eccentricities ‘ex’ and ' ey ’ along the x-axis and y-axis respectively. The stress at any point (*, y) is given by

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Stress at any point

Test: Theory of Columns - 2 - Question 2
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Euler’s formula for a mild steel long column hinged  at both end is not valid for slenderness ratio

Detailed Solution for Test: Theory of Columns - 2 - Question 2

According to Euler's theory,

For a mild steel coumn,
σy = 300 N/mm2 and 
E = 2.1 x 105
∴
Hence, when the slenderness ratio is less than this limit for mild steel columns , Euler’s formula will not be valid.

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Test: Theory of Columns - 2 - Question 3
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The buckling load for a column pinned at both ends is 10kN. If the ends are fixed, the buckling load changes to

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For both ends pinned,
 = 4 x 10 = 40kN

Test: Theory of Columns - 2 - Question 4
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The radius of gyration of a rectangular section (depth d, width b) from a centroidal axis parallel to the width is
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Radius of gyration,

Test: Theory of Columns - 2 - Question 5
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For no tension in column of diameter D, the eccentricity of the compressive load must be less than
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For no tension condition, 

Test: Theory of Columns - 2 - Question 6
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The Rankine constant in the formula for axial loads on column made of material of crushing strength fc and modulus of elasticity E is
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