MCQOPTIONS
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MCQOPTIONS
This section includes 14 Mcqs, each offering curated multiple-choice questions to sharpen your Design Steel Structures knowledge and support exam preparation. Choose a topic below to get started.
| 1. |
In the equation Mcr = c1 [√(EIyGIt)] γ, γ depends on |
| A. | load on beam |
| B. | shape of beam |
| C. | material of beam |
| D. | length of beam |
| Answer» E. | |
| 2. |
√EIyGIt depends on |
| A. | shape of beam only |
| B. | material of beam only |
| C. | shape and material of beam |
| D. | does not depend on anything |
| Answer» D. does not depend on anything | |
| 3. |
‚ÄÖ√Ñ√∂‚ÀւĆ‚ÀÖ‚ÀÇEIYGIT_DEPENDS_ON?$# |
| A. | shape of beam only |
| B. | material of beam only |
| C. | shape and material of beam |
| D. | does not depend on anything |
| Answer» D. does not depend on anything | |
| 4. |
In the equation Mcr = c1 [√(EIyGIt)] γ, γ depends on$# |
| A. | load on beam |
| B. | shape of beam |
| C. | material of beam |
| D. | length of beam |
| Answer» E. | |
| 5. |
Elastic critical moment for long shallow girders is given by |
| A. | (π/L){√(EI<sub>y</sub>GI<sub>t</sub>)} |
| B. | (πL){√(EI<sub>y</sub>GI<sub>t</sub>)} |
| C. | (π/L){√(EI<sub>y</sub> /GI<sub>t</sub>)} |
| D. | (πL){√(EI<sub>y</sub> /GI<sub>t</sub>)} |
| Answer» B. (‚âà√¨‚àö√ëL){‚Äö√Ñ√∂‚àö‚Ć‚àö‚àÇ(EI<sub>y</sub>GI<sub>t</sub>)} | |
| 6. |
Which_of_the_following_is_true? |
| A. | long shallow girders have high warping stiffness |
| B. | short and deep girders have very low warping resistance |
| C. | long shallow girders have low warping stiffness |
| D. | short and shallow girders have very low warping resistance |
| Answer» D. short and shallow girders have very low warping resistance | |
| 7. |
Which of the following is not true about moment coefficient? |
| A. | for torsionally simple supports the moment coefficient is greater than or equal to unity |
| B. | for torsionally simple supports the moment coefficient is less than unity |
| C. | moment coefficient accounts for the effect of differential moment gradient on lateral torsional buckling |
| D. | it depends on type of loading |
| Answer» C. moment coefficient accounts for the effect of differential moment gradient on lateral torsional buckling | |
| 8. |
For different loading conditions, the equation of elastic critical moment is given by |
| A. | M<sub>cr</sub> = c<sub>1</sub> (EI<sub>y</sub>GI<sub>t</sub>) γ |
| B. | M<sub>cr</sub> = c<sub>1</sub> [(EI<sub>y</sub>GI<sub>t</sub>)<sup>2</sup>] γ |
| C. | M<sub>cr</sub> = c<sub>1</sub> [√(EI<sub>y</sub>GI<sub>t</sub>)] γ |
| D. | M<sub>cr</sub> = c<sub>1</sub> (EI<sub>y</sub> /GI<sub>t</sub>) γ |
| Answer» D. M<sub>cr</sub> = c<sub>1</sub> (EI<sub>y</sub> /GI<sub>t</sub>) ‚âà√≠‚Äö√¢‚Ä¢ | |
| 9. |
Which of the following assumptions were not made while deriving expression for elastic critical moment? |
| A. | beam is initially undisturbed and without imperfections |
| B. | behaviour of beam is elastic |
| C. | load acts in plane of web only |
| D. | ends of beam are fixed support |
| Answer» E. | |
| 10. |
Limit state of lateral torsion buckling is not applicable to |
| A. | square shapes |
| B. | doubly symmetric I shaped beams |
| C. | I section loaded in plane of their webs |
| D. | I section singly symmetric with compression flanges |
| Answer» B. doubly symmetric I shaped beams | |
| 11. |
Lateral torsional buckling is not possible to occur if |
| A. | moment of inertia about bending axis is twice than moment of inertia out of plane |
| B. | moment of inertia about bending axis is greater than moment of inertia out of plane |
| C. | moment of inertia about bending axis is equal to or less than moment of inertia out of plane |
| D. | moment of inertia about bending axis is equal to or greater than moment of inertia out of plane |
| Answer» D. moment of inertia about bending axis is equal to or greater than moment of inertia out of plane | |
| 12. |
Elastic critical moment is given by |
| A. | (π/L){√[(EI<sub>y</sub>GI<sub>t</sub>) + (πE/L)<sup>2</sup>I<sub>w</sub>I<sub>y</sub>]} |
| B. | (π/L){√[(EI<sub>y</sub>GI<sub>t</sub>) – (πE/L)<sup>2</sup>I<sub>w</sub>I<sub>y</sub>]} |
| C. | (π/L){√[(EI<sub>y</sub>GI<sub>t</sub>) + (πE/L) I<sub>w</sub>I<sub>y</sub>]} |
| D. | (π/L){ [(EI<sub>y</sub>GI<sub>t</sub>) – (πE/L)<sup>2</sup>I<sub>w</sub>I<sub>y</sub>]} |
| Answer» B. (‚âà√¨‚àö√ë/L){‚Äö√Ñ√∂‚àö‚Ć‚àö‚àÇ[(EI<sub>y</sub>GI<sub>t</sub>) ‚Äö√Ñ√∂‚àö√ë‚àö¬® (‚âà√¨‚àö√ëE/L)<sup>2</sup>I<sub>w</sub>I<sub>y</sub>]} | |
| 13. |
Critical bending moment capacity of a beam undergoing lateral torsional buckling is a function of |
| A. | does not depend on anything |
| B. | pure torsional resistance only |
| C. | warping torsional resistance only |
| D. | pure torsional resistance and warping torsional resistance |
| Answer» E. | |
| 14. |
What is lateral torsional buckling? |
| A. | buckling of beam loaded in plane of its weak axis and buckling about its stronger axis accompanied by twisting |
| B. | buckling of beam loaded in plane of its strong axis and buckling about its weaker axis accompanied by twisting |
| C. | buckling of beam loaded in plane of its strong axis and buckling about its weaker axis and not accompanied by twisting |
| D. | buckling of beam loaded in plane of its weak axis and buckling about its stronger axis and not accompanied by twisting |
| Answer» C. buckling of beam loaded in plane of its strong axis and buckling about its weaker axis and not accompanied by twisting | |