Structural Analysis MCQ

Q. 11 The degree of static indeterminacy of a pin‐jointed space frame is given by

A. m + r ‐ 2j

B. m + r ‐ 3j

C. 3m + r ‐ 3j

D. m + r + 3j

where m is number of unknown member forces, r is unknown reaction components and j is number of joints

B. m + r ‐ 3j


Q. 12The degree of static indeterminacy of a rigid‐jointed space frame is

A. m + r ‐ 2j

B. m + r ‐ 3j

C. 3m + r ‐ 3j

D. 6m + r ‐ 6j

where m, r and j have their usual meanings

D. 6m + r ‐ 6j


Q. 13 The degree of kinematic indeterminacy of a pin‐jointed space frame is

A. 2j‐r

B. 3j‐r

C. j‐2r

D. j‐3r

where j is number of joints and r is reaction components

B. 3j‐r


Q. 14 If in a rigid‐jointed space frame, (6m + r) < 6j, then the frame is

A. unstable

B. stable and statically determinate

C. stable and statically indeterminate

D. none of the above

?A. unstable


Q. 15 The principle of virtual work can be applied to elastic system by considering the virtual work of

A. internal forces only

B. external forces only

C. internal as well as external forces

D. none of the above

C. internal as well as external forces


Q. 16 Castigliano’s first theorem is applicable

A. for statically determinate structures only

B. when the system behaves elastically

C. only when principle of superposition is valid

D. none of the above

C. only when principle of superposition is valid


Q. 17 Principle of superposition is applicable when

A. deflections are linear functions of applied forces

B. material obeys Hooke’s law

C. the action of applied forces will be affected by small deformations of the structure

D. none of the above

A. deflections are linear functions of applied forces


Q. 18 In moment distribution method, the sum of distribution factors of all the members meeting at any joint is always

A. zero

B. less than 1

C. 1

D. greater than 1

C. 1


Q. 19 The carryover factor in a prismatic member whose far end is fixed is

A. 0

B. 1/2

C. 3/4

D. 1

B. 1/2


Q. 20 In column analogy method, the area of an analogous column for a fixed beam of span L and flexural rigidity El is taken as

A. L/EI

B. L/2EI

C. L/3EI

D. L/4EI

A. L/EI


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