Steel Structures - Beams

1. Average shear stress for rolled I section and channel is given by
(a) shear force/(depth of flange x flange thickness)
(b) shear force/(depth of web x web thickness)
(c) shear force/(depth of beam x web thickness)
(d) none of these

2. The maximum allowable compressive stress corresponding to lateral buckling in a discretely laterally supported symmetrical I beam does not depend upon
(a) modulus of elasticity
(b) radius of gyration about minor axis
(c) span length of beam
(d) ratio of overall depth to thickness of flange (GATE 1995)

3. The problem of lateral buckling can arise only in those steel beams which have
(a) moment of inertia about the bending axis larger than the other
(b) moment of inertia about the bending axis smaller than the other
(c) fully supported compression flange
(d) none of these (GATE 1999)

4. The shear stress should not exceed
(a) 0.33{f_y}
(b) 0.45{f_y}
(c) 0.50{f_y}
(d) 0.66{f_y}

5. Permissible shear stress in steel confirming to IS: 226-1975 for a nominal thickness below 20 mm will be
(a) 92 MPa
(b) 96 MPa
(c) 100 MPa
(d) 104 MPa

6. In above question if nominal thickness is over 20 mm but below 40 mm then permissible shear stress is
(a) 92 MPa
(b) 96 MPa
(c) 100 MPa
(d) 104 MPa

7. Maximum deflection of a beam should not exceed ___ of the span in general.
(a) 1/180
(b) 1/325
(c) 1/250
(d) 1/500

8. The maximum deflection (ẟ) in a beam is given by formula (in cm)
(a)  K.\frac{{W{l^2}}}{{E{I_x}}}\,
(b)  K.\frac{{W{l^4}}}{{E{I_x}}}\,
(c)  K.\frac{{{W^2}{l^3}}}{{E{I_x}}}\,
(d) K.\frac{{W{l^3}}}{{E{I_x}}}\,
where K is constant, W is load on beam, l is effective span, and {I_x} is moment of inertia of cross section of the beam.

9. In above question if the load is uniformly distributed then value of K is
(a) 1/48
(b) 23/648
(c) 5/384
(d) 1/60

10. In above question if load is not udl but point load at centre then value of K is
(a) 1/48
(b) 23/648
(c) 5/384
(d) 1/60

Answer

    1. (c)    2. (a)    3. (b)    4. (b)    5. (c)
    6. (b)    7. (b)    8. (d)    9. (c)    10. (a)

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