When a column is subjected to eccentric load having eccentricity ex, with respec

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When a column is subjected to eccentric load having eccentricity e_x, with respect to x-axis and eccentricity e_y with respect to y-axis the column is subjected to moment in two directions and the equivalent axial load, is
Options
A.
B.
C.
D.
E. none of these.

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2. The gross section of the web of a beam is defined as
Options
A. depth of the beam multiplied by its web thickness
B. width of the flange multiplied by its web thickness
C. sum of the flange width and depth of the beam multiplied by the web thickness
D. none of these.

3. Length of an outstanding leg of a vertical stiffener, may be taken equal to
Options
A. th of clear depth of the girder plus 15 mm
B. th of clear depth of the girder plus 20 mm
C. th of clear depth of the girder plus 25 mm
D. th of clear depth of the girder plus 50 mm
E. th of clear depth of the girder plus 50 mm.

5. If d is the distance between the flange angles,
Options
A. vertical stiffeners are provided in steel plate girders if the web is less than d/85
B. vertical stiffeners are provided in high tensile steel plate girders if the web is less than d/175
C. horizontal stiffeners are provided in high tensile girder steel plate if the web is less than d/180
D. horizontal stiffeners are provided in steel plate girders if the web is less than d/200
E. All the above.

7. The equivalent axial load may be defined as the load which produces a stress equal to
Options
A. maximum stress produced by the eccentric load
B. maximum stressed fibre
C. bending stress
D. none of these.

8. According to I.S. : 800 - 1871, lacing bars resist transverse shear equal to
Options
A. 1.0% of the axial load
B. 2.0% of the axial load
C. 2.5% of the axial load
D. 3.0% of the axial load
E. 4.0% of the axial load.

10. For the economical design of a combined footing to support two equal column loads, the projections of beams in lower tier are kept such that bending moment under column is equal to
Options
A. bending moment at the centre of the beam
B. half the bending moment at the centre of the beam
C. twice the bending moment at the centre of the beam
D. none of these.

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