Q. Slenderness ratio of a compression member is

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Q. The equivalent axial tensile load Pe, which produces an average axial tensile stress in the section equivalent to the combined stress due to axial tension P and bending M, at the extreme fibre of the section, is given by (where Z is the section modulus of the section).

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Q. The area Ap of cover plates in one flange of a built up beam, is given by

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Q. If flexural rigidity of a column whose length is L and the loaded end is free, is El, the critical load will be

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Q. In a tension member if b is width of plate, t is thickness of plate, p is staggered pitch, g is gauge distance, n is number of rivet holes in zig-zag line, n is number of gauge spaces, d is gross diameter of rivets, then the net sectional area Anet of the plate, is

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Q. An axial loaded column is supported on a slab base whose projection is 8 cm. If the intensity of pressure from concrete is 40 kg/cm² and allowable bending stress in slab base is 1890 kg/cm², the thickness (t) of the slab base, is

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Q. If P is the load applied to a bracket with an eccentricity e, the resisting moment F exerted by a rivet at a distance rn from the centre of gravity, is

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Q. In a member subjected to an axial tensile force and bending moment, the maximum allowable stress in axial tension is ft and the maximum allowable bending stress in tension is fht. If ft and fht are their corresponding actual axial tensile and bending stresses, the relationship which holds goods is

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Q. The equivalent axial load is obtained from the formula

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Q. If p and d are pitch and gross diameter of rivets, the efficiency (η) of the riveted joint, is given by

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Q. A long plate girder is subjected to a maximum bending moment M in which permitted allowable bending stress is fb. The economical depth de and the thickness of the web tw, is given by

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Q. In a grillage column footing maximum bending moment M occurs at the centre of grillage beams. Its value is (where P, L and a are axial load, length of the beam and length of the column base respectively).

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Q. If f is the maximum allowable bending stress in a tension member whose radius of gyration is r and depth is 2y, the required cross sectional area A is given by

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Q. For eccentrically loaded columns, the bending factor is

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Q. Number of rivets required in a joint, is

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Q. If d is the clear depth of a plate girder, t is the minimum required thickness of the web, C is the maximum clear distance between vertical stiffeners, the moment of inertia of a pair of stiffeners about the centre line of the web, is

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Q. In a built up beam actual bending compressive stress fbc is given by (when y1 is the distance of the edge of the beam from the neutral axis).

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Q. If a pair of angles placed back to back in tension are connected by one leg of each angle, the net effective area of the section, is

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Q. If M is the moment due to a couple in a bearing plate whose width is b and allowable bending stress is P, the thickness (t) of the bending plate of the column splice, is

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Q. For columns whose slenderness ratio is upto 160, the secant formula for the determination of allowable stress, is

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