Design of Steel Structures

131. IS : 800 - 1971 recommends that in a splice plate the number of rivets carrying calculated shear stress through a packing greater than 6 mm thick, is to be increased by 2.5% for every

1. 1.00 mm thickness of packing
2. 1.50 mm thickness of packing
3. 2.0 mm thickness of packing
4. 2.50 mm thickness of packing

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132. Lacing bars in a steel column should be designed to resist

1. Bending moment due to 2.5% of the column load
2. Shear force due to 2.5% of the column load
3. 2.5% of the column load
4. Both (A) and (B)

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133. Length of an outstanding leg of a vertical stiffener, may be taken equal to

1. 1/10th of clear depth of the girder plus 15 mm
2. 1/20th of clear depth of the girder plus 20 mm
3. 1/25th of clear depth of the girder plus 25 mm
4. 1/30th of clear depth of the girder plus 50 mm

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134. Live load

1. Varies in magnitude
2. Varies in position
3. Is expressed as uniformly distributed load
4. All the above

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135. Load factor is

1. Always equal to factor of safety
2. Always less than factor of safety
3. Always greater than factor of safety
4. Sometimes greater than factor of safety

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136. Long column is one

1. Which is more than 3 m long
2. Whose lateral dimension is less than 25 cm
3. Which is free at its top
4. Which has a ratio of effective length and least lateral dimension more than 15

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137. Lug angle is

1. Used with single angle member
2. Not used with double angle member
3. Used with channel member
4. All the above

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138. Lug angles

1. Are used to reduce the length of connection
2. Are unequal angles
3. Increases shear lag
4. All the above

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139. Maximum permissible slenderness ratio of a member normally acting as a tie in a roof truss, is

1. 180
2. 200
3. 250
4. 350

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140. Maximum pitch of rivets, used in steel stacks, is limited to

1. 6 t
2. 10 t
3. 12 t
4. 16 t
   Where 't' is thickness of thinner plate being connected

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