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This set of Design of Steel Structures Multiple Choice Questions & Answers (MCQs) focuses on Design Of Steel Structures Set 11
Q1 | If the moment of inertia of a section about its axis is and its effective sectional area is , itsradius of gyration r about the axis, is
- r = i/a
- r i/a)
- r = (i/a)
- r a/i)
Q2 | A structural member subjected to compressive stress in a direction parallel to its longitudinal axis,is generally known as
- column
- stanchion
- post
- all the above
Q3 | Live load
- varies in magnitude
- varies in position
- is expressed as uniformly distributed load
- all the above
Q4 | The maximum permissible slenderness ratio of a member carrying loads resulting from wind, is
- 180
- 200
- 250
- 300
Q5 | The average shear stress for rolled steel beam section, is
- 845 kg/cm2
- 945 kg/cm2
- 1025 kg/cm2
- 1500 kg/cm2
Q6 | For a rectangular section, the ratio of the maximum and average shear stresses, is
- 1.5
- 2.0
- 2.5
- 3.5
Q7 | For the steel member exposed to weather and accessible for repainting, the thickness of steelshould not be less than (accepting the webs of Indian Standard rolled steel joists and channels).
- 4 mm
- 6 mm
- 8 mm
- 10 mm
Q8 | The permissible stress in bending for rolled steel I-beams and channels, is
- 1500 kg/cm2
- 1575 kg/cm2
- 945 kg/cm2
- 1650 kg/cm2
Q9 | The distance measured along one rivet line from the centre of a rivet to the centre of adjoiningrivet on an adjacent parallel rivet line, is called
- pitch of rivet
- gauge distance of rivet
- staggered pitch
- all the above
Q10 | The effective length of a simply supported beam with ends restrained against torsion, and alsothe ends of compression flange partially restrained against lateral bending, is given by
- l = span
- l = 0.85 span
- l = 0.75 span
- l = 0.7 span
Q11 | The permissible bearing stress in steel, is
- 1500 kg/cm2
- 1890 kg/cm2
- 2025 kg/cm2
- 2340 kg/cm2
Q12 | Strengths of a rivet in single shearing, in bearing and in tearing are 3425 kg, 4575 kg and 5025 kgrespectively. If the load in the member is 35 tonnes, the number of rivets required, is
- 10
- 11
- 12
- 13
Q13 | The bending moment for filler joists at the middle of an intermediate span, is
- wl²/10
- - wl²/10
- - wl²/12
- wl²/12
Q14 | A simply supported beam carrying a central load, will be safe in deflection if the ratio of its span todepth, is
- < 19
- < 24
- > 19
- > 24
Q15 | When a load is transferred through one surface to another surface in contact, the stress is knownas
- tensile stress
- compressive stress
- shearing stress
- none of these
Q16 | If p and d are pitch and gross diameter of rivets, the efficiency ( ) of the riveted joint, is given by
- #NAME?
- #NAME?
- #NAME?
- #NAME?
Q17 | The slenderness ratio of a column is zero when its length
- is zero
- is equal to its radius of gyration
- is supported on all sides throughout its length
- is between the points of zero moments
Q18 | The maximum axial load which is just sufficient to keep a column in a small deflected shape, iscalled
- crippling load
- buckling load
- critical load
- all the above
Q19 | Spans of continuous fillers are considered approximately equal if the longest span does not exceedthe shortest span by more than
- 5 %
- 10 %
- 15 %
- 20 %
Q20 | The ratio of the span L of the filler joists to the depth d from the underside of the joist to the topof the structural concrete, should not exceed
- 60
- 45
- 35
- 25
Q21 | With a percentage increase of carbon in steel, decreases its
- strength
- hardness
- brittleness
- ductility
Q22 | The allowable stress in axial tension is generally kept less if thickness of the member is more than
- 10 mm
- 12 mm
- 15 mm
- 20 mm
Q23 | The maximum permissible slenderness ratio of compression member carrying dead andsuperimposed load, is
- 180
- 200
- 250
- 350
Q24 | Tacking rivets in compression plates not exposed to the weather, have a pitch not exceeding 300mm or
- 16 times the thickness of outside plate
- 24 times the thickness of outside plate
- 32 times the thickness of outside plate
- 36 times the thickness of outside plate
Q25 | A single angle in tension is connected by one leg only. If the areas of connecting and outstandinglegs are respectively a and b, net effective area of the angle, is
- a - [b/{1 + 0.35 (b/a)}]
- a + [b/{1 + 0.35 (b/a)}]
- a - [b/{1 + 0.2 (b/a)}]
- a + [b/{1 + 0.2 (b/a)}]