Design Of Steel Structures Set 11 MCQs

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?

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)}]