Design Of Steel Structures Set 10 MCQs

Q1 | A riveted joint many experience

tearing failure of plates

splitting failure of plates at the edges

bearing failure of rivets

all the above

Q2 | Diameter of a bolt hole is usually taken as

gross diameter of bolt

nominal diameter + 1.5 mm

nominal diameter + 2.0 mm

nominal diameter of bolt

Q3 | The effective length of a double angle strut with angles placed back to back and connected to boththe sides of a gusset plate, by not less than two rivets, is

0.5 l

0.67 l

0.85 l

2 l

Q4 | The range of economical spacing of trusses varies from

l/3 to l/5

l/4 to 2l/5

l/3 to l/2

2l/5 to 3l/5, where l is span

Q5 | Effective sectional area of a compression member is:

gross sectional area - area of rivet hole

gross sectional area + area of rivet hole

gross sectional area × area of rivet hole

gross sectional area + area of rivet hole

Q6 | The maximum slenderness ratio of a steel column, the design of which is governed by wind orseismic forces is

150

180

250

350

Q7 | In plastic analysis, the shape factor for circular sections, is

1.5

1.6

1.697

none of these

Q8 | The external wind pressure acting on a roof depends on

degree of permeability of roof

slope of roof

both (a) and (b)

none of the above

Q9 | The failure of a web plate takes place by yielding if the ratio of the clear depth to thickness of theweb, is less than

45

55

62

82

Q10 | The actual thickness of butt weld as compared to the thickness of plate is usually

more

less

equal

none of the above

Q11 | The ratio of longitudinal stress to strain within elastic limit, is known as

modulus of elasticity

shear modulus of elasticity

bulk modulus of elasticity

all the above

Q12 | The slenderness ratio of lacing bars should not exceed

100

120

145

180

Q13 | In a fillet weld placed on the sides of the base, the metal experiences

shear

tension

compression

all the above

Q14 | For steel members not exposed to weather, the thickness of steel should not be less than

4.5 mm

6 mm

8 mm

10 mm

Q15 | When a tension member consists of two channel sections, the allowance for rivet hole is made fortwo holes from

each web

each flange

each web or one hole from each flange whichever is more

each web or one hole from each flange whichever is less

Q16 | If a pair of angles placed back to back in tension are connected by one leg of each angle, the neteffective area of the section, 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)}]

Q17 | P E to be 25% of the computed valueof P and E respectively, the minimum value of the factor of safety is

1.00

0.67

1.67

2.67

Q18 | A beam is defined as a structural member subjected to

axial loading

transverse loading

axial and transverse loading

none of these

Q19 | The allowable stress in axial tension for rolled I-sections and channels, is taken as

1420 kg/cm2

1500 kg/cm2

2125 kg/cm2

1810 kg/cm2

Q20 | Secant formula for direct stress in compression, is applicable only for slenderness ratio upto

120

130

140

150

Q21 | A compression member consisting of angle sections may be a

continuous member

discontinuous single angle strut

discontinuous double angle strut

all the above

Q22 | The main advantage of a steel member, is:

its high strength

its gas and water tightness

its long service life

all the above

Q23 | A riveted joint may experience

shear failure

shear failure of plates

bearing failure

all the above

Q24 | IS : 800 - 1971 recommends that in a splice plate the number of rivets carrying calculated shearstress through a packing greater than 6 mm thick, is to be increased by 2.5% for every

1.00 mm thickness of packing

1.50 mm thickness of packing

2.0 mm thickness of packing

2.50 mm thickness of packing

Q25 | To the calculated area of cover plates of a built-up beam, an allowance for rivet holes to be added,is

10 %

13 %

15 %

18 %