Design Of Steel Structures Set 4 MCQs

Q1 | Length of an outstanding leg of a vertical stiffener, may be taken equal to

1/10th of clear depth of the girder plus 15 mm

1/20th of clear depth of the girder plus 20 mm

1/25th of clear depth of the girder plus 25 mm

1/30th of clear depth of the girder plus 50 mm

Q2 | If the depth of two column sections is equal, then the column splice is provided

with filler plates

with bearing plates

with filler and hearing plates

none of these

Q3 | On steel structures the dead load is the weight of

steel work

material fastened to steel work

material supported permanently

all the above

Q4 | A steel beam supporting loads from the floor slab as well as from wall is termed as

stringer beam

lintel beam

spandrel beam

header beam

Q5 | The area Ap of cover plates in one flange of a built up beam, is given by

ap = zreqr + zbeam/h

ap = zreqr + zbeam/a

ap = zreqr × zbeam/h

ap = zreqr - zbeam/h

Q6 | The economical depth d of a web plate in which allowable bearing stress is fb, and the maximumbending moment is M, as suggested by Rawater and Clark, is

d = (m/fb)

d = 1.5 (m/fb)

d = 2.5 (m/fb)

d = 4.5 (m/fb)

Q7 | Bending compressive and tensile stresses respectively are calculated based on

net area and gross area

gross area and net area

net area in both cases

gross area in both cases

Q8 | The thickness t of a single flat lacing should not be less than

1/30th length between inner end rivets

1/40th length between inner end rivets

1/50th length between inner end rivets

1/60th length between inner end rivets

Q9 | Tongue plates are provided in a steel girder at

the upper flange

the lower flange

the upper end of the web

the upper and lower ends of the web

Q10 | The slenderness ratio of a column supported throughout its length by a masonry wall is

zero

10

100

infinity

Q11 | The main assumption of the method of simple design of steel frame work, is:

beams are simply supported

all connections of beams, girders and trusses are virtually flexible

members in compression are subjected to forces applied at appropriate eccentricities

all the above

Q12 | Outstanding length of a compression member consisting of a channel, is measured as

half of the nominal width

nominal width of the section

from the edge to the first row of rivets

none of these

Q13 | The use of tie plates in laced columns is

prohibited

not prohibited

permitted at start and end of lacing system only

permitted between two parts of the lacing

Q14 | According to IS : 800-1962 the permissible bending stress in steel slab plates, is

1500 kg/cm2

1420 kg/cm2

2125 kg/cm2

1890 kg/cm2

Q15 | The side thrust T on the tie rods provided at the end beam of jack arch of rise R, is calculated fromthe formula

t = wl/4r

t = wr/8l

t = wl/8r

t = wl/2r

Q16 | The minimum pitch of rivet holes of diameter d should not be less than

d

1.25 d

1.5 d

2.5 d

Q17 | Design of a riveted joint, is based on the assumption:

load is uniformly distributed among all the rivets

shear stress on a rivet is uniformly distributed over its gross area

bearing stress in the rivet is neglected

all the above

Q18 | If is the maximum allowable bending stress in a tension member whose radius of gyrationis and depth is 2y, the required cross sectional area is given by

a = my/fr²

a = my²/fr²

a = my/fr

a = my/f²r²

Q19 | The load on a lintel is assumed as uniformly distributed if the height of the masonry above it, isupto a height of

the effective span

1.25 times the effective span

1.50 times the effective span

2.0 times the effective span

Q20 | Diameter of a rivet hole is made larger than the diameter of the rivet by

1.0 mm for rivet diameter upto 12 mm

1.5 mm for rivet diameter exceeding 25 mm

2.0 mm for rivet diameter over 25 mm

none of these

Q21 | According to IS: 800-1962, the coefficient of expansion of steel per degree centigrade per unitlength, is taken as

0.000008

0.000010

0.000012

0.000014

Q22 | In case of timber structures, the simple bending formula M = fz may be applied for

rectangular beams up to 300 mm depth

all rectangular beams

solid circular beams only

all square cross-section beams

Q23 | Perforated cover plates are particularly suitable for built up sections consisting of

channels placed back to back

channels placed toe to toe

four angle box section

all the above

Q24 | Effective length of a column effectively held in position and restrained in direction at both ends, is

l

0.67 l

0.85 l

1.5 l

Q25 | For rivets in tension with countersunk heads, the tensile value shall be

reduced by 25 %

reduced by 33.3%

increased by 25 %

increased by 33.3 %