Stiffeners are used in a plate girder
To reduce the compressive stress
To reduce the shear stress
To take the bearing stress
To avoid bulking of web plate
Correct Answer :
D. To avoid bulking of web plate
Related Questions
Tacking rivets in compression plates not exposed to the weather, have a pitch not exceeding 300 mm 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
The overlap of batten plates with the main members in welded connections should be more than
3 t
4 t
6 t
8 t Where t = thickness of the batten plate
For a cantilever beam of length L built-in at the support and restrained against torsion at the free end, the effective projecting length l is
l = 0.7 L
l = 0.75 L
l = 0.85 L
l = 0.5 L
The safe working pressure for a spherical vessel 1.5 m diameter and having 1.5 cm thick wall not to exceed tensile stress 50kg/cm2, is
16 kg/cm2
18 kg/cm2
20 kg/cm2
22 kg/cm2
The side thrust T on the tie rods provided at the end beam of jack arch of rise R, is calculated from the formula
T = WL/4R
T = WR/8L
T = WL/8R
T = WL/2R
The effective length of a weld, is taken as the actual length
Minus the size of weld
Minus twice the size of weld
Plus the size of weld
Plus twice the size of weld
The maximum permissible slenderness ratio of compression member carrying dead and superimposed load, is
180
200
250
350
In a tension member if one or more than one rivet holes are off the line, the failure of the member depends upon:
Pitch
Gauge
Diameter of the rivet holes
All the above
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
1.00 mm thickness of packing
1.50 mm thickness of packing
2.0 mm thickness of packing
2.50 mm thickness of packing
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
As per IS : 800, for compression flange, the outstand of flange plates should not exceed
12 t
16 t
20 t
25 t Where t = thickness of thinnest flange plate
In a built up section carrying a tensile force, the flanges of two channels are turned outward
To simplify the transverse connections
To minimise lacing
To have greater lateral rigidity
All the above
Minimum pitch of the rivets shall not be less than
1.5 d
2.0 d
2.5 d
3.0 d Where d is gross diameter of rivet
Horizontal stiffener in a plate girder is provided to safeguard against
Shear buckling of web plate
Compression buckling of web plate
Yielding
All of the above
The spans are considered approximately equal if the longest span does not exceed the shortest span by more than
5 %
10 %
15 %
20 %
If the area of cross-section of a single angle discontinuous strut is 30 cm2 and allowable working stress corresponding to its slenderness ratio is 625 kg/cm2, the safe load carrying capacity of the member, is
10 tonnes
12 tonnes
15 tonnes
18 tonnes
Modified moment of inertia of sections with a single web, is equal to moment of inertia of the section about Y-Y axis at the point of maximum bending moment and is multiplied by the ratio of
Area of compression flange at the minimum bending moment to the corresponding area at the point of maximum bending moment
Area of tension flange at the minimum bending moment of the corresponding area at the point of maximum bending moment
Total area of flanges at the maximum bending moment to the corresponding area at the point of maximum bending moment
None of these
Minimum thickness of web in a plate girder, when the plate is accessible and also exposed to weather, is
5 mm
6 mm
8 mm
10 mm
The equivalent axial tensile load Pe, which produces an average axial tensile stress in the section equivalent to the combined stress due to axial tension P and bending M, at the extreme fibre of the section, is given by (where Z is the section modulus of the section).
Pe = P + MA/Z
Pe = P - MA/Z
Pe = P - Z/MA
Pe = P + Z/MA
If L is the overall length of a combined footing having A as its area, d being the distance between the centre of gravity of the base and centre of the base, the larger width b is
(A/L) + (3Ad/L²)
(A/L) + (6Ad/L²)
(A/L) - (6Ad/L²)
(A/L) - (3Ad/L²)
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
Generally the purlins are placed at the panel points so as to avoid
Axial force in rafter
Shear force in rafter
Deflection of rafter
Bending moment in rafter
The slenderness ratio of lacing bars should not exceed
100
120
145
180
In case of cantilever fillers, the ratio of the span L to depth d, should not exceed
4
8
12
16
Factor of safety is the ratio of
Yield stress to working stress
Tensile stress to working stress
Compressive stress to working stress
Bearing stress to working stress
A butt weld is specified by
Effective throat thickness
Plate thickness
Size of weld
Penetration thickness
When the bolts are subjected to reversal of stresses, the most suitable type of bolt is
Black bolt
Ordinary unfinished bolt
Turned and fitted bolt
High strength bolt
An imaginary line along which rivets are placed, is known as
Rivet line
Back line
Gauge line
All the above
Lacing bars in a steel column should be designed to resist
Bending moment due to 2.5% of the column load
Shear force due to 2.5% of the column load
2.5% of the column load
Both (A) and (B)
A fillet weld whose axis is parallel to the direction of the applied load, is known as
Diagonal filler weld
End fillet weld
Side fillet weld
All the above