The method of design of steel framework for greatest rigidity and economy in weight, is known as
Simply design
Semi-rigid design
Fully rigid design
None of these
Correct Answer :
C. Fully rigid design
Related Questions
On steel structures the dead load is the weight of
Steel work
Material fastened to steel work
Material supported permanently
All the above
To minimize the total cost of a roof truss, the ratio of the cost of truss to the cost of purlins shall be
1
2
3
4
An axial loaded column is supported on a slab base whose projection is 8 cm. If the intensity of pressure from concrete is 40 kg/cm2 and allowable bending stress in slab base is 1890 kg/cm2, the thickness (t) of the slab base, is
t = √(21/64)
t = √(64/21)
t = 21/64
t = 64/21
A second horizontal stiffener is always placed at the neutral axis of the girder if the thickness of the web is less than
d/250 for structural steel
d/225 for high tensile steel
Both (c) and (b)
Neither (a) nor (b)
In moment resistant connections, the moment resistance of riveted connection depends upon
Shear in rivets
Compression in rivets
Tension in rivets
Strength of rivets in bearing
In plastic analysis, the shape factor for circular sections, is
1.5
1.6
1.697
None of these
Design of a riveted joint is based on the assumption:
Bending stress in rivets is accounted for
Riveted hole is assumed to be completely filled by the rivet
Stress in the plate in not uniform
Friction between plates is taken into account
According to IS: 800, in the Merchant Rankine formula the value of imperfection index (n) is
1.0
1.4
1.8
2.0
In a gusseted base, when the end of the column is machined for complete bearing on the base plate, then the axial load is assumed to be transferred to base plate
Fully by direct bearing
Fully through fastenings
50% by direct bearing and 50% through fastenings
75% by direct bearing and 25% through fastenings
Poisson's ratio for steel within elastic limit, ranges from
0.15 to 0.20
0.25 to 0.24
0.25 to 0.33
0.33 to 0.35
When a tension member is made of four angles with a plate as a web, the allowance for holes is made as
Two holes for each angle and one hole for the web
One hole for each angle and one hole for the web
One hole for each angle and two holes for the web
Two holes for each angle and two holes for the web
The least permissible clear dimension of the web of thickness t in the panel of a plate girder, is restricted to
150 t
160 t
170 t
180 t
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
If d is the distance between the flange angles of a plate girder, vertical stiffeners are provided at a distance not greater than
d but not less than 0.20 d
1.25 d but not less than 0.33 d
1.5 d but not less than 0.33 d
2.0 d but not less than 0.50 d
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
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
In factory buildings, the horizontal beams spanning between the wall columns supporting a wall covering, are called
Stringers
Trimmers
Girts
Lintels
Working shear stress on the gross area of a rivet as recommended by Indian Standards, is
785 kg/cm2
1025 kg/cm2
2360 kg/cm2
None of these
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
When a large value of radius of gyration is not required
Channels are placed back to back
Channel flanges are kept inward
Channel flanges are kept outward
None of these
The ratio of hydrostatic stress to the volumetric strain within the elastic range, is called
Modulus of elasticity
Shear modulus of elasticity
Bulk modulus of elasticity
All the above
If the unsupported length of a stanchion is 4 metres and least radius of gyration of its cross-section is 5, the slenderness ratio of the stanchion, is
60
70
80
100
For double angles carrying tension, placed back to back and connected to either side of the gusset plate, the sectional area of the section, is equal to cross sectional area of
The section
The section plus area of rivet holes
The section minus area of rivet holes
The section multiplied by the area of the rivet hole
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
To keep the intensity of bearing pressure between the column base and concrete, compressive throughout the length of the column base, the ratio of the moment M to axial load P should be
< L/3
< L/6
> L/3
> L/6
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
The average shear stress for rolled steel beam section, is
845 kg/cm2
945 kg/cm2
1025 kg/cm2
1500 kg/cm2
To keep the intensity of bearing pressure between the column base and concrete compressive and to vary from zero to 2P/BL, the ratio of the moment M to the axial load P should be
L/2
L/3
L/4
L/6
The slenderness ratio of a column supported throughout its length by a masonry wall is
Zero
10
100
Infinity
If the pitch is 6 cm and rivet value is 4 tonnes, the number of rivets required for a riveted connection carrying an eccentric load of 15 tonnes at a distance of 30 cm from the centre line, is
6
8
10
15