The shape factor of an isosceles triangle for bending about the axis parallel to the base is:
1.5
1.7
2.0
2.34
Correct Answer :
D. 2.34
Related Questions
The mechanism method of plastic analysis satisfies
Equilibrium and mechanism conditions
Equilibrium and plastic moment conditions
Mechanism and plastic moment conditions
Equilibrium condition only
Other conditions being same, the load factor in indeterminate structures is
Equal to load factor in determinate structures
More than the load factor in determinate structures
Less than the load factor in determinate structures
Unpredictable
The forces acting on the web splice of a plate girder are
Axial forces
Shear and axial forces
Shear and bending forces
Axial and bending forces
If the moment of inertia of a section about its axis is I and its effective sectional area is A, its radius of gyration r about the axis, is
r = I/A
r = √(I/A)
r = (I/A)
r = √(A/I)
Gantry girders are designed to resist
Lateral loads
Longitudinal loads and vertical loads
Lateral, longitudinal and vertical loads
Lateral and longitudinal loads
If W and L are the total superimposed load and the span of a plate girder in metres, the approximate self weight (W) of the girder, is taken as
M = WL/100
M = WL/200
M = WL/300
M = WL/400
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
The capacity of the smallest pressed steel tank is
1000 litre
1650 litre
1950 litre
2450 litre
As per IS : 875, for the purposes of specifying basic wind velocity, the country has been divided into
4 zones
5 zones
6 zones
7 zones
The diameter of base of conical flare of a steel stack is
Less than d
Equal to d
More than d
Any of the above Where d is the diameter of the cylindrical part
When the upper column does not provide full bearing area over lower column, the column splice is provided with the following assumption
Bearing plate is assumed as a short beam to transmit the axial load to the lower column section
Axial load is assumed to be taken by flanges
Load transmitted from the flanges of upper column and reactions from the flanges of lower columns are equal and form a couple
All the above
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
The allowable tensile stress in structural mild steel plates for steel tank is assumed as
95.0 MPa on net area
105.5 MPa on net area
105.5 MPa on gross area
150.0 MPa on gross area
A butt weld is specified by
Effective throat thickness
Plate thickness
Size of weld
Penetration thickness
If fbt and fc are the co-existent bending tensile stress and shear stress in a member, the equivalent stress fc is
√(fbt² + fc²)
√(fbt² + ½fc²)
√(fbt² + 3fc²)
√(fbt² - 3fc²)
If the loaded length of span in meters of a railway steel bridge carrying a single track is 6 m, then impact factor is taken as
0
0.5
Between 0.5 and 1.0
1.0
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
Bulb angles are used in
Column building
Bridge building
Ship building
Water tank building
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
Normally, the angle of roof truss with asbestos sheets should not be less than
26 ½°
30°
35°
40°
The actual thickness of butt weld as compared to the thickness of plate is usually
More
Less
Equal
None of the above
In a grillage footing, the maximum shear force occurs at the
Edge of grillage beam
Centre of base plate
Centre of grillage beam
Centre of base plate
The maximum axial load which is just sufficient to keep a column in a small deflected shape, is called
Crippling load
Buckling load
Critical load
All the above
According to IS: 800, in the Merchant Rankine formula the value of imperfection index (n) is
1.0
1.4
1.8
2.0
If f is the maximum allowable bending stress in a tension member whose radius of gyration is r and depth is 2y, the required cross sectional area A is given by
A = My/fr²
A = My²/fr²
A = My/fr
A = My/f²r²
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)
The slenderness ratio of lacing bars should not exceed
100
120
145
180
When the ratio of the moment M to axial load P is greater than L/6, the resultant of the compressive bearing pressure which acts at a distance Y from one side, is given by
y = (L/3) - (M/P)
y = (L/2) - (P/M)
y = (L/2) + (M/P)
y = (L/3) + (M/P)
Secant formula for direct stress in compression, is applicable only for slenderness ratio upto
120
130
140
150
According to I.S. : 800 - 1871, lacing bars resist transverse shear equal to
1.0% of the axial load
2.0% of the axial load
2.5% of the axial load
3.0% of the axial load