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
Correct Answer :
B. More than the load factor in determinate structures
Related Questions
An imaginary line along which rivets are placed, is known as
Rivet line
Back line
Gauge line
All the above
The effective length of a compression member of length L held in position at both ends but not restrained in direction, is
L
0.67 L
0.85 L
1.5 L
A simply supported beam carrying a central load, will be safe in deflection if the ratio of its span to depth, is
< 19
< 24
> 19
> 24
The slenderness ratio of a column supported throughout its length by a masonry wall is
Zero
10
100
Infinity
The basic wind speed is specified at a height 'h' above mean ground level in an open terrain. The value of 'h' is
10 m
20 m
25 m
50 m
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
If N is the number of rivets in the joint, the strength of a riveted joint against shearing of rivets, is given by
Ps = N × (π/4) d2 × Ps
Ps = N × (d × t × ps)
Ps = N × (p - d) × t × Ps
Ps = N × (P + d) × t × ps
Pick up the incorrect statement from the following:
The nominal diameter of a rivet is its diameter before driving
The gross diameter of a rivet is the diameter of rivet hole
The gross area of a rivet is the cross-sectional area of the rivet hole
The diameter of a rivet hole is equal to the nominal diameter of the rivet plus 1.5 mm
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
A web plate is called unstiffened if the ratio of clear depth to thickness is less than
35
50
65
85
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 greatest permissible clear dimension of the web of thickness t in the panel of a plate girder, is restricted to
180 t
220 t
230 t
270 t
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
According to IS : 800 - 71, the minimum thickness of a vertically stiffened web plate, shall not be less than
d/85
d/200
d/225
d/250
In case horizontal stiffeners are not used, the distance between vertical legs of flange angles at the top and bottom of a plate girder, is known as
Overall depth
Clear depth
Effective depth
None of these
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)
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
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
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
The permissible stress in bending for rolled steel I-beams and channels, is
1500 kg/cm2
1575 kg/cm2
945 kg/cm2
1650 kg/cm2
In case of plastic design, the calculated maximum shear capacity of a beam as per IS: 800 shall be
0.55 Aw.fy
0.65 Aw.fy
0.75 Aw.fy
0.85 Aw.fy Where, Aw = effective cross-sectional area resisting shear fy = yield stress of the steel
For a rectangular section, the ratio of the maximum and average shear stresses, is
1.5
2.0
2.5
3.5
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
The maximum tensile and compressive bending stress in extreme fibres of rolled I-sections and channels on the effective section, is
1500 kg/cm2
1420 kg/cm2
1650 kg/cm2
2285 kg/cm2
The critical load for a column of length I hinged at both ends and having flexural rigidity El, is given by
Pc = π²EI/l²
Pc = πEI/l²
Pc = πEI/I²
None of these
The stress in the wall of a thin cylinder subjected to internal pressure, is
Hoop compression
Shear
Torsional shear
Hoop tension
In a built up beam actual bending compressive stress fbc is given by (when y1 is the distance of the edge of the beam from the neutral axis).
fbc = (M/Ixx) × y₁
fbc = (Ixx/M) × y₁
fbc = (Ixx/M) + y₁
fbc = (M/Ixx) + y₁
Allowable working stress corresponding to the slenderness ratio of double angles placed back to back and connected to one side of a gusset plate, is reduced to
50 %
60 %
70 %
80 %
If R is the reaction on the bearing plate, the minimum moment of. inertia of the bearing stiffener provided at the support of a plate girder of overall depth D, the maximum thickness of the compression flange T, carrying total load W, is
(D²/250) × (R/W)
(D3T/250) × (R/W)
(DT/250) × (R/W)
(DT/250) × (W/R)
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