If a pair of angles placed back to back in tension are connected by one leg of each angle, the net effective area of the section, is
a - [b/{1 + 0.35 (b/a)}]
a + [b/{1 + 0.35 (b/a)}]
a - [b/{1 + 0.2 (b/a)}]
a + [b/{1 + 0.2 (b/a)}]
Correct Answer :
D. a + [b/{1 + 0.2 (b/a)}]
Related Questions
The strength of ISA 125 = 75 × 10 mm used as a tie member with its longer leg connected at the ends by 27 mm diameter rivets, is
26,000 kg
26,025 kg
26,050 kg
26,075 kg
The best arrangement to provide unified behaviour in built up steel columns is by
Lacing
Battening
Tie plates
Perforated cover plates
Rolled steel angle sections are classified as
Equal angles
Unequal angles
Bulb angles
All the above
The bracing between two columns of a steel tank will be designed to resist
Horizontal shear due to wind or earthquake only
Horizontal, shear due to wind or earthquake + 2.5% of column loads
Column loads + 2.5% of horizontal shear due to wind or earthquake
Column loads + full horizontal shear due to wind or earthquake
The mechanism method and the statical method give
Lower and upper bounds respectively on the strength of structure
Upper and lower bounds respectively on the strength of structure
Lower bound on the strength of structure
Upper bound on the strength of structure
The diameter of a bolt hole is taken as the nominal diameter of the bolt plus
1.0 mm
1.2 mm
1.4 mm
1.6 mm
In a fillet weld placed on the sides of the base, the metal experiences
Shear
Tension
Compression
All the above
The distance measured along one rivet line from the centre of a rivet to the centre of adjoining rivet on an adjacent parallel rivet line, is called
Pitch of rivet
Gauge distance of rivet
Staggered pitch
All the above
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
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
On eccentrically loaded columns, the equivalent axial load may be obtained by
Adding the axial load, eccentric load, the product of the bending moment due to eccentric load and the appropriate bending factor
Adding the axial load and eccentric load and subtracting the product of bending moment and appropriate bending factor
Dividing the sum of axial load and eccentric load by the product of the bending moment and appropriate bending factor
None of these
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 effective length of a battened column is increased by
5 %
10 %
15 %
20 %
The beams supporting the steps of a stair are generally known as
Headers
Trimmers
Stringers
Spandrel beams
The actual thickness of butt weld as compared to the thickness of plate is usually
More
Less
Equal
None of 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
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
If d is the distance between the flange angles, the vertical stiffeners in plate girders without horizontal stiffeners, are spaced at a distance not less than
0.15 d
0.22 d
0.33 d
0.44 d
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
A 20 mm dia steel bar which is subjected to an axial tension of 2300 kg/cm2 produces a strain of 0.004 cm. If Young's modulus of steel is 2.1 × kg/cm2, the bar is
In the elastic range
In the plastic range
At yield point
None of these
As per ISI, rolled steel beam sections are classified into
Two series
Three series
Four series
Five series
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
Bolts are most suitable to carry
Shear
Bending
Axial tension
Shear and bending
The risk coefficient k, depends on
Mean probable design life of structures
Basic wind speed
Both (A) and (B)
None of the above
The minimum width B of a solid casing for a cased beam, is equal to
B = b + 25 mm
B = b + 50 mm
B = b + 75 mm
B = b + 100 mm
Effective sectional area of a compression member is:
Gross sectional area - area of rivet hole
Gross sectional area + area of rivet hole
Gross sectional area × area of rivet hole
Gross sectional area + area of rivet hole
The average shear stress for rolled steel beam section, is
845 kg/cm2
945 kg/cm2
1025 kg/cm2
1500 kg/cm2
A structural member subjected to compressive stress in a direction parallel to its longitudinal axis, is generally known as
Column
Stanchion
Post
All the above
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
In factory buildings, the horizontal beams spanning between the wall columns supporting a wall covering, are called
Stringers
Trimmers
Girts
Lintels