Assistant Soil Conservation Engineer • Paper-I
The moment of inertia of rectangular section having a 3 cm width (b) and 4 cm depth (d) about an axis passing through C.G and parallel to width (b) is
A)
8 cm4
B)
16 cm4
C)
32 cm4
D)
64 cm4
I=bd³/12=3×4³/12=16 cm⁴.
Assistant Soil Conservation Engineer • Paper-I
The maximum strain in the tension reinforcement in the section of flexural member shall not be less than (Where fy is the characteristic strength of steel and Es is the modulus of elasticity)
A)
fy/Es + 0.002
B)
fy/Es + 0.002 / 1.15
C)
1.15 fy/Es + 0.002
D)
2.15 fy/Es + 0.002
The minimum strain in tension steel is fy/Es+0.002.
Assistant Soil Conservation Engineer • Paper-I
The most critical consideration in the design of rolled steel columns carrying axial loads is the
A)
percent elongation at yield and the net cross-sectional areas
B)
critical bending strength and axial yield strength of the material
C)
buckling strength based on the net area of the section and percent elongation at ultimate load
D)
compressive strength based on the slenderness ratio and cross-sectional area of the member
For rolled steel columns, compressive/buckling strength as governed by slenderness and gross area is the critical design consideration.
Assistant Soil Conservation Engineer • Paper-I
Castigliano’s first theorem is applicable when
A)
For statically determinate structures only
B)
When the system behave elasticity
C)
Only when principal of superposition is valid
D)
None of the above
Castigliano’s first theorem requires an elastic/linear system under the usual superposition conditions.
Assistant Soil Conservation Engineer • Paper-I
Which of the following is displacement method?
A)
Kani’s method
B)
Column analogy method
C)
Flexibility method
D)
Energy method
Kani’s method is a displacement method.
Assistant Soil Conservation Engineer • Paper-I
A mild steel specimen is under uni-axial tensile stress. Young’s modulus and yield stress for mild steel are 2x105 MPa and 250 MPa, respectively. The maximum amount of strain energy per unit volume that can be stored in this specimen without permanent set is
A)
156 N/mm3
B)
15.6 N/mm3
C)
1.56 N/mm3
D)
0.156 N/mm3
Yield strain energy per unit volume is σ²/(2E)=0.156 N/mm².
Assistant Soil Conservation Engineer • Paper-I
An ISMB 500 is used as a beam in multi-storey construction. From the view point of structural design, it can be considered ‘laterally restrained’ when
A)
Tension is laterally restrained
B)
Compression flange is laterally restrained
C)
The web is adequately stiffened
D)
The conditions in (a) and (c) are met
Lateral restraint of the compression flange prevents lateral-torsional buckling; hence B.
Assistant Soil Conservation Engineer • Paper-I
Spacing of stirrup in rectangular beam is
A)
Kept constant throughout the length
B)
Decreased towards the centre of the beam
C)
Increased at the ends
D)
Increased at the centre of the beam
Stirrups are spaced more closely near supports and more widely toward the centre; hence centre spacing is increased.
Assistant Soil Conservation Engineer • Paper-I
The initial setting time of concrete for OPC cement as per IS specification should not be less than
A)
10 minutes
B)
30 minutes
C)
60 minutes
D)
600 minutes
OPC concrete’s initial setting time should not be less than 30 minutes.
Assistant Soil Conservation Engineer • Paper-I
Moment of inertia of a circular section about an axis perpendicular to the section is
A)
πd3/32
B)
πd4/32
C)
πd3/64
D)
πd2/12
The polar moment of inertia of a circle is πd⁴/32.
Assistant Soil Conservation Engineer • Paper-I
A couple produces
A)
Translatory motion
B)
Rotational
C)
Combined translator and rotational
D)
Hogging
A couple produces pure rotation.
Assistant Soil Conservation Engineer • Paper-I
The law which states, “within elastic limits strain produced is proportional to the stress producing it” is known as
A)
Bernoulli’s law
B)
Stress law
C)
Law of equilibrium
D)
Hooke’s law
The law is Hooke’s law.
Assistant Soil Conservation Engineer • Paper-I
The carryover factor in a prismatic member whose far end is fixed is
A)
0
B)
½
C)
¾
D)
1
Carry-over factor for a prismatic member with far end fixed is 1/2.
Assistant Soil Conservation Engineer • Paper-I
A simply supported beam of length L carries a load varying uniformly from zero at left end to maximum at right end. The maximum bending moment occurs at a distance of
A)
1/√3 from left end
B)
1/3 from left end
C)
1/√3 from right end
D)
1/3 from right end
For the triangular load increasing to the right, the zero-shear point is x=L/√3 from the left.
Assistant Soil Conservation Engineer • Paper-I
If the sinking of a support of a fixed beam causes the beam to rotate in the clockwise direction, then the moments induced at both ends of the beam will be
A)
Anticlockwise direction and of equal magnitude
B)
Clockwise direction and of equal magnitude
C)
Opposite directions and of equal magnitude
D)
Opposite directions and of different magnitude
A support settlement in a fixed beam induces equal end moments in opposite senses.
Assistant Soil Conservation Engineer • Paper-I
The pile which supports the load partly by friction and partly by resting on hard stratum, is called
A)
Friction pile
B)
Bearing pile
C)
Load bearing pile
D)
Friction bearing pile
A pile carrying part of the load by skin friction and part by end bearing is a friction-bearing pile.
Assistant Soil Conservation Engineer • Paper-I
The heaviest I-section for same depth is
A)
ISMB
B)
ISLB
C)
ISHB
D)
ISWB
Among equal-depth Indian Standard I-sections, ISHB is the heaviest.
Assistant Soil Conservation Engineer • Paper-I
In an experiment it is found that the bulk modulus of a material is equal to its shear modulus. The Poisson’ ratio is
A)
0.124
B)
0.250
C)
0.375
D)
0.500
Setting K=G gives ν=0.125.
Assistant Soil Conservation Engineer • Paper-I
The modular ratio m in terms of permissible compressive stress due to bending in concrete σcbc (N/mm2) is given by
A)
280 / σcbc
B)
2800 / σcbc
C)
3 * 280 / σcbc
D)
3 * 2800 / σcbc
The working-stress modular-ratio relation here is m=280/σcbc.
Assistant Soil Conservation Engineer • Paper-I
If a number of forces are acting at a point, their resultant will be inclined at an angle θ with the horizontal, such that
A)
tanθ = ΣH/ΣV
B)
tanθ = ΣH x ΣV
C)
tanθ = ΣV/ΣH
D)
tanθ = ΣH/ΣV
tanθ = ΣV/ΣH for the resultant force angle measured from the horizontal.
