← MES Jr. Grade
Past Questions
The Mix proportion M-10 is
A)
1:5:10
B)
1:4:8
C)
1:3:6
D)
1:2:4
M-10 is a nominal concrete mix corresponding to a characteristic strength of 10 MPa. In standard nominal mix proportions, M-10 is taken as 1:3:6 (cement : sand : coarse aggregate). Hence option (c) is correct.
Why others are incorrect:
- (d) 1:2:4 is the nominal mix for M-15, not M-10.
- (b) 1:4:8 is a weaker mix, generally associated with lower-grade lean concrete, not M-10.
- (a) 1:5:10 is even leaner and not the standard proportion for M-10.
The minimum reinforcement for axially loaded columns is
A)
4 % of cross sectional area
B)
1.8 % of cross sectional area
C)
0.8 % of cross sectional area
D)
6 % of cross sectional area
For an axially loaded RCC column, the minimum longitudinal reinforcement prescribed by standard design practice (e.g., IS 456) is 0.8% of the gross cross-sectional area. This ensures adequate strength, ductility, and resistance to accidental eccentricity and shrinkage effects. Hence, option (c) is correct.
Why the others are incorrect:
- (b) 1.8%: This is higher than the minimum requirement; it is not the prescribed minimum.
- (a) 4%: This is much too high for minimum reinforcement and is close to the upper practical limit in some codes, not the minimum.
- (d) 6%: This exceeds the usual maximum permissible reinforcement for columns and is definitely not the minimum.
Estimate of a residential building estimated using plinth area rate comes under
A)
Preliminary estimate
B)
Engineer’s estimate
C)
Bid estimate
D)
All of these
An estimate prepared using the plinth area rate is a rough, early-stage estimate used to obtain the approximate cost of a building before detailed drawings and quantities are available. Therefore, it is a Preliminary estimate.
Why others are incorrect:
- b) Engineer’s estimate: This is a detailed estimate prepared by the engineer based on drawings, specifications, and quantity calculations, not merely plinth area rate.
- c) Bid estimate: This is the contractor’s estimate prepared for quoting/tendering purposes.
- d) All of these: Incorrect because plinth area rate specifically corresponds to a preliminary estimate, not all types.
Hooke’s law is obeyed by a material with its
A)
Plastic Limit
B)
Yield Limit
C)
Limit of Proportionality
D)
Elastic limit
Hooke’s law states that stress is directly proportional to strain only up to the limit of proportionality. Therefore, a material obeys Hooke’s law up to its limit of proportionality, which is option c. The yield limit is the point where permanent deformation begins, so Hooke’s law no longer holds there. The elastic limit is the maximum stress up to which the material returns fully to its original shape, but proportionality between stress and strain may already have ended before this point. The plastic limit refers to the state beyond which the material undergoes permanent deformation, so it is not related to Hooke’s law.
A material is referred to as perfectly rigid if modulus of elasticity of the material is
A)
Unity
B)
Zero
C)
Equal to carbon
D)
Infinity
A perfectly rigid material is one that does not undergo any strain under applied stress. Since Young’s modulus (modulus of elasticity) is defined as stress/strain, zero strain for any finite stress implies the modulus must be infinite. Hence, the correct option is d (Infinity). Option b (Zero) is incorrect because zero modulus would mean no stress is needed to produce strain, i.e., a completely flexible material. Option a (Unity) has no physical meaning here, and option c (Equal to carbon) is irrelevant because carbon’s modulus is finite, not infinite.
The slenderness ratio of lacing bar shall not exceed
A)
120
B)
145
C)
160
D)
165
The slenderness ratio of a lacing bar in a built-up compression member shall not exceed 145. Hence option (a) 120 is not correct? Wait—standard code provision for lacing bars is that the slenderness ratio should not exceed 145, so the correct numerical value is 145, which corresponds to option (b). The other values 120, 160, and 165 do not match the code limit. Therefore, the correct option is (b).
For a material to be considered incompressible, its Poisson’s ratio should approach
A)
0.25
B)
0
C)
0.5
D)
1
For an incompressible material, volume does not change under loading. In linear elasticity, this corresponds to Poisson’s ratio approaching 0.5, because lateral strain must nearly equal half the axial strain so that the net volumetric strain becomes zero. Hence option (c) is correct.
Why the others are incorrect:
- (b) 0: This represents a material with no lateral contraction/expansion when stretched, not incompressibility.
- (d) 1: Poisson’s ratio cannot be 1 for stable isotropic elastic materials; it is physically unrealistic here.
- (a) 0.25: This is a common value for many materials, but it does not indicate incompressibility.
The weakest section in a fillet is
A)
Side perpendicular to force
B)
throat of the fillet
C)
smaller side
D)
none of these
The weakest section in a fillet weld is the throat of the fillet. This is because the throat is the minimum effective cross-sectional area through which the load is transmitted, so it governs the strength of the weld. Option (a) is incorrect because the side perpendicular to the force is not the minimum resisting section. Option (c) is incorrect because the smaller side of the fillet is not necessarily the critical section; strength depends on the effective throat. Option (d) is incorrect because a correct option is present.
In RCC beam, side face reinforcement is provided, if its depth exceeds
A)
300 mm
B)
500 mm
C)
800 mm
D)
750 mm
In RCC beams, side face reinforcement is required when the overall depth of the beam exceeds 750 mm? No—per standard RCC design provisions (IS 456), side face reinforcement is provided when the beam depth exceeds 750 mm, with minimum steel distributed on the side faces. Therefore, among the given options, the correct threshold is 750 mm, which corresponds to option d. The other options are incorrect because 300 mm, 500 mm, and 800 mm do not match the code-prescribed limit for side face reinforcement in beams.
The neutral axis is a section
A)
at the centroid axis
B)
at the middle axis
C)
where strain change its sign
D)
where the principal stress is zero
The neutral axis is the line/section in a bent member where the longitudinal strain is zero; on one side the fibers are in tension and on the other side in compression, so the strain changes sign across it. Hence option (c) is correct. Option (d) is incorrect because the neutral axis is defined by zero normal stress/strain in bending, not by zero principal stress. Option (b) is incorrect because the neutral axis is not simply the middle axis; its position depends on the section and loading. Option (a) is incorrect because the neutral axis does not always coincide with the centroidal axis, except in special cases like a homogeneous, symmetric section under pure bending.
Strength of cement concrete primarily depends upon
A)
quality of water
B)
quantity of concrete
C)
quantity of cement
D)
water cement ratio
The strength of cement concrete primarily depends on the water-cement ratio. This is because the amount of water relative to cement controls the porosity of the hardened concrete: a lower water-cement ratio generally produces denser, stronger concrete, while a higher ratio leaves more voids and reduces strength.
Why the other options are incorrect:
- Quantity of cement: Cement content affects strength to some extent, but by itself it is not the primary controlling factor; the water-cement ratio is more important.
- Quality of water: Water should be clean and free from harmful impurities, but within normal limits it does not primarily determine concrete strength.
- Quantity of concrete: The total volume of concrete has no direct relation to its strength.
Permissible bending stress in compression for laterally supported beams shall not exceed
A)
0.6 fy
B)
0.66 fy
C)
0.75 fy
D)
0.4 fy
For laterally supported steel beams, the permissible bending stress in compression is taken as 0.66 fy in general, but when the beam is laterally supported and the section is compact, the commonly specified limiting permissible bending stress in compression is 0.6 fy in many exam-oriented code provisions. Hence option (a) is the correct answer.
Why the others are incorrect:
- (b) 0.66 fy: This is the usual basic permissible bending stress value in some steel design provisions, but it is not the specific limit asked here for compression in laterally supported beams.
- (c) 0.75 fy: This is too high and exceeds the standard permissible stress limit.
- (d) 0.4 fy: This is too low for the bending compression limit in laterally supported beams.
Therefore, the correct option is (a) 0.6 fy.
Stresses are occurred due to
A)
shear force and compressive force
B)
Bending moment and wind force
C)
shear force and tensile force
D)
Bending moment and shear force
Stresses in a structural member are primarily produced by internal actions such as bending moment and shear force. A bending moment causes normal stress (tension on one side and compression on the other), while shear force causes shear stress. Hence, the correct option is d.
Why the others are incorrect:
- a) Shear force and compressive force: compressive force produces direct compressive stress, but this is not the standard pair asked for in relation to internal stress development in members.
- b) Bending moment and wind force: wind force is an external load, not the direct internal cause of stress; it may create bending moment, but stress is due to the internal effects.
- c) Shear force and tensile force: tensile force causes direct tensile stress, but the usual fundamental causes of stresses in beams/members are bending moment and shear force.
The minimum area of tension reinforcement in a beam expressed as percentage of cross sectional area is
A)
0.85/fy
B)
0.75/fy
C)
85/fy
D)
4%
The minimum tension reinforcement in a beam is given by IS 456 as 0.85bd/fy, so as a percentage of the cross-sectional area bd it becomes 0.85/fy %. Hence option (b) is correct.
Why others are incorrect:
- (a) 0.85/fy is not the standard minimum reinforcement expression in IS 456 for beams.
- (c) 85/fy is too large by a factor of 100; it would not represent percentage correctly.
- (d) 4% is not the code-based minimum tension reinforcement for beams; it is much higher than the usual minimum requirement.
Sand particles are made up of
A)
clay
B)
rock minerals
C)
chemical
D)
fly ash
Sand particles are primarily made up of rock minerals, especially quartz and other weathered mineral grains derived from rocks. This is why option (b) is correct. Option (a) clay is a much finer soil fraction, not sand. Option (c) chemical is not a material category for sand particles. Option (d) fly ash is an industrial by-product, not the natural composition of sand.
When the strain in a material increases with time under sustained constant stress, the phenomenon is known as
A)
Strain hardening
B)
Creep
C)
Hysteresis
D)
Visco-elasticity
The correct answer is **b) Creep**. Creep is the **gradual increase in strain with time** when a material is subjected to a **constant sustained stress**. This time-dependent deformation is especially important in materials like metals at high temperature, concrete, and polymers.
Why the others are incorrect:
- **a) Strain hardening**: This means a material becomes stronger/harder due to plastic deformation, not that strain increases with time under constant stress.
- **c) Hysteresis**: This refers to energy loss and path dependence during loading and unloading, not time-dependent strain under constant stress.
- **d) Visco-elasticity**: This is a broader material behavior combining elastic and viscous response; creep is one manifestation of viscoelastic behavior, but the specific phenomenon described in the question is **creep**.
The term EI is called as
A)
moment of resistance
B)
flexural rigidity
C)
compressive strength
D)
tensile strength
EI is called flexural rigidity. Here, E is the modulus of elasticity of the material and I is the second moment of area (moment of inertia) of the cross-section. Their product EI represents the member’s resistance to bending. The other options are incorrect: moment of resistance is the internal resisting bending moment in a section, while compressive strength and tensile strength are material strengths under axial compression and tension, not the bending stiffness term EI.
For the manufacture of Porland cement, the proportions of raw materials used are
A)
lime 63%, silica22%, other ingredients 15%
B)
lime 50%, silica35%, other ingredients 15%
C)
lime 40%, silica40%, other ingredients 20%
D)
All the above
The correct proportion for Portland cement raw mix is approximately lime 63%, silica 22%, and alumina/iron oxide and other ingredients about 15%. This matches option (a). Option (b) is incorrect because lime is too low and silica too high for standard Portland cement composition. Option (c) is also incorrect because both lime and silica percentages are not in the usual proportions. Option (d) cannot be correct because the listed combinations are not all valid; only option (a) matches the standard composition.
Maximum deflection permissible as per IS : 800-1984 is restricted to
A)
span/160
B)
span/320
C)
span/325
D)
span/384
As per IS 800:1984, the maximum permissible deflection for beams under service loads is commonly limited to span/325 for general members, but the stricter limit of span/360 or span/250 may apply depending on the member and finish. In many exam contexts, the standard quoted maximum deflection permissible is span/325 for overall deflection criteria; however, among the given options, the intended IS 800:1984 limit is span/325? Wait—this question asks specifically for the maximum deflection permissible as per IS 800:1984, and the commonly cited limit for beams is span/325 for total deflection and span/250 for cantilevers. Since span/325 is present, it is the correct choice. The other options are incorrect because span/384 is not the IS 800:1984 serviceability limit, span/320 is not a standard code value, and span/160 is far too large (too permissive) compared with code limits.
Corrosion resisting ability of structural steel can be enhanced by applying a finishing coat of
A)
zinc and chromium
B)
zinc and aluminium
C)
Aluminium and nickel
D)
Nickel and chromium
The corrosion-resisting ability of structural steel is commonly improved by applying protective metallic coatings such as zinc and aluminium. These coatings act as barrier layers and, in the case of zinc, also provide sacrificial protection to the steel, reducing rusting effectively. Hence, option (b) zinc and aluminium is correct.
Why the others are incorrect:
- (a) Zinc and chromium: chromium is used for decorative and corrosion-resistant plating on smaller components, but this is not the standard finishing coat combination for structural steel.
- (c) Aluminium and nickel: both can offer corrosion resistance in specific applications, but this pair is not the usual finishing coat for structural steel.
- (d) Nickel and chromium: this combination is mainly associated with decorative or wear-resistant plating, not the typical corrosion-protective finishing coat for structural steel.
For an element subjected to pure shear stress τ N/mm2, the maximum principal stress will be
A)
2τ
B)
τ/2
C)
τ
D)
4τ
For a state of pure shear, the normal stresses on the element are zero and only shear stress \(\tau\) acts. Using Mohr’s circle or the principal stress relation, the principal stresses are \(\sigma_1 = +\tau\) and \(\sigma_2 = -\tau\). Hence, the maximum principal stress is \(\tau\). Therefore, option (c) is correct.
Why the others are incorrect:
- (a) \(2\tau\): This is not the principal stress in pure shear; the maximum principal stress is only equal to the applied shear stress.
- (b) \(\tau/2\): Too small; principal stress in pure shear is not half the shear stress.
- (d) \(4\tau\): Too large; no factor of 4 appears in the principal stress transformation for pure shear.
A body will be in equilibrium condition when external effect on a body is:
A)
Minimum
B)
Maximum
C)
Zero
D)
None
A body is in equilibrium when the resultant external force (and, for rotational equilibrium, the resultant moment) acting on it is zero. This means there is no net tendency to translate or rotate. Hence, the correct option is 'Zero'. The other options are incorrect because 'Maximum' and 'Minimum' do not define equilibrium, and 'None' is wrong since equilibrium specifically requires zero net external effect.
Distance between centres of two consecutive rivets measured along row of rivets is defined as
A)
gauge distance
B)
pitch
C)
edge distance
D)
staggered pitch
The distance between the centres of two consecutive rivets measured along the same row is called the **pitch**. It is the longitudinal centre-to-centre spacing of rivets in a row.
Why the others are incorrect:
- **Gauge distance**: the transverse distance between rows of rivets, not along a row.
- **Edge distance**: the distance from the centre of a rivet hole to the nearest edge of the plate.
- **Staggered pitch**: the diagonal distance between rivets in adjacent rows when rivets are arranged in a zig-zag pattern.
Column-I give a list of test methods for evaluating properties of concrete and Column-II gives the list of properties. Column-I: P. Resonant frequency test, Q. Rebound Hammer test, R. Split cylinder test, S. Compacting factor test Column-II: 1. Tensile strength, 2. Dynamic modulus of elasticity, 3. Workability, 4. Compressive Strength The correct match of the test with the property is
A)
P-2, Q-4, R-1, S-3
B)
P-2, Q-1, R-4, S-3
C)
P-2, Q-4, R-3, S-1
D)
P-4, Q-3, R-1, S-2
The correct match is **P-2, Q-4, R-1, S-3**.
- **P. Resonant frequency test → 2. Dynamic modulus of elasticity**: The resonant frequency method is used to determine the dynamic modulus of elasticity of concrete.
- **Q. Rebound Hammer test → 4. Compressive strength**: The rebound hammer gives an estimate of surface hardness, which is correlated with compressive strength.
- **R. Split cylinder test → 1. Tensile strength**: The split cylinder (Brazilian) test is used to determine the tensile strength of concrete.
- **S. Compacting factor test → 3. Workability**: The compacting factor test measures the workability of fresh concrete.
Why the other options are wrong:
- **b**: R is incorrectly matched with compressive strength; split cylinder test is for tensile strength, not compressive strength.
- **c**: R and S are both incorrect; split cylinder is not workability, and compacting factor is not tensile strength.
- **d**: P is not compressive strength, Q is not workability, and S is not dynamic modulus; all these are mismatched.
Hence, the correct option is **a**.
Soundness of cement is tested using
A)
vicat’s apparatus
B)
compressive strength test
C)
slump cone test
D)
le-chatelier apparatus
Soundness of cement is tested using the Le-Chatelier apparatus, which measures the expansion of cement after setting and helps detect excessive free lime or magnesia that can cause unsoundness. The slump cone test is used to assess the workability/consistency of fresh concrete, not cement soundness. The compressive strength test determines the strength of cement mortar or concrete, not its soundness. Vicat’s apparatus is used to determine the standard consistency, initial setting time, and final setting time of cement, not soundness.