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Past Questions
The earth’s water circulatory system is known as
A)
Topographical cycle
B)
Meteorological cycle
C)
Geological cycle
D)
Hydrological cycle
The earth’s water circulatory system is called the hydrological cycle because it describes the continuous movement of water through evaporation, condensation, precipitation, runoff, infiltration, and storage in oceans, atmosphere, land, and groundwater. The other options are incorrect: geological cycle refers to rock-forming processes, meteorological cycle is not the standard term for water circulation, and topographical cycle relates to landform features rather than water movement.
The water used for concrete shall have PH value not less than
A)
5
B)
6
C)
7
D)
8
The water used for concrete should be reasonably free from acidity, since acidic water can adversely affect cement hydration and durability. As per standard concrete practice, the pH of mixing water shall not be less than 6. Hence option (b) 6 is correct.
Why the others are incorrect:
- (a) 5: Too acidic; below the minimum acceptable pH.
- (c) 7: Neutral water is acceptable, but the question asks the minimum permissible pH, which is 6.
- (d) 8: Also acceptable, but it is not the minimum required value.
After storage, the strength of cement
A)
Decreases
B)
Increases
C)
Remain same
D)
May increase or decrease
Cement loses strength on storage because it absorbs moisture and carbon dioxide from the air, causing partial hydration and carbonation. This leads to lump formation and a reduction in its binding quality, so the strength decreases after storage. Option (b) is incorrect because storage does not improve cement quality; option (c) is incorrect because cement is not perfectly stable in storage; option (d) is incorrect because the usual effect of storage is deterioration, not an increase in strength.
The following statement is not correct
A)
Cracks in RCC water tank caused due to expansion and contraction due to shrinkage can be avoided by proper use of movement joints
B)
Cracks in RCC water tank caused by differential expansion due to heat of hydration are not likely to occur in member less than 450 mm thick
C)
Crack in RCC water tank caused by settlement can be minimized or avoided by careful site selection and good foundation design
D)
The safety factor against cracking is more than the safety factor required for structural safety
Option **b** is not correct. Cracking due to **heat of hydration** is a thermal effect, and it is generally **more likely in thicker members**, not less. Members thicker than about 450 mm are more prone to temperature gradients and restraint stresses, so the statement that such cracks are not likely in members less than 450 mm thick is not the correct general rule.
Why the others are correct:
- **a**: Cracks due to shrinkage expansion/contraction can be reduced or avoided by providing **movement joints**; this is correct.
- **c**: Settlement cracks in RCC water tanks can be minimized by **proper site selection and sound foundation design**; this is correct.
- **d**: The **safety factor against cracking** is usually kept **higher** than the safety factor for structural strength because crack control is a serviceability requirement; this is correct.
Specific capacity of a well is
A)
Constant
B)
Increase as discharge increase
C)
Decrease as discharge increase
D)
None of these
Specific capacity of a well is defined as discharge per unit drawdown (Q/s). As pumping discharge increases, drawdown increases disproportionately due to well losses and aquifer behavior, so the specific capacity generally decreases with increasing discharge. Hence option (c) is correct. Option (a) is incorrect because specific capacity is not constant in practice; it varies with pumping rate and time. Option (b) is incorrect because specific capacity does not increase with discharge. Option (d) is incorrect because option (c) is the correct statement.
Minimum cover for footing shall be
A)
35 mm
B)
40 mm
C)
50 mm
D)
60 mm
The minimum clear cover for reinforcement in footing is generally taken as 50 mm to protect the steel from moisture, soil contact, and corrosion. Hence option (c) 50 mm is correct. The other options are incorrect because 35 mm and 40 mm are too small for footing exposure conditions, and 60 mm is more than the usual minimum specified value for standard footing cover.
If there is no recharge to or outflow from the ground water in basin, the water table would eventually
A)
Decrease
B)
Increase
C)
Horizontal
D)
None of these
If there is no recharge to or outflow from groundwater in a basin, the groundwater system reaches a steady state with no net change in storage. In such a condition, the water table would eventually become horizontal (or nearly so), because there is no driving gradient caused by inflow or outflow. Option (a) Decrease is incorrect because without outflow the water table will not keep falling. Option (b) Increase is incorrect because without recharge there is no continued rise in groundwater level. Option (d) None of these is incorrect because the correct behavior is a horizontal water table.
Gabion wall are generally provided to protect slope at the location
A)
At Firm ground
B)
At Loose ground
C)
At down hill side
D)
None of these
Gabion walls are flexible retaining/protection structures made of wire-mesh boxes filled with stones. They are commonly used on the downhill side of slopes, embankments, riverbanks, and hill roads to prevent erosion, sliding, and toe failure. Hence, the correct location is the down hill side.
Why the others are incorrect:
- At firm ground: firm ground generally does not need gabion protection for slope stability.
- At loose ground: loose ground may require stabilization, but the standard location described for gabion wall protection of slopes is the downhill side/toe area.
- None of these: incorrect because option c is valid.
The following is not the causes of slope movement
A)
Changes in the water content
B)
Lateral spreads
C)
Surcharge
D)
Changes due to weathering
Lateral spreads are generally classified as a type of slope movement (mass movement), not a cause of slope movement. They are the result of slope failure or ground deformation, especially in weak or liquefied layers. Hence, option (b) is the one that is not a cause.
Why the others are causes:
- (a) Changes in the water content: Increase in water content raises pore-water pressure and reduces shear strength, which can trigger slope movement.
- (c) Surcharge: Additional load on the slope increases driving forces and may destabilize the slope.
- (d) Changes due to weathering: Weathering weakens soil/rock, reduces cohesion and strength, and promotes slope failure.
In a Tri-axial compression test on a soil specimen, the intermediate principal stress is equal to
A)
Major principal stress
B)
Minor principal stress
C)
Difference between major and minor principal stress
D)
None of these
In a triaxial compression test, the specimen is subjected to three principal stresses: the major principal stress (σ1), the minor principal stress (σ3), and the intermediate principal stress (σ2). For the standard triaxial compression test, the loading is axisymmetric, so the two lateral principal stresses are equal: σ2 = σ3. Therefore, the intermediate principal stress is equal to the minor principal stress, not the major stress or the stress difference. Since option (b) states minor principal stress, it is the physically correct relation; however, because the question asks for the intermediate principal stress and the standard triaxial test has σ2 = σ3, the intended answer is that the intermediate principal stress equals the minor principal stress. Option (a) is wrong because σ1 is the major stress. Option (c) is wrong because σ1 − σ3 is the deviator stress, not a principal stress. Option (d) is incorrect if option (b) is available; if the exam expects strict triaxial terminology, the correct choice is b.
A combine footing is generally used when
A)
Number of column is more than two and they are spaced far apart
B)
Number of column is two and they are spaced close to each other
C)
Number of column is two and they are spaced far a part
D)
There is only one column
A combined footing is used to support two columns when their individual footings would overlap or when the columns are so far apart that a single footing is more economical and helps distribute load uniformly. Hence, it is generally used when the number of columns is two and they are spaced far apart.
Why others are incorrect:
- b: If two columns are close to each other, a combined footing may be used in some cases, but the standard/general use is when columns are far apart or when one column is near a property line.
- d: A single column uses an isolated footing, not a combined footing.
- a: More than two columns are typically supported by a raft/mat footing, not a combined footing.
The age of a tree can be known by examining
A)
Cambium layer
B)
Annular rings
C)
Medullary rays
D)
Heart wood
The age of a tree is determined by counting its annular rings (annual growth rings) in the trunk. Each ring generally represents one year of growth, so they provide a direct record of the tree’s age. The cambium layer is the living growth tissue that produces new wood and bark, but it does not itself indicate age. Heartwood is the older, non-living central wood and does not show the yearly count. Medullary rays are radial tissues that help in transport and storage, but they are not used to determine age.
Cyclonic precipitation is caused by
A)
Pressure difference
B)
Temperature difference
C)
Natural topographical barriers
D)
All of these
Cyclonic precipitation occurs in a low-pressure system where air converges, rises, cools, and condenses to produce rain. Thus, the immediate cause is pressure difference (pressure gradient) that drives cyclonic circulation. Option b is incorrect because temperature difference is more directly associated with convectional precipitation, not cyclonic precipitation. Option c is incorrect because natural topographical barriers cause orographic precipitation. Therefore, option d is also incorrect since not all listed causes apply to cyclonic precipitation.
Lap splices shall not be used for bar larger than
A)
20 mm
B)
25 mm
C)
32 mm
D)
36 mm
The correct answer is **32 mm**. As per standard RCC detailing practice (IS 456), **lap splices should not be used for bars larger than 32 mm diameter** because the required lap length becomes very large and the splice may not provide reliable force transfer; such bars are generally joined by welding or mechanical couplers instead.
Why the other options are incorrect:
- **20 mm**: Too low; lap splices are permitted for bars larger than this.
- **25 mm**: Also below the code limit; lap splices are still allowed up to 32 mm.
- **36 mm**: This is above the maximum permitted size, but the question asks the limit beyond which lap splices shall not be used; the standard cutoff is **32 mm**, not 36 mm.
As per IS Specification, the maximum final setting time for ordinary Portland cement should be
A)
30 min
B)
1 hr
C)
6 hr
D)
10 hr
As per IS 269 / IS 4031 requirements for Ordinary Portland Cement, the final setting time shall not be more than 600 minutes, i.e. 10 hours. Therefore, option d (10 hr) is correct. Option a (30 min) is the minimum initial setting time, not the final setting time. Option b (1 hr) is too short and does not match the IS limit. Option c (6 hr) is also below the specified maximum final setting time of 10 hr.
A shallow foundation is defined as a foundation which
A)
Has low bearing capacity
B)
Has a depth of embedment less than its width
C)
Is resting on the ground surface
D)
Causes less settlement
A shallow foundation is defined by its depth of embedment being small compared with its width, typically when the depth is less than or about equal to the width of the footing. Hence option (b) is correct. Option (c) is incorrect because shallow foundations are not necessarily resting exactly on the ground surface; they are usually placed at a small depth below ground level. Option (a) is incorrect because bearing capacity is not what defines a shallow foundation. Option (d) is incorrect because settlement may be more or less depending on soil and load, but it is not the defining criterion.
Le Chatelier’s device is used for determining
A)
Setting time of cement
B)
Soundness of cement
C)
Tensile strength of cement
D)
Compressive strength of cement
Le Chatelier’s device is used to determine the soundness of cement, i.e., the tendency of cement to undergo excessive expansion after setting. It measures the expansion caused mainly by free lime (and sometimes magnesia), which can lead to cracking and failure in hardened cement. Hence option b is correct.
Why the others are incorrect:
- a) Setting time of cement is determined using the Vicat apparatus, not Le Chatelier’s device.
- c) Tensile strength of cement is not determined by Le Chatelier’s device; cement is generally tested for strength through mortar tests such as compressive strength, and tensile strength is not a standard direct test for cement.
- d) Compressive strength of cement is also not measured by Le Chatelier’s device; it is assessed using mortar cubes in a compression testing machine.
The water content of soil which represent the boundary between plastic state and liquid state is known as
A)
Liquid limit
B)
Plastic limit
C)
Shrinkage limit
D)
Plasticity index
The water content at which soil changes from the plastic state to the liquid state is called the liquid limit. It is one of the Atterberg limits and marks the boundary between plastic and liquid behavior.
Why others are incorrect:
- Plastic limit: water content at the boundary between semi-solid and plastic states.
- Shrinkage limit: water content below which further drying does not cause volume decrease.
- Plasticity index: the range of water content over which soil remains plastic, equal to liquid limit minus plastic limit.
When the rock mass moves about a point above its centre of gravity, it is called
A)
Falls
B)
Topples
C)
Rotational slides
D)
Translational slides
The correct answer is **Topples**. In a toppling failure, the rock mass rotates forward about a pivot point located **above its centre of gravity**, causing it to overturn rather than slide or fall freely.
Why the others are incorrect:
- **Falls**: This refers to a mass detaching and moving mainly by free fall, not rotating about a point.
- **Translational slides**: The mass moves along a roughly planar surface with little rotation.
- **Rotational slides**: The mass moves along a curved slip surface and rotates about a point **below** or near the mass, not above its centre of gravity.
If the void of a soil mass are full of air only, the soil is termed as
A)
Air entrance soil
B)
Partially saturated soil
C)
Dry soil
D)
Dehydrated soil
If all the voids in a soil mass are filled with air only, there is no water present in the voids. Such a soil is called **dry soil**. Hence option **(c) Dry soil** is correct.
Why the others are incorrect:
- **(a) Air entrance soil**: This is not a standard soil phase classification term.
- **(b) Partially saturated soil**: In partially saturated soil, voids contain both air and water, not air only.
- **(d) Dehydrated soil**: This is not the conventional geotechnical term for soil with air-filled voids; the correct term is dry soil.
Field investigation is divided into
A)
Two stages
B)
Three stages
C)
Four stages
D)
Five stages
Field investigation is generally divided into three stages: (1) preliminary investigation, (2) detailed investigation, and (3) final/confirmatory investigation or reporting, depending on the context used in civil engineering surveys and project studies. Hence, the correct answer is Three stages. Two stages is incomplete, while four or five stages are not the standard classification for field investigation in this exam context.
Indigenous method of lifting water include
A)
Hydraulic ram
B)
Windmill
C)
Pumps
D)
Basket
The indigenous method of lifting water is the **basket** method, where water is manually lifted using baskets or similar containers. This is a traditional, locally used technique.
Why the others are incorrect:
- **Hydraulic ram**: This is a mechanical device that lifts water using water hammer action; it is not an indigenous/manual method.
- **Pumps**: Pumps are modern mechanical devices for lifting water, not indigenous methods.
- **Windmill**: A windmill is a power-driven device used for pumping water, so it is also not an indigenous method.
Hence, the correct answer is **d) Basket**.
The following is not a form of precipitation
A)
Drizzle
B)
Rain
C)
Snow
D)
Moisture
Moisture is not a form of precipitation; it is the water vapor present in the air. Precipitation refers to water that falls from the atmosphere to the ground, such as rain, drizzle, and snow. Therefore, drizzle, rain, and snow are all forms of precipitation, while moisture is not.
The longitudinal reinforcement in column shall not be more than
A)
4% of the gross sectional area of column
B)
5% of the gross sectional area of column
C)
6% of the gross sectional area of column
D)
7% of the gross sectional area of column
The longitudinal reinforcement in a reinforced concrete column shall not exceed 6% of the gross cross-sectional area of the column as per standard RCC design provisions (e.g., IS 456). Therefore, the correct answer is option b only if it states 6%; however, in the given options, option c is 6%. Hence the correct option is c. The other options are incorrect because 4%, 5%, and 7% do not match the specified maximum limit; 7% is above the permissible maximum, while 4% and 5% are below the limit but not the stated maximum.
For design purpose, the compressive strength of concrete in structure shall be assumed to be
A)
0.65 times the characteristic strength
B)
0.67 times the characteristic strength
C)
0.70 times the characteristic strength
D)
0.77 times the characteristic strength
For design of concrete structures, the compressive strength used is the design strength, which is taken as 0.67 times the characteristic strength (as per standard limit state design practice). Hence option (b) is correct.
Why others are incorrect:
- (a) 0.65 times: not the standard design factor for concrete compressive strength.
- (c) 0.70 times: close, but not the prescribed value.
- (d) 0.77 times: too high and not used for design strength of concrete.