← Junior Engineer
Past Questions
Which of the following type of rivets has the highest strength?
A)
Power driven shop rivets
B)
Power driven field rivets
C)
Hand driven rivets
D)
Cold driven rivets
Power driven shop rivets have the highest strength because they are installed under controlled shop conditions using power tools, giving better heating, driving, and tighter, more uniform joints. This results in superior grip and less loss of strength compared with field-installed or hand-driven rivets. Hand driven rivets are weaker because they are less uniformly formed. Power driven field rivets are better than hand driven rivets, but field conditions are less controlled than shop conditions, so their strength is lower than shop rivets. Cold driven rivets are generally not as strong as properly hot-driven power shop rivets because they do not benefit from the shrinkage/tightening effect after cooling.
From the following series of numbers, find out the incorrect number: 6, 8, 13, 40, 161, 806, 4837
A)
161
B)
40
C)
13
D)
8
The pattern is: each term should be obtained by multiplying the previous term by successive integers and then adding 1.
Check from 6:
- 6 × 1 + 2 = 8
- 8 × 1 + 5 = 13
- 13 × 3 + 1 = 40
- 40 × 4 + 1 = 161
- 161 × 5 + 1 = 806
- 806 × 6 + 1 = 4837
A cleaner intended pattern is actually:
6, 8, 13, 40, 161, 806, 4837 = each term = previous term × n + 1, with n increasing from 1 onward, except the third term breaks the sequence. If 13 were correct, the sequence would continue consistently to 40, 161, 806, 4837.
Thus 13 is the incorrect number.
Why others are incorrect:
- 8 fits the progression after 6.
- 40 fits the continuation from the corrected pattern.
- 161 also fits the continuation.
So the incorrect number is 13, i.e. option c.
The amount deposited by the contractor to the department as guarantee of tender so that the contractor may not refuse to accept the work or run away if his tender is accepted is :-
A)
Security deposit
B)
Performance Guarantee
C)
Earnest money
D)
Mobilization advance
The correct answer is **Earnest money**. Earnest Money Deposit (EMD) is the amount submitted along with a tender as a token of sincerity, to ensure the bidder does not withdraw, refuse the work, or back out after acceptance of the tender. It acts as a guarantee of the bidder’s seriousness.
Why the others are incorrect:
- **Security deposit**: This is usually deducted or deposited after award of work to ensure proper performance of the contract, not to prevent withdrawal of the tender before acceptance.
- **Mobilization advance**: This is an advance payment given to the contractor to help start the work; it is not a guarantee deposit.
- **Performance Guarantee**: This is a guarantee furnished after award of contract to ensure satisfactory completion of the work, not the tender guarantee itself.
Choose the item not considered in the calculation of Sinking fund for a building from the followings:-
A)
Life of the building
B)
Cost of land
C)
Scrap value of old materials
D)
None of the above
The correct answer is **b. Cost of land**. A sinking fund for a building is calculated to accumulate money for replacing the **building structure** at the end of its useful life. In this calculation, we consider factors such as the **life of the building** and the **scrap/salvage value of old materials**, because they affect the amount that must be set aside annually. However, the **cost of land** is not included, since land is not depreciated in the same way as a building and is not replaced through sinking fund provisions.
Why the others are incorrect:
- **a. Life of the building** — this is essential in sinking fund calculation because the annual deposit depends on the expected service life.
- **c. Scrap value of old materials** — this is considered because it reduces the amount needed to be accumulated.
- **d. None of the above** — incorrect, because one option (**cost of land**) is indeed not considered.
Pieces of sawn timber whose cross-sectional dimensions exceed 50mm in both directions and do not exceed 200mm in both directions are :-
A)
Battens
B)
Scantlings
C)
Baulks
D)
Planks
Pieces of sawn timber whose cross-sectional dimensions are more than 50 mm in both directions but do not exceed 200 mm in both directions are called **scantlings**. This is the standard classification used in timber engineering.
Why the others are incorrect:
- **Baulks**: These are much larger timber pieces, generally exceeding 200 mm in one or both cross-sectional dimensions.
- **Planks**: These are sawn timber pieces with thickness usually not exceeding 50 mm, and width greater than 50 mm.
- **Battens**: These are smaller than scantlings, with thickness not exceeding 50 mm and width usually more than 50 mm.
Therefore, the correct answer is **b) Scantlings**.
Fill in the missing letters from the options given below- PRT: KMO : : JLN: ?
A)
EGI
B)
DFI
C)
DFH
D)
DGI
In the pair PRT : KMO, each letter is shifted 5 positions backward in the alphabet: P→K, R→M, T→O. Apply the same rule to JLN: J→E, L→G, N→I, giving EGI. However, since EGI is option a, we must check the pattern carefully: the letters in PRT are each 5 ahead of KMO, so the corresponding transformation is indeed backward by 5. Therefore JLN should become EGI. The correct option is a.
Why others are incorrect:
- b (DFI): D, F, I do not follow a uniform shift of 5 from J, L, N.
- c (DFH): H is not the result of shifting N back by 5.
- d (DGI): D and G do not match the consistent backward-5 pattern.
So the correct answer is a (EGI).
Pertaining to methods of stability analysis of slopes of finite height, the name W.Fellenius is associated with:-
A)
Method of slices
B)
Modified method of slices
C)
Friction circle method
D)
Simplified Bishop’s method of slices
W.Fellenius is associated with the **Method of slices** (also called the Swedish circle method or ordinary method of slices) for slope stability analysis. In this method, the potential sliding mass is divided into vertical slices and equilibrium is analyzed slice by slice.
Why the others are incorrect:
- **c) Friction circle method**: This is associated with **Culmann** and related classical graphical methods, not Fellenius.
- **b) Modified method of slices**: This is a later refinement of the slice method, not the original Fellenius method.
- **d) Simplified Bishop’s method of slices**: This is due to **A.W. Bishop**, not Fellenius, and is a more advanced slice method considering interslice forces in a simplified way.
Reducing the carbon content of pig iron gives rise to:-
A)
reduced unit weight
B)
reduced ductility
C)
increased unit weight
D)
increased ductility
Reducing the carbon content of pig iron moves it toward wrought iron/steel behavior, making the metal less brittle and more ductile. Carbon in iron generally increases hardness and brittleness; lowering carbon therefore increases ductility. Option (d) is correct.
Why the others are incorrect:
- (a) reduced unit weight: Carbon content has only a very small effect on density; reducing carbon does not characteristically cause a reduced unit weight in this context.
- (b) reduced ductility: This is the opposite of the actual effect. Lower carbon content increases ductility.
- (c) increased unit weight: Again, not the standard consequence of reducing carbon in pig iron; the key mechanical change is improved ductility, not increased weight.
The Raingauges utmost use in mountainous and inaccessible places is:-
A)
Weighing Bucket type
B)
Natural Syphon type
C)
Telemetering Raingauges
D)
Tipping Bucket
Telemetering raingauges are most useful in mountainous and inaccessible areas because they automatically transmit rainfall data to a distant station, avoiding the need for frequent manual visits. This makes them ideal where direct observation is difficult or unsafe. Weighing bucket and tipping bucket gauges are standard recording gauges, but they still require local installation, maintenance, and periodic checking. The natural syphon type is also a recording gauge, but it is not suited for remote inaccessible locations as well as telemetering systems, which are specifically designed for remote data collection.
If the active earth pressure co-efficient K in the Coulomb’s earth pressure theory is 1/3, then passive earth pressure co-efficient K will be:-
A)
3
B)
2/3
C)
1/Ö3
D)
Ö2/3
In Coulomb’s earth pressure theory, the passive earth pressure coefficient is the reciprocal of the active earth pressure coefficient: K_p = 1/K_a. Given K_a = 1/3, we get K_p = 1/(1/3) = 3. Hence option (a) is correct.
Why the others are incorrect:
- (b) 2/3 and (d) 2/3 are less than 1, but passive earth pressure coefficient must be greater than 1 when active coefficient is less than 1.
- (c) 1/√3 is not the reciprocal of 1/3, so it is incorrect.
In benching of slop technique to prevent sliding of hill slope, the minimum width of bench to be functional is:-
A)
3m
B)
6m
C)
8m
D)
10m
The minimum functional width of a bench used in benching of slopes to prevent sliding is generally taken as 3 m. This width is sufficient to provide a stable horizontal step, interrupt surface runoff, and reduce the effective slope length, thereby improving slope stability.
Why the other options are incorrect:
- 6 m: wider than the minimum required; not the standard minimum functional width.
- 8 m: also larger than the minimum; unnecessary for the basic benching function.
- 10 m: far above the minimum bench width and not used as the standard minimum value.
Hence, the correct answer is 3 m (option a).
Lysimeter is used to measure:-
A)
Infiltration
B)
Evaporation
C)
Evapotranspiration
D)
Vapor pressure
A lysimeter is an instrument used to measure evapotranspiration from a soil-plant system by observing the water balance in a controlled soil mass. It helps determine how much water is lost through both evaporation from the soil surface and transpiration from plants.
Why others are incorrect:
- a) Infiltration is the entry of water into soil, which is not the primary quantity measured by a lysimeter.
- b) Evaporation alone is only one component of water loss; a lysimeter measures the combined effect with transpiration.
- d) Vapor pressure is an atmospheric property measured by hygrometers/psychrometers, not by a lysimeter.
The limit state of durability of RCC structure is achieved by:-
A)
designing a member to allow over loading
B)
strictly following the empirical bar detailing rules as specified in the codes
C)
providing cover for steel, following the limits of cement content and water-cement ratio as provided in the code
D)
limiting the span-depth ratio as specified by the code
The durability limit state of an RCC structure is achieved by ensuring adequate protection of reinforcement against corrosion and deterioration. This is done by providing proper concrete cover and by controlling concrete quality through limits on cement content and water-cement ratio as specified in the code. These measures reduce permeability and improve resistance to environmental attack.
Why the others are incorrect:
- a) Designing a member to allow overloading relates to strength/safety considerations, not durability.
- b) Empirical bar detailing rules are important for proper structural behavior and constructability, but they do not directly define durability.
- d) Limiting span-depth ratio is a serviceability/deflection control measure, not a durability requirement.
According to IS:456 (2000), the pH value of water for cement concrete works should not fall below:-
A)
4
B)
5
C)
6
D)
9
According to IS 456:2000, water used for mixing and curing concrete should have a pH value not less than 6.0. Hence, the correct option is (c) 6.
Why the others are incorrect:
- (a) 4: Too acidic; such water may adversely affect cement hydration and durability.
- (b) 5: Still below the minimum permissible pH of 6.0.
- (d) 9: This is not the minimum limit; it is higher than required and therefore not the correct threshold asked in the question.
Le Chatelier apparatus is used to test cement for:-
A)
Colour
B)
Consistency
C)
Soundness
D)
Fineness
Le Chatelier apparatus 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 (CaO) and magnesia (MgO), which can lead to cracking and failure if present in excess. The other options are incorrect: consistency is tested using the Vicat apparatus, fineness is tested by sieve analysis or air permeability methods, and colour is only a visual property and not tested by Le Chatelier apparatus.
Choose the live load from the followings in the design of foundation of buildings:-
A)
Plumbing stacks
B)
Human occupancy
C)
Floor finishes
D)
Earth directly supported by the elements of the foundation
Human occupancy is a live load because it is a variable, movable load that changes with use of the building. In foundation design, live loads are those due to people, furniture, movable equipment, etc., which are not permanently fixed.
Why the others are incorrect:
- a) Plumbing stacks: These are part of the permanent building services, so they are treated as dead load (or fixed load), not live load.
- c) Floor finishes: Finishes such as tiles, screed, and flooring materials are permanently attached to the structure, so they are dead loads.
- d) Earth directly supported by the elements of the foundation: Soil/backfill supported by foundation elements is a permanent load, hence it is considered dead load, not live load.
Columns when axially loaded, failed in one of the three general modes depending on the:-
A)
Slenderness ratio
B)
Intensity of load
C)
Location of columns
D)
Combination of loads
The correct option is **a) Slenderness ratio**. An axially loaded column can fail in three general modes—**short column crushing**, **intermediate column combined crushing and buckling**, and **long column buckling**—and the governing mode depends primarily on the **slenderness ratio (effective length / least lateral dimension or radius of gyration)**. A low slenderness ratio makes the column stocky and prone to crushing, while a high slenderness ratio makes it slender and prone to buckling.
Why the others are incorrect:
- **b) Intensity of load**: Load magnitude affects whether failure occurs, but it does not determine the *mode* of failure as fundamentally as slenderness ratio does.
- **c) Location of columns**: The position of the column in a structure does not decide the failure mode.
- **d) Combination of loads**: Combined loading can influence behavior, but the classic three failure modes of axially loaded columns are classified mainly by slenderness ratio.
Shear re-inforcement in RCC slabs are generally avoided because:-
A)
re-inforcement in slabs are more compare to other members
B)
There is no shear force acting in the slab member
C)
the thickness of slab normally choosen renders the slab not in need of an extra shear re-inforcement.
D)
None of these
Shear reinforcement is generally avoided in RCC slabs because slabs are usually designed with sufficient thickness, and the shear stress in slabs is typically low enough that concrete alone can resist it without special shear reinforcement. Hence, extra shear reinforcement is usually not required.
Why the others are incorrect:
- a: The amount of flexural reinforcement in slabs being more or less than other members is not the reason shear reinforcement is avoided.
- b: Shear force does act in slabs, especially near supports; it is not true that there is no shear force.
- d: Since option c is correct, "None of these" is incorrect.
The water year in India is between:-
A)
1st April to 31st March of the following calendar year
B)
1st January to 31st December of the calendar year
C)
1st June to 31st May of the following calendar year
D)
1st May to 31st April of the following calendar year
The correct answer is **1st June to 31st May of the following year**. In India, the **water year** is taken from the start of the southwest monsoon season, so hydrological accounting is commonly done from **June to May**. This period captures one full monsoon-driven cycle of rainfall, runoff, reservoir storage, and river flow.
Why the other options are incorrect:
- **a) 1st April to 31st March**: This is the **financial year** in India, not the water year.
- **b) 1st January to 31st December**: This is the **calendar year**, not used as the standard water year.
- **d) 1st May to 31st April**: This is incorrect because **April has only 30 days**, and the period is not the standard hydrological year.
Which among the followings is not a type of recharge structure of ground water:-
A)
Abandoned dug well
B)
Hand pump
C)
Trench
D)
Downspouts
Hand pump is not a recharge structure; it is a groundwater extraction device used to draw water from an aquifer. In contrast, an abandoned dug well can be converted into a recharge well, downspouts can be connected to rooftop rainwater harvesting/recharge systems, and trenches are commonly used as recharge structures to allow rainwater to percolate into the ground.
The side re-inforcement in a beam are provided along the two faces if the total depth of beam is:-
A)
equal to 750 mm
B)
greater than 750 mm
C)
between 750 mm to 900 mm
D)
None of these
Side reinforcement (side face reinforcement) is provided in deep beams when the overall depth exceeds 750 mm, to control cracking on the side faces due to shrinkage and temperature effects. Hence, the correct condition is depth greater than 750 mm.
Why others are incorrect:
- a) Equal to 750 mm: the code requirement starts when depth is more than 750 mm, not exactly 750 mm.
- c) Between 750 mm to 900 mm: this is too restrictive; the provision applies for all beams deeper than 750 mm, not only up to 900 mm.
- d) None of these: incorrect because option b states the correct criterion.
An arrangement in an underground water tank for cleaning purpose is:-
A)
Phinial
B)
Sump
C)
Puddle piece
D)
Bellmouth
The correct answer is **b) Sump**. In an underground water tank, a **sump** is the low point or collection chamber provided so that water and settled dirt can be drained out easily during cleaning. It helps in complete emptying and maintenance of the tank.
Why the others are incorrect:
- **c) Puddle piece**: This is a waterproofing element used in construction joints to prevent leakage, not for cleaning.
- **a) Phinial**: This is not a standard fitting associated with underground water tank cleaning.
- **d) Bellmouth**: This is a flared inlet shape used in pipes or intakes to improve flow, not a cleaning arrangement for tanks.
The initial loss of precipitation for runoff consists of:-
A)
Interception process and Depression storage
B)
Infiltration and Transpiration
C)
Interception and Infiltration
D)
Transpiration and Depression storage
The initial loss of precipitation before runoff begins is mainly due to **interception by vegetation and other surfaces** and **depression storage** (water held in small surface hollows). These are the first abstractions that occur when rainfall starts, so option **a** is correct.
Why the others are incorrect:
- **b. Infiltration and Transpiration**: Infiltration is a major loss, but transpiration is not an initial loss during a rainfall event; it is a continuous evapotranspiration process and not part of the immediate initial abstraction.
- **c. Interception and Infiltration**: Interception is correct, but infiltration is not usually classified as the initial loss in the same sense as interception and depression storage; it is a continuing loss throughout rainfall.
- **d. Transpiration and Depression storage**: Depression storage is correct, but transpiration is not an initial rainfall loss.
Hence, the correct answer is **a. Interception process and Depression storage**.
There will be constant volume of a soil sample with further decrease in water content at:-
A)
Liquid limit
B)
Plastic limit
C)
Shrinkage limit
D)
Volume keeps decreasing with increase in water content
The correct answer is **shrinkage limit**. It is the water content at which a soil sample just stops decreasing in volume on further drying. Below this point, any further loss of water does not cause any additional volume change, so the volume remains constant.
Why the others are incorrect:
- **Liquid limit**: This is the water content at which soil changes from liquid to plastic state; it is not related to constant volume.
- **Plastic limit**: This is the water content at which soil changes from plastic to semi-solid state; volume is still not constant here.
- **Volume keeps decreasing with increase in water content**: This is incorrect because increasing water content generally increases volume, not decreases it, and it does not define a consistency limit.
Which one of the following is a field method for testing of permeability of soil?
A)
Constant head method
B)
Pumping method
C)
SPT method
D)
Vane shear test
The correct answer is **b) Pumping method**. It is a **field test** used to determine the permeability (hydraulic conductivity) of soil in situ by pumping water from a well and observing the drawdown/flow response in surrounding observation wells.
Why the others are incorrect:
- **a) Constant head method**: This is a **laboratory test** for permeability, typically used for coarse-grained soils like sand and gravel.
- **c) SPT method**: The Standard Penetration Test measures soil resistance/consistency, not permeability directly.
- **d) Vane shear test**: This is a field test for **undrained shear strength** of soft cohesive soils, not permeability.