← MES Jr. Grade
Past Questions — 2024
Identify the parameter that is not a part of the triple constraint theory for a construction project.
A)
Money
B)
Plan
C)
Scope
D)
Time
The Triple Constraint Theory (also known as the Project Management Triangle) is a fundamental concept in construction and project management. It posits that the success of a project is constrained by three interdependent factors:
1. Scope (The specific goals, deliverables, and tasks that define the project).
2. Time (The schedule or deadline for completion).
3. Cost/Money (The budget and financial resources allocated).
These three constraints are linked; if one is changed, at least one of the others must be adjusted to maintain quality. For example, increasing the scope usually requires more time or more money.
- Option (a) Money: This is a core constraint (Cost).
- Option (c) Scope: This is a core constraint.
- Option (d) Time: This is a core constraint.
- Option (b) Plan: While a project plan is essential for managing the project, it is the *tool* used to manage the constraints, not a constraint itself. Therefore, 'Plan' is not part of the triple constraint theory.
Which of the following statement is correct?
A)
A queen closer is a piece of brick made and defined with respect to the length of the brick.
B)
A queen closer is obtained by cutting a triangular portion of the brick.
C)
A queen closer is obtained by cutting the brick longitudinally in equal parts.
D)
A queen closer is a horizontal projection provided at the base of the wall of the building.
In brick masonry, a 'closer' is a piece of brick used to close the bond at the end of a course or to maintain the vertical alignment of joints.
1. **Queen Closer**: A queen closer is a brick cut longitudinally (along its length) into two equal halves. It is typically used next to a quoin header to ensure that the vertical joints in the courses above and below do not coincide, thereby maintaining the strength of the bond.
2. **King Closer**: A king closer is obtained by cutting a brick such that one corner is removed (a triangular portion), leaving a piece that is a full width but half length at one end. This is used at the corners of walls.
Evaluating the options:
- Option (a) is vague and does not define the specific geometry of a queen closer.
- Option (b) describes a King Closer, not a Queen Closer.
- Option (c) accurately describes the process of creating a Queen Closer (longitudinal cut into equal parts).
- Option (d) describes a 'plinth' or 'footing', not a brick closer.
Lime stabilization is the most effective technique for treating:
A)
Sandy soils
B)
Silty soils
C)
Plastic clayey soils
D)
Non-plastic soils
Lime stabilization is a chemical process used to improve the engineering properties of soils, specifically those with high plasticity. The process involves two primary reactions:
1. Cation Exchange: Calcium ions from the lime replace sodium or potassium ions on the surface of clay particles, causing the clay to flocculate and agglomerate, which immediately reduces plasticity and improves workability.
2. Pozzolanic Reaction: Over time, the lime reacts with the silica and alumina present in the clay minerals to form calcium-silicate-hydrates (CSH) and calcium-aluminate-hydrates (CAH), which act as a cementitious binder, significantly increasing the shear strength and stability of the soil.
Why other options are incorrect:
- Sandy soils (a) and Non-plastic soils (d): These soils lack the necessary clay minerals (silica and alumina) required for the pozzolanic reaction to occur. Lime does not provide significant stabilization for these materials; cement is typically used instead.
- Silty soils (b): While lime can have some effect, silts generally lack the high plasticity and specific mineralogy of clays that make lime stabilization highly effective.
The bending stress in a wall or column subjected to effective vertical load need not be considered, if the eccentricity ratio is:
A)
less than or equal to 1/14
B)
less than or equal to 1/34
C)
less than or equal to 1/4
D)
less than or equal to 1/24
In masonry design (specifically according to IS 1905: Code of practice for structural use of unreinforced masonry), the eccentricity of the vertical load is a critical factor. Eccentricity occurs when the load is not applied exactly at the centroid of the cross-section, inducing bending stress in addition to axial compressive stress. According to the standard guidelines for masonry walls and columns, if the eccentricity ratio (e/t, where 'e' is the eccentricity and 't' is the thickness of the wall) is less than or equal to 1/14, the resulting bending stress is considered negligible. In such cases, the wall or column can be designed as being subjected to a purely axial load, and the bending stress does not need to be explicitly calculated or considered in the design process. Options b, c, and d provide ratios that are either too restrictive or too lenient compared to the established engineering code for masonry.
A protective barrier made up of concrete or Course Rubble Masonry, constructed from shore towards the sea to enclose harbor is known as:
A)
Pier
B)
Breakwater
C)
Dock
D)
Wharf
A breakwater is a massive structure constructed from the shore towards the sea, typically made of concrete blocks, rubble masonry, or large rocks. Its primary purpose is to protect a harbor, basin, or shoreline from the force of incoming waves, creating a calm area of water for ships to dock and maneuver safely.
Why other options are incorrect:
- a. Pier: A pier is a structure leading out from the shore into the water, primarily used for mooring ships or for pedestrians, but it is not designed as a protective barrier against waves.
- c. Dock: A dock is an enclosed area of water used for loading, unloading, and repairing ships; it is the area being protected, not the protective barrier itself.
- d. Wharf: A wharf is a structure built parallel to the shore (usually a quay) where ships can berth to load and unload cargo; it serves a commercial purpose rather than a wave-breaking protective purpose.
___ A is very useful equipment and it can be used for construction work like to clear the site of work, to make the land level, etc.
A)
Scraper
B)
Grader
C)
Excavator
D)
Bulldozer
A bulldozer is a powerful tractor equipped with a heavy metal plate (blade) at the front. It is specifically designed for heavy-duty tasks such as clearing sites (removing trees, brush, and debris), pushing large quantities of soil, and rough grading to make the land level.
Comparison with other options:
- a. Scraper: Primarily used for removing soil from one location and transporting it to another (cutting and hauling).
- b. Grader: Used for finishing work to create a precise, flat surface (fine grading), typically for road surfaces, rather than initial site clearing.
- c. Excavator: Primarily used for digging trenches, holes, and foundations rather than clearing large areas of land or leveling surfaces.
Which of the following is an assumption of Rankine’s theory?
A)
The most critical shear surface is a sphere.
B)
The soil mass is infinite.
C)
The ground surface is a plane that may be horizontal or inclined.
D)
The soil mass is cohesive.
Rankine's Theory of Earth Pressure is based on several key assumptions to simplify the analysis of lateral earth pressure.
1. **Analysis of Assumptions:**
- **Option (a):** Incorrect. Rankine's theory assumes the failure surface is a plane, not a sphere. Spherical or curved surfaces are more characteristic of Coulomb's theory or general slip circle analysis.
- **Option (b):** Incorrect. While the soil is often treated as a semi-infinite mass to avoid boundary effects from the bottom, the theory specifically defines the geometry of the surface and the wall. 'Infinite' is too broad and not a formal primary assumption in the context of the options provided.
- **Option (c):** Correct. Rankine's theory explicitly assumes that the ground surface is a plane, which can be either horizontal or inclined at an angle. This allows for the calculation of active and passive pressures for various slope conditions.
- **Option (d):** Incorrect. The basic Rankine theory was originally developed for cohesionless soils (c = 0), although it was later extended to cohesive soils. However, being cohesive is not a fundamental 'assumption' of the theory; rather, the theory is most commonly applied to granular soils.
2. **Other Key Assumptions of Rankine's Theory include:**
- The soil is homogeneous, isotropic, and saturated (or dry).
- The wall is perfectly smooth (no friction between the wall and the soil).
- The wall moves sufficiently to reach a state of plastic equilibrium.
Which of the following tools is used to check the structure’s verticality?
A)
Trowel
B)
Mason’s square
C)
Plumb bob
D)
Spirit Level
Step-by-step reasoning:
1. The question asks for a tool used to check 'verticality', which refers to ensuring a structure or element is perfectly upright (perpendicular to the horizontal plane).
2. A Plumb Bob consists of a heavy metal weight (bob) attached to a string. Due to gravity, the string always hangs in a perfectly vertical line. By comparing a wall or column to this line, a mason can determine if the structure is vertical. Therefore, option (c) is correct.
3. Analysis of other options:
- (a) Trowel: A handheld tool used for applying, spreading, and shaping mortar or plaster; it is not a measuring or checking tool.
- (b) Mason’s square: An L-shaped tool used to check the 'squareness' (90-degree angle) between two horizontal or vertical surfaces.
- (d) Spirit Level: A tool used primarily to check 'horizontality' (level) or verticality (plumb) using a bubble in a liquid-filled vial. While it can check verticality, the Plumb Bob is the primary, traditional, and most precise tool specifically designed for checking the verticality of tall structures.
The function of weep holes in retaining and breast walls is:
A)
to increase the compaction of the earth retained
B)
for architectural beauty
C)
to ventilate the stone masonry
D)
to drain off the water from the filling
Step-by-step reasoning:
1. Understanding the Structure: Retaining walls and breast walls are designed to hold back soil or earth.
2. The Problem (Hydrostatic Pressure): When it rains or when there is groundwater, water accumulates in the soil filling behind the wall. If this water is trapped, it creates 'hydrostatic pressure,' which significantly increases the lateral load acting on the wall.
3. The Solution (Weep Holes): Weep holes are small openings (usually pipes or gaps) left in the wall at regular intervals. Their primary purpose is to allow the accumulated water to drain out from the backfill to the front of the wall.
4. Result: By draining the water, the hydrostatic pressure is reduced, preventing the wall from tilting, cracking, or collapsing due to excessive pressure.
Analysis of other options:
- Option (a): Weep holes do not increase compaction; compaction is achieved through mechanical means (rollers/rammers).
- Option (b): Weep holes are functional engineering features, not decorative architectural elements.
- Option (c): While they allow air to pass, their primary engineering function is hydraulic drainage, not ventilation of the masonry itself.
If the fore bearing of a line is observed to be 12°24’ the back bearing of the line should be:
A)
92°24'
B)
102°24’
C)
152°25’
D)
192°24'
In surveying, the relationship between the Fore Bearing (FB) and the Back Bearing (BB) of a line is defined by the rule that they differ by 180°.
Formula:
Back Bearing = Fore Bearing ± 180°
1. If the Fore Bearing is less than 180°, we add 180° to find the Back Bearing.
2. If the Fore Bearing is greater than 180°, we subtract 180° to find the Back Bearing.
Given:
Fore Bearing (FB) = 12°24’
Since 12°24’ is less than 180°:
BB = 12°24’ + 180°
BB = 192°24’
Comparing this result with the options:
- Option a (92°24') is incorrect.
- Option b (102°24') is incorrect.
- Option c (152°25') is incorrect.
- Option d (192°24') matches our calculation exactly.
IRC 82 classifies defects/distress on flexible pavement in to four types. Which among the following is NOT a type of flexible pavement distress?
A)
Cracks
B)
Deformation
C)
Disintegration
D)
Displacement
According to IRC:82 (Code of Practice for Maintenance of Main Highways), defects or distresses on flexible pavements are categorized into four primary types to facilitate systematic survey and maintenance. These are: 1. Cracks (e.g., fatigue cracking, longitudinal cracking), 2. Deformation (e.g., rutting, shoving, settlement), 3. Disintegration (e.g., potholes, ravelling, stripping), and 4. Patching (or sometimes categorized under surface defects). 'Displacement' is not a recognized standard classification of flexible pavement distress in IRC 82. While displacement might occur in rigid pavements (like slab movement) or as a result of a landslide, it is not one of the four primary categories for flexible pavement distress defined by the IRC.
What does 1 cm on a map drawn at a scale of 1 : 50,000 represent on the ground?
A)
0.05 km
B)
0.5km
C)
5.0km
D)
50km
Step-by-step calculation:
1. Understand the Scale: A scale of 1 : 50,000 means that 1 unit on the map represents 50,000 of the same units on the ground.
2. Apply to the given distance: If 1 cm on the map is given, then the ground distance = 1 cm × 50,000 = 50,000 cm.
3. Convert centimeters to meters: Since 100 cm = 1 meter, 50,000 cm = 50,000 / 100 = 500 meters.
4. Convert meters to kilometers: Since 1,000 meters = 1 kilometer, 500 meters = 500 / 1,000 = 0.5 km.
Verification of options:
- Option (a) 0.05 km is 50 meters (Incorrect).
- Option (b) 0.5 km is 500 meters (Correct).
- Option (c) 5.0 km is 5,000 meters (Incorrect).
- Option (d) 50 km is 50,000 meters (Incorrect).
Company A purchases a machine for Rs.100,000 with an estimated salvage value of Rs.20,000 and useful life of 5 years. Determine the annual depreciation for the machine using straight line method.
A)
Rs. 120,000
B)
Rs. 80,000
C)
Rs. 16,000
D)
Rs. 24,000
To calculate the annual depreciation using the Straight Line Method (SLM), we use the following formula:
Annual Depreciation = (Original Cost of Asset - Salvage Value) / Useful Life
Given data:
- Original Cost (C) = Rs. 100,000
- Salvage Value (S) = Rs. 20,000
- Useful Life (n) = 5 years
Calculation:
Annual Depreciation = (100,000 - 20,000) / 5
Annual Depreciation = 80,000 / 5
Annual Depreciation = Rs. 16,000
Analysis of options:
- Option (a) Rs. 120,000: Incorrect. This is higher than the original cost.
- Option (b) Rs. 80,000: Incorrect. This is the total depreciable amount over 5 years, not the annual amount.
- Option (c) Rs. 16,000: Correct. This is the result of the SLM formula.
- Option (d) Rs. 24,000: Incorrect. This would be the result if the salvage value were ignored and the cost was divided by a different factor or if a different method was used.
The excavation exceeding 1.5 m in width and 10 sq.m in plan area with a depth not exceeding 30 cm, is termed as:
A)
Surface excavation
B)
Surface dressing
C)
Cutting
D)
Excavation
In civil engineering estimation and costing (specifically following standard specifications like CPWD), different types of earthwork are categorized based on the depth and area of the operation:
1. **Surface Dressing**: This refers to the removal of the top layer of soil to prepare the ground for construction. It is specifically defined as excavation where the depth does not exceed 15 cm (or in some specifications up to 30 cm) and the area is large (typically exceeding 10 sq.m in plan area and 1.5 m in width). Its primary purpose is to level the ground.
2. **Surface Excavation**: This generally refers to excavation that exceeds the depth of surface dressing but is not deep enough to be classified as full excavation (usually between 15 cm and 30 cm, or specific shallow depths depending on the code), but it does not typically carry the specific '10 sq.m' and '1.5 m width' criteria used to define dressing.
3. **Excavation**: This is a general term for removing earth to a significant depth (usually exceeding 30 cm) for foundations, trenches, etc.
4. **Cutting**: This term is primarily used in roadwork or railway embankments where a hill or high ground is cut to achieve the required formation level.
Given the specific parameters provided in the question (width > 1.5 m, area > 10 sq.m, and depth ≤ 30 cm), the operation describes the leveling of a large area to a shallow depth, which is the definition of **Surface Dressing**.
A normally consolidated clay layer settles by 25 mm when the effective stress is increased from 15 kPa to 30 kPa. If the effective stress is later increased further from 30 kPa to 60 kPa then the additional settlement would be:
A)
25mm
B)
50mm
C)
75mm
D)
100mm
For a normally consolidated clay, settlement due to primary consolidation is proportional to the logarithm of the increase in effective stress. Here the stress doubles from 15 to 30 kPa, causing 25 mm settlement. If the stress again doubles from 30 to 60 kPa, the additional settlement will be the same as before, i.e., 25 mm, because equal stress ratios produce equal consolidation settlements in normally consolidated clay.
So the correct answer is 25 mm. However, since 25 mm is already listed as option (a), the question asks for the additional settlement after increasing from 30 to 60 kPa, which is again 25 mm. Therefore option (a) is the correct choice, not (b).
Why the other options are incorrect:
- 50 mm: would imply the settlement doubles with stress increase, which is not the logarithmic behavior of normally consolidated clay.
- 75 mm and 100 mm: these are even larger and would correspond to much greater stress changes than a simple doubling.
Correct option: a
Match the tests with correct acceptable limits for aggregates used in flexible pavement construction: 1. Los Angeles abrasion value, 2. Aggregate impact value, 3. Aggregate stripping value, 4. (unspecified). Limits: A. 25% max, B. 40% max, C. 2% max, D. 30% max.
A)
1-B; 2-D; 3-A; 4-C
B)
1-C; 2-A; 3-D; 4-B
C)
1-C; 2-D; 3-B; 4-A
D)
1-D; 2-A; 3-B; 4-C
To solve this matching question, we refer to the standard specifications for aggregates used in flexible pavements (typically based on IRC or MORTH specifications in India):
1. **Los Angeles Abrasion Value**: This test measures the resistance of aggregates to wear and abrasion. For wearing courses in flexible pavements, the maximum acceptable limit is generally **30% to 40%** depending on the traffic volume. In the context of the provided options, **40% max (B)** is the standard upper limit for many aggregate types.
2. **Aggregate Impact Value (AIV)**: This test measures the resistance of aggregates to sudden shock or impact. For the surface course of a flexible pavement, the limit is typically **30% max (D)**.
3. **Aggregate Stripping Value**: This test evaluates the adhesion of bitumen to the aggregate. A lower value indicates better adhesion. The acceptable limit is generally **25% max (A)** (though some specifications are stricter, this matches the available options).
4. **Unspecified Test (likely Flakiness/Elongation or Water Absorption)**: Given the remaining limit **2% max (C)**, this most likely refers to the **Water Absorption** limit for high-quality aggregates used in pavement construction, which is typically capped at 2%.
Matching these together:
1 -> B (40% max)
2 -> D (30% max)
3 -> A (25% max)
4 -> C (2% max)
This corresponds exactly to option (a).
The load-carrying capacity of a bored cast in situ pile develops due to:
A)
end bearing and hydrostatic uplift pressure
B)
skin friction and end-bearing
C)
skin friction and hydrostatic uplift pressure
D)
end bearing and overturning forces
In soil mechanics and foundation engineering, the ultimate load-carrying capacity (Q_u) of a pile, including bored cast-in-situ piles, is the sum of two primary components:
1. Skin Friction (Q_s): This is the resistance developed along the shaft (surface) of the pile due to the friction between the pile material and the surrounding soil.
2. End Bearing (Q_b): This is the resistance developed at the base (tip) of the pile as it pushes against the soil or rock layer at the bottom.
The general formula is Q_u = Q_s + Q_b.
Analysis of other options:
- Option (a) and (c) mention 'hydrostatic uplift pressure'. Uplift pressure is a force that acts upward (buoyancy) and generally reduces the effective stress and the overall load-carrying capacity of the pile; it is not a mechanism that 'develops' the capacity to carry a downward load.
- Option (d) mentions 'overturning forces'. Overturning is a type of loading condition (lateral load) that a pile must resist, not a mechanism that provides the load-carrying capacity itself.
In stone masonry, the stones are placed in position such that the natural bedding plane is:
A)
normal to the direction of pressure they carry
B)
parallel to the direction of pressure they carry
C)
at 45° to the direction of pressure they carry
D)
at 60° to the direction of pressure they carry
In stone masonry, the 'natural bedding plane' refers to the plane along which the sedimentary rock was originally deposited. This plane is the weakest part of the stone; if pressure is applied parallel to this plane, the stone is prone to splitting or sliding (shearing), which can lead to structural failure. To ensure maximum compressive strength and stability, stones must be laid such that the load (pressure) acts perpendicular (normal) to the bedding planes. This ensures that the load is distributed across the strongest axis of the stone.
- Option (b) is incorrect because placing the bedding plane parallel to the pressure would cause the stone to split easily.
- Options (c) and (d) are incorrect because any angle other than 90° (normal) introduces shear stress, reducing the load-bearing capacity of the masonry.
The lift off distance is the distance along the centre of the runway between the starting point and:
A)
end of stopway
B)
point where air craft becomes air borne
C)
point where air craft attains a height of 10.7m
D)
end of the runway
In airport engineering and runway design, the 'lift-off distance' is a specific technical parameter. It is defined as the horizontal distance measured along the centerline of the runway from the point where the aircraft begins its takeoff roll (starting point) to the point where the aircraft reaches a specific vertical height above the runway surface. According to standard aviation and transportation engineering guidelines (such as those used by ICAO or FAA), this specific height is typically 35 feet, which is approximately 10.7 meters.
Why other options are incorrect:
- Option (a) 'end of stopway' refers to the safety area provided for aircraft that must abort a takeoff, not the lift-off distance.
- Option (b) 'point where aircraft becomes airborne' refers to the moment the wheels leave the ground, which is the 'lift-off point', but the 'lift-off distance' as a design parameter usually accounts for the climb to a safe obstacle clearance height (10.7m).
- Option (d) 'end of the runway' refers to the physical boundary of the paved surface, which is independent of the aircraft's flight trajectory.
Airport elevation is the reduced level above M.S.L. of:
A)
control tower
B)
lowest point of the landing area
C)
highest point of the landing area
D)
lowest point of the stopway area
In aviation and airport engineering, 'Airport Elevation' is a critical safety parameter used for altimeter settings and obstacle clearance. According to standard aviation definitions (such as those by the ICAO and FAA), the airport elevation is defined as the highest point of the airport's landing area (which includes the runway, stopways, and clearways). This ensures that pilots have a conservative reference point for the minimum height of the ground surface, preventing accidental collisions with the terrain during takeoff or landing.
- Option (a) is incorrect because the control tower is a structure and its height is not used as the base elevation for the landing surface.
- Option (b) is incorrect because using the lowest point would create a safety risk, as parts of the runway could be higher than the reported elevation.
- Option (d) is incorrect because the stopway is only a portion of the landing area; the elevation must consider the highest point across the entire landing area.
Select the proper geological feature for the following contour lines. (A, B, C)
A)
A: Ridge; B: Hill; C: Pond
B)
A: Hill; B: Ridge; C: Pond
C)
A: Pond; B: Ridge; C: Hill
D)
A: Pond; B: Hill; C: Ridge
Contour patterns are identified by how the closed or elongated lines behave. A set of closed contours with elevations decreasing inward indicates a depression/pond, so A is Pond. Elongated contours with a narrow, pointed end and V-shape typically indicate a ridge, so B is Ridge. Closed contours with elevations increasing inward indicate a hill, so C is Hill. Hence option (c) is correct. Option (a) is wrong because it swaps B and C. Option (b) is wrong because A is not a hill and C is not a pond. Option (d) is wrong because A is not a pond and C is not a ridge.
A project consists of 8 activities. [Details provided in table]. If the project is scheduled to start in June 2024, the project will complete at the earliest by:
A)
December 2024
B)
January 2025
C)
July 2025
D)
December 2025
The project’s earliest completion time is obtained by finding the critical path (the longest path through the activity network). From the given activity table, the critical path duration comes out to be 7 months. If the project starts in June 2024, adding 7 months gives January 2025 as the earliest completion month. Hence, option (b) is correct.
Why the others are incorrect:
- (a) December 2024 is too early; it would require the project to finish in about 6 months or less.
- (c) July 2025 is too late; that would imply a much longer duration than the critical path.
- (d) December 2025 is also too late and does not match the computed earliest finish time.
If detailed drawings are not available, the steel reinforcement in concrete construction may be calculated approximately on the percentage basis of:
A)
the concrete volume
B)
the height of the building
C)
the brickwork volume
D)
the size of bending
In the preliminary stage of estimation, when detailed structural drawings (which provide the exact bar bending schedule) are not available, engineers use 'approximate' or 'rough cost' estimation methods. For reinforced cement concrete (RCC) works, the quantity of steel is typically estimated as a percentage of the total volume of concrete. This is based on empirical data and standard practice where different structural members have typical steel-to-concrete ratios (e.g., slabs usually range from 0.7% to 1.0%, beams from 1% to 2%, and columns from 1% to 5% of the concrete volume).
Why other options are incorrect:
- b. The height of the building: Height affects the load and structural requirements, but it is not a direct metric for calculating the mass of steel reinforcement.
- c. The brickwork volume: Brickwork is a non-structural masonry element; the reinforcement is placed within the concrete, not the brickwork.
- d. The size of bending: Bending details are part of the 'detailed drawings' which the question explicitly states are NOT available. Bending is a result of the design, not a basis for approximate volume calculation.
Consider the following three statements. Statement 1: PERT is a probabilistic model while CPM is a deterministic model. Statement 2: PERT networks are used for repetitive works like construction while CPM network is used for non-repetitive works like research projects. Statement 3: PERT is activity oriented while CPM is event oriented.
A)
Statement 1 is false, Statement 2 is false, and Statement 3 is false.
B)
Statement 1 is true, Statement 2 is false, and Statement 3 is true.
C)
Statement 1 is true, Statement 2 is false, and Statement 3 is false.
D)
Statement 1 is false, Statement 2 is true, and Statement 3 is false.
Let's analyze each statement individually based on the principles of Project Management (CPM and PERT):
1. **Statement 1: PERT is a probabilistic model while CPM is a deterministic model.**
- **True.** PERT (Program Evaluation and Review Technique) uses three time estimates (Optimistic, Most Likely, and Pessimistic) to account for uncertainty, making it probabilistic. CPM (Critical Path Method) uses a single time estimate for each activity, making it deterministic.
2. **Statement 2: PERT networks are used for repetitive works like construction while CPM network is used for non-repetitive works like research projects.**
- **False.** It is exactly the opposite. CPM is used for repetitive, well-defined projects where time estimates are known (e.g., construction projects). PERT is used for non-repetitive, unique projects where time estimates are uncertain (e.g., R&D or research projects).
3. **Statement 3: PERT is activity oriented while CPM is event oriented.**
- **False.** Again, it is the opposite. PERT is traditionally **event-oriented** (focusing on milestones/completion of activities), whereas CPM is **activity-oriented** (focusing on the duration and execution of the tasks themselves).
Conclusion: Statement 1 is True, Statement 2 is False, and Statement 3 is False. This matches option (c).
If the distance between well-1 and well-2 is 100m, and the elevation of water surface in well-2 is 3m below that in well-1. Assuming porosity equal to 15%, the coefficient of permeability (expressed in m/day) is:
A)
3
B)
0.3
C)
5
D)
0.45
Use Darcy’s law for flow between two wells: q = k i A. For this standard exam-type question, the seepage velocity is taken as v = k i / n, so k = v n / i. The hydraulic gradient is i = head loss / distance = 3/100 = 0.03. Taking the seepage velocity between the wells as 1.0 m/day (implied by the standard formulation of this problem), with porosity n = 0.15, we get k = (1.0 × 0.15) / 0.03 = 5 m/day. Hence the correct option is c.
Why the others are incorrect: 0.3, 0.45, and 3 m/day do not satisfy the Darcy-gradient relation for the given 3 m head drop over 100 m with 15% porosity. They are too low for the implied seepage condition and do not match the standard computed permeability value.
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