Question 1

Brick Bonds – Alternate courses of stretchers and headers What is the name of the brick bond in which the wall is constructed with alternate courses consisting entirely of stretchers and entirely of headers?

Accepted Answer

Introduction / Context: Bonding patterns in brick masonry influence strength, appearance, and the distribution of joints. Two of the most common bonds are English and Flemish. Distinguishing them is a frequent exam topic because it affects coursing, quoins, and the need for closers. Given Data / Assumptions: One course is entirely stretchers (bricks laid lengthwise along the wall). The next course is entirely headers (bricks laid with their ends showing). Courses alternate throughout the height. Concept / Approach: English bond is defined by alternate courses of headers and stretchers, producing a robust bond with good transverse strength. Flemish bond, in contrast, mixes headers and stretchers in the same course in alternating sequence. Pure stretcher or header bonds are single-type coursing used for partition thickness or facing and need backing to achieve transverse stability. Step-by-Step Solution: Identify pattern: whole course of one type followed by whole course of the other.Match to bond name: English bond.Differentiate from Flemish: headers and stretchers alternate within each course, not by course. Verification / Alternative check: Standard bonding diagrams and IS code illustrations show English bond as alternate header/stretcher courses, with queen closers at quoins. Why Other Options Are Wrong: Flemish mixes in-course; stretcher or header bonds are single-type courses; rat-trap bond uses cavity orientation and is distinct. Common Pitfalls: Forgetting to provide closers in English bond at corners; confusing visual patterns between elevations and plan bonding. Final Answer: English bond

Question 2

Floor finishing practice in building construction: Rubbing a floor with oxalic acid is primarily done to make the surface…

Accepted Answer

Introduction / Context: During finishing of stone, terrazzo, or mosaic floors, the final appearance and maintainability depend on the polishing sequence and chemicals used. Oxalic acid is a traditional finishing agent used after mechanical grinding to refine the surface and enhance reflectivity. This question tests practical site knowledge about what oxalic acid rubbing actually achieves on a floor surface. Given Data / Assumptions: Substrate is typically terrazzo, mosaic, or marble, already mechanically ground. Oxalic acid is applied as an aqueous solution and rubbed with a polishing pad or machine. Objective is to improve the final look and clean minor stains of iron or cement scum. Concept / Approach: Oxalic acid is a mild organic acid that chelates certain metal ions (notably iron) and reacts slightly with the calcium-rich cement matrix or carbonate stone. In controlled amounts, it helps close micro-scratches formed during grinding, cleans surface efflorescence/scum, and enhances the optical smoothness, increasing specular reflectance. The result is a glossy, mirror-like appearance often called the “final shine.” It is not a structural process; durability and thickness uniformity are governed by mix design and installation, not by oxalic acid rubbing. Step-by-Step Solution: Recognize the operation stage: post-grinding finishing and stain removal.Identify chemical action: oxalic acid lightly reacts and cleans, allowing finer burnishing.Link surface micro-smoothness to increased gloss (higher reflectance).Conclude that “glossy” best describes the primary purpose of oxalic-acid rubbing. Verification / Alternative check: Standard terrazzo/marble finishing schedules list successive abrasive grits followed by oxalic-acid polishing or crystallization to produce a bright sheen. Site QS/BOQ descriptions also specify “final oxalic-acid polishing” for gloss. Why Other Options Are Wrong: Free from voids: Voids are controlled by mix, compaction, and grouting, not by acid rub.Durable: Durability relates to materials and curing; acid rub does not significantly change mechanical properties.Uniform thickness: Achieved during laying/grinding, not by chemical polishing.Non-slip: High gloss tends to reduce friction; anti-slip finishes are different treatments. Common Pitfalls: Overusing oxalic acid (can etch, discolor, or weaken the very top layer); assuming it seals voids or adds structural strength. Final Answer: Glossy (polished with a bright sheen).

Question 3

Basic structures: A wall constructed specifically to resist the lateral pressure of retained earth fill is called a…

Accepted Answer

Introduction / Context: Where earth is held back at a change in level—such as cut slopes, basement perimeters, or approach embankments—structures must resist the active earth pressure. Correct terminology matters for design, detailing, tender documents, and site instructions. This question distinguishes the generic wall designed to retain soil from similar-sounding elements. Given Data / Assumptions: The wall's primary function is to withstand lateral pressure of soil and any surcharge. Backfill may be granular or cohesive, drained or undrained. Common related terms include breast walls, parapets, buttresses, and counterforts. Concept / Approach: A retaining wall resists lateral earth pressure using its weight (gravity and semi-gravity types), stem/bases (cantilever type), or anchored/counterfort systems. Breast walls are often low retaining walls along hill roads but the generic, broad term for soil-retaining structures is “retaining wall.” Parapet walls are low upstand walls for safety or aesthetics and do not retain soil. A buttress is a projecting strut supporting a wall; a counterfort is a reinforced concrete web on the back of a retaining wall—both are components, not the generic name of the retaining structure. Step-by-Step Solution: Identify the intended function: resist earth pressure.Match function to the general term: retaining wall.Differentiate parts (buttress/counterfort) and non-retaining walls (parapet).Select “Retaining wall.” Verification / Alternative check: Textbooks and codes classify gravity, cantilever, counterfort, and anchored systems under the umbrella of retaining walls. Why Other Options Are Wrong: Breast wall: Often a specific application on hill roads; still a type of retaining wall, but the broad, correct generic term is “retaining wall.”Buttress/counterfort: Structural components, not the overall wall type.Parapet wall: Not designed to retain soil. Common Pitfalls: Using component names (buttress/counterfort) as if they were the wall type; confusing parapets with retaining structures because of similar geometry. Final Answer: Retaining wall.

Question 4

Piling terminology: Additional piles driven adjacent to existing vertical piles to increase the overall load-carrying capacity of the foundation are called…

Accepted Answer

Introduction / Context: Foundations supported on piles sometimes require augmentation when loading increases or when lateral forces become significant. Understanding the function and naming of auxiliary piles ensures correct specification and design checks for combined vertical and horizontal actions. Given Data / Assumptions: An existing arrangement includes vertical piles carrying gravity loads. Additional piles are proposed to enhance capacity/stability. Terminology options include construction, raking (batter), eccentric, and sinking piles. Concept / Approach: Raking (batter) piles are driven at an angle to the vertical. Their inclined geometry allows them to mobilize axial capacity to resist both vertical and significant horizontal components, effectively increasing overall system capacity under combined actions (e.g., due to wind, wave, or crane surge). Though vertical capacity can be improved by adding more vertical piles, raking piles are commonly added where lateral stability or uplift is also of concern. Other terms listed are either generic (construction piles), process-related (sinking piles), or geometric misplacements (eccentric piles), and do not specifically denote the load-augmentation function in typical practice. Step-by-Step Solution: Identify the objective: increase foundation capacity of a vertical-pile group.Recognize that batter piles add both vertical and lateral resistance due to axial action along the inclined axis.Map alternatives and eliminate those that are process/generic labels.Select “Raking (batter) piles.” Verification / Alternative check: Marine and bridge substructure designs commonly introduce raking piles to supplement vertical groups where lateral loads dominate; group analysis shows reduced pile-head shears and improved overall stiffness. Why Other Options Are Wrong: Construction piles: Not a functional category; refers to piles installed as part of construction.Eccentric piles: Nonstandard naming; eccentricity refers to loading, not a pile type.Sinking piles: Describes the driving/boring operation, not capacity augmentation.Relief piles: Term used in some contexts for drainage or unloading; not a standard capacity descriptor. Common Pitfalls: Assuming only vertical piles improve vertical capacity; in practice, batter piles efficiently share both vertical and horizontal components in demanding conditions. Final Answer: Raking (batter) piles.

Question 5

Concrete workability for vertical members: The generally recommended slump for reinforced concrete columns is

Accepted Answer

Introduction / Context: Slump is a simple field measure of concrete workability and consistency. Vertical elements like columns require enough workability for rebar congestion and proper compaction without segregation. Selecting an appropriate slump range is crucial for quality and speed of placement. Given Data / Assumptions: Reinforced concrete (R.C.) columns with typical reinforcement congestion. Conventional placement without excessive pumping distances or high-range water reducers, unless noted. Standard ambient site conditions. Concept / Approach: Columns need a moderate to moderately high slump to flow around vertical bars and ties, especially with narrow forms. Too low a slump risks honeycombing; too high risks segregation and bleed. A commonly recommended range for columns is around 75–125 mm, balancing placability and cohesion. Specific codes or mix designs (using admixtures) may permit higher slumps while maintaining stability, but the traditional target range remains 75–125 mm for general work without special modifiers. Step-by-Step Solution: Review member type: vertical, congested reinforcement → needs higher workability than slabs.Avoid extremes: very low slump impedes compaction; very high slump may segregate.Adopt standard practice window: 75–125 mm is widely accepted for columns.Select the option matching this range. Verification / Alternative check: Site specifications and handbooks list typical slump ranges: slabs/beams ~25–75 mm; columns ~75–125 mm; tremie underwater concreting much higher with anti-washout admixtures. Why Other Options Are Wrong: 25–50 or 25–75 mm: Often too stiff for congested column cages.50–100 mm: Borderline for many column details; may be insufficient.125–175 mm: Risk of segregation unless designed with special admixtures; not the general recommendation. Common Pitfalls: Chasing high slump by excess water instead of admixtures; ignoring that workability also depends on aggregate grading, shape, and admixture type. Final Answer: 75 to 125 mm.

Question 6

Masonry arches: The triangular area between any two adjacent arches and the common tangent to their crowns is termed the…

Accepted Answer

Introduction / Context: In multi-arch structures such as viaducts or arcades, specific regions of masonry have established names that relate to structural behavior and detailing. Recognizing these helps in reading drawings and performing quantity take-offs accurately. Given Data / Assumptions: Two adjacent arches share a common superstructure line tangent to their crowns. The zone of interest lies externally between the extradoses of the arches and that tangent. Conventional arch terminology applies (intrados, extrados, haunch, rise, soffit, spandrel). Concept / Approach: The spandrel is the space between the extrados (outer curve) of an arch and the wall or structure carried above. For adjacent arches under a common roadway or stringcourse, the spandrel between them is roughly triangular and bounded above by the line tangent to both crowns. The haunch refers to the zone between the crown and springing along the intrados; the soffit is the underside (intrados) of the arch; rise is the vertical distance from springing to crown—none describe the triangular external wedge between adjacent arches and the crown tangent. Step-by-Step Solution: Identify boundary: extrados of adjacent arches and common tangent at crowns.Recall definition: spandrel occupies the space between extrados and superstructure.Match geometry: triangular wedge aligns with spandrel region.Select “Spandrel.” Verification / Alternative check: Architectural references depict spandrel masonry filling these wedges to support the roadway or parapet above multi-span arches. Why Other Options Are Wrong: Haunch: Intrados-side zone, not the external wedge.Soffit: The underside surface of the arch.Rise: Dimensional term, not a region.Intrados fillet: Not a standard term for this wedge. Common Pitfalls: Confusing intrados-side haunch with the outer spandrel; mixing up geometric terms (rise) with spatial regions (spandrel). Final Answer: Spandrel.

Question 7

Brickwork terminology: The alignment of a cross joint exactly along the plumb line is called a…

Accepted Answer

Introduction / Context: Correct masonry terminology is essential for setting out, supervision, and measurement. Vertical alignment of cross joints affects both appearance and structural behavior in bonded brickwork. The term for a perfectly plumb vertical joint is routinely used on drawings and at site. Given Data / Assumptions: We are discussing brick masonry with alternating headers and stretchers. “Cross joint” refers to the vertical joint between bricks in adjacent units/courses. Plumb alignment is a desired quality criterion. Concept / Approach: “Perpend” denotes a vertical joint kept truly plumb. Good bonding practice staggers perpend alignment between consecutive courses to avoid continuous vertical lines that weaken the wall; however, within a course or specified pattern, individual perpends must be plumb. “Bed block” and “lintel” describe different elements, while “vertical line” and “string line” are generic words, not the masonry term of art. Step-by-Step Solution: Define the feature: a vertical mortar joint.Assign the masonry term: “perpend.”Differentiate from non-technical labels and unrelated components.Select “Perpend.” Verification / Alternative check: Masonry handbooks and site checklists specify “plumb perpend joints” as an acceptance criterion. Why Other Options Are Wrong: Bed block: Bearing block/stone, not a joint alignment.Lintel: Horizontal load-bearing member over openings.Vertical line/String line: Generic descriptors, not the formal term. Common Pitfalls: Letting perpends drift out of plumb, causing visual misalignment and potentially weak planes through the wall. Final Answer: Perpend.

Question 8

Brick footings: The permissible range of spread from the wall base to the outer edge of a brickwork foundation should not exceed (horizontal : vertical)…

Accepted Answer

Introduction / Context: Stepped brick footings widen the base of walls to reduce bearing pressure on soil. The offset per course and the overall batter must satisfy stability and constructability, keeping the resultant within the middle third and avoiding excessive overhangs that could lead to shear failure or cracking. Given Data / Assumptions: Brick masonry foundation built in steps (offsets). We consider the overall spread from wall base to foundation edge. Rules-of-thumb for batter and offset are used where detailed analysis is not required. Concept / Approach: Traditional practice limits the batter of brick footings so that the horizontal projection does not exceed the vertical rise in a 1:1 ratio. This keeps the load path compact, respects brick shear capacity, and facilitates good bonding without excessive cantilevering of courses. While specific offsets (e.g., quarter- or half-brick) may be specified per course, the overall constraint of approximately 1H:1V provides a safe geometric envelope for typical loads and bricks. Step-by-Step Solution: Identify the spread geometry: cumulative horizontal projection versus total vertical depth.Apply empirical limit: overall batter not steeper than 1H:1V.Ensure bond continuity and bearing within the middle third under service loads.Select “1 horizontal to 1 vertical.” Verification / Alternative check: Many handbooks for small works adopt this batter, with detailed checks (bearing pressure distribution, shear along joints) done where loads/soils demand more rigorous analysis. Why Other Options Are Wrong: 1/2H:1V or 2/3H:1V: Very conservative, may be permissible but not the typical upper limit referenced.2H:1V or 3H:1V: Excessive spread leads to weak offsets and poor load path. Common Pitfalls: Ignoring soil bearing capacity and water table; using large overhangs that are difficult to bond and prone to damage. Final Answer: 1 horizontal to 1 vertical.

Question 9

Brick bonds: The bond in which every course contains both headers and stretchers is known as…

Accepted Answer

Introduction / Context: Bonding patterns govern the structural interlock and appearance of brick masonry. Two classic bonds used in loadbearing and facing work are English and Flemish bonds. Knowing the difference supports correct specification, accurate quantity surveying, and quality control on site. Given Data / Assumptions: Courses are horizontal layers of bricks. Headers show the brick's short face; stretchers show the long face. Bond types are defined by the arrangement of headers and stretchers within and between courses. Concept / Approach: In Flemish bond, each course alternates headers and stretchers along its length, and headers in one course are centered over stretchers in the course below (and vice versa). English bond, by contrast, alternates full courses of headers with full courses of stretchers. “Russian” and “mixed” are not standard loadbearing bond names in common practice; garden-wall bonds are variants for half-brick walls, not the general two-brick-thick construction implied here. Step-by-Step Solution: Identify the defining phrase: both headers and stretchers appear in every course.Map to bond type: this is Flemish bond.Exclude English bond which alternates by course rather than within a course.Select “Flemish bond.” Verification / Alternative check: Illustrations in building construction texts show the distinctive Flemish pattern, valued for aesthetics on facades. Why Other Options Are Wrong: English bond: Headers and stretchers in separate courses, not in the same course.Russian/Mixed: Nonstandard or vague labels.English garden wall bond: A variant for thinner walls, not the general definition in the question. Common Pitfalls: Confusing “course-by-course alternation” (English) with “within-course alternation” (Flemish). Final Answer: Flemish bond.

Question 10

Grillage foundations (steel): The clear distance between the flanges of adjacent grillage beams is generally kept…

Accepted Answer

Introduction / Context: Grillage foundations use tiers of steel beams encased in concrete to spread heavy column loads over soils with limited bearing capacity. Proper spacing of beams controls concrete confinement, shear transfer, and ease of concreting while minimizing steel usage. Given Data / Assumptions: Steel grillage with flanged sections (e.g., I-beams). Beams arranged in one or more tiers and embedded in concrete. Objective: achieve uniform load dispersion and adequate concrete flow between beams. Concept / Approach: A practical rule is to keep the clear spacing between adjacent flanges approximately equal to the flange width. This spacing balances two needs: sufficient concrete between beams for effective load sharing and encasement, and compact footprint to limit foundation size. Too little spacing hampers concrete placement and creates weak planes; too much spacing wastes plan area and can lead to uneven stress distribution in the concrete mass. Step-by-Step Solution: Relate beam geometry to concrete flow requirements.Apply the spacing rule-of-thumb: clear gap ≈ flange width.Ensure adequate cover and shear keys per detailing standards.Select “Equal to the flange width.” Verification / Alternative check: Standard detailing guides and BOQ descriptions for steel grillage typically specify clear spacing equal to flange width (subject to minimum cover and constructability checks). Why Other Options Are Wrong: Fixed 40 cm: Not universally appropriate; depends on section size.Twice or half flange width: Either spreads too far or too close for general practice.“Maximum of …”: Not a design principle. Common Pitfalls: Ignoring concrete cover and compaction clearances; forgetting that unequal spacing may cause uneven load transfer. Final Answer: Equal to the flange width.

Question 11

Soil investigation – tube boring method: Which of the following features are essential to the traditional tube-boring setup?

Accepted Answer

Introduction / Context: For shallow geotechnical investigations in soft soils, simple tube-boring (also called shell and auger variants) provides disturbed samples and stratification indications. Knowing the basic components and sequence of operation helps plan low-cost site explorations where rotary rigs are unnecessary. Given Data / Assumptions: A cylindrical tube sampler with cutting edge is used. A check (flap) valve at the bottom retains soil during withdrawal. The setup uses a tripod, pulley, and rope for handling. A casing is advanced to stabilize the bore as depth increases. Concept / Approach: The cutting shoe at the tube tip shears soil; the flap valve prevents loss of material as the tube is hoisted. The tripod-and-pulley arrangement allows repeated drops under gravity to penetrate further. A surrounding casing prevents collapse of the borehole walls and reduces contamination. Together, these elements constitute the essential features of the classic tube-boring method for near-surface profiling and sampling. Step-by-Step Solution: Confirm each listed item is part of the standard setup: cutting-edge tube, flap valve, tripod-and-pulley handling, and gravity drop inside a driven casing.Recognize that all are complementary and collectively necessary for efficient operation.Therefore the comprehensive choice is “All of the above.” Verification / Alternative check: Geotechnical field manuals illustrate similar assemblies for wash/auger/tube boring with casing advancement and simple lifting gear. Why Other Options Are Wrong: Any single item alone cannot ensure successful boring and sample retrieval; the method relies on the combined system. Common Pitfalls: Operating without casing in loose soils (leads to collapse); omitting the flap valve (sample loss); using inadequate lifting gear (safety hazard). Final Answer: All of the above.

Question 12

Foundation engineering — typical safe bearing capacity (SBC) range for black cotton soil In routine building design practice, the safe bearing capacity of expansive black cotton soil is generally taken to lie within which of the following ranges (in…

Accepted Answer

Introduction / Context: Black cotton soil is an expansive clay that undergoes large swelling and shrinkage with moisture changes. For shallow foundations, designers adopt conservative safe bearing capacity (SBC) values to limit settlement and mitigate seasonal movement risk. Knowing the usual SBC range helps in early sizing and feasibility decisions. Given Data / Assumptions: Near-surface, natural condition black cotton soil without extensive ground improvement. Shallow foundation context (footings/rafts), typical serviceability criteria. Conventional safety factors and empirical ranges used in preliminary design. Concept / Approach: Expansive clays generally have lower allowable pressures than dense sands or stiff clays because of low shear strength in the wet season and high compressibility. For black cotton soil, many handbooks indicate a cautious SBC window around 5 to 7.5 t/m² for preliminary design unless improved. Lower values like 2–3 t/m² can occur in very soft conditions; higher values (8–12 t/m²) are more typical of competent clays/sands or improved ground. Step-by-Step Solution: Identify soil: expansive clay → adopt conservative SBC.Consult typical ranges used in practice → 5–7.5 t/m² frequently cited for preliminary sizing.Select the range that best matches general guidance → 5 to 7.5 t/m². Verification / Alternative check: Settlement calculations using undrained shear parameters and compressibility often corroborate that higher contact pressures are risky without improvement or deep foundations in expansive clays. Why Other Options Are Wrong: 2–3 t/m² is overly low for typical undisturbed sites unless soils are very soft. 8–10 and 10–12 t/m² are optimistic for expansive clay unless treated or on stiff crusts. Common Pitfalls: Ignoring seasonal moisture variation; SBC must ensure performance in the wettest condition. Using high values from point tests without consolidation and swell considerations. Final Answer: 5 to 7.5 t/m².

Question 13

Brick bonding — small piece used at the end of a course to stagger vertical joints In masonry bonding, what is the name of the piece of brick used at the end of a course so that vertical joints in successive courses are staggered (i.e., bonds are pr…

Accepted Answer

Introduction / Context: Good brick bonds require vertical joints to be staggered between adjacent courses. To achieve this near quoins and openings, masons use cut pieces that ensure proper overlap. Getting the terminology right prevents confusion during setting out and measurement. Given Data / Assumptions: Standard brickwork with English/Flemish bonds. Course ends require adjustments for joint staggering. Use of conventional cut units is allowed. Concept / Approach: A closer is a portion of a brick cut longitudinally (most commonly a queen closer, half the width) placed next to the quoin header or stretcher to break joints. A bat is a piece cut transversely (e.g., half bat, three-quarter bat). Headers and stretchers describe orientation, not cut purpose. Hence the end piece that ensures bond is a closer. Step-by-Step Solution: Identify need: stagger joints at course ends.Select cut type that adjusts longitudinal length → closer.Confirm roles: bats adjust course length; closers adjust bond near corners. Verification / Alternative check: Bond diagrams show queen closers placed next to quoin headers in English bond, ensuring proper overlap. Why Other Options Are Wrong: Bat adjusts length but is not the standard piece for bond at quoins. Header/stretcher indicate face orientation, not cutting for bond. Common Pitfalls: Confusing bats with closers; both are cut bricks but serve different purposes. Final Answer: Closer.

Question 14

Pile foundations — typical situations where piles are preferred For which of the following site/structure conditions are pile foundations particularly suitable in civil engineering practice?

Accepted Answer

Introduction / Context: Pile foundations transfer loads to deeper, stronger strata or mobilize skin friction when near-surface soils are weak or problematic. Recognizing appropriate use-cases is fundamental in foundation selection. Given Data / Assumptions: Normal building/bridge loads considered. Shallow soils may be weak, compressible, or submerged. Economic and constructibility aspects are typical. Concept / Approach: Piles are widely adopted in waterlogged soils where excavations for shallow footings are impractical and effective stress is low. They can also serve under multistorey buildings that require deep bearing strata; however, as a single best answer, “waterlogged soils” is the classical textbook case highlighting the advantage of piles over shallow excavations in wet ground. Step-by-Step Solution: Identify soil problem: waterlogging makes shallow foundations difficult.Use deep piles to bypass weak, saturated layers and reach competent strata.Conclude “Waterlogged soils” as the most directly suitable condition among the options. Verification / Alternative check: Construction in tidal/riverine zones and high-water-table urban sites commonly relies on piles for both capacity and constructibility. Why Other Options Are Wrong: Soft rock may accept socketed piles but is not the single defining use-case. Compact soils usually permit economical shallow foundations. Multistoreyed buildings often use piles, but the question seeks a soil condition rather than a structural type. Common Pitfalls: Equating “deep foundation” automatically with high-rise; soil profile is the driver. Final Answer: Waterlogged soils.

Question 15

Hospital planning — essential spatial considerations for functional design When designing a hospital layout, which of the following planning considerations are correct and should be incorporated to ensure hygiene, access control, and efficient patie…

Accepted Answer

Introduction / Context: Health-care facilities require specialized planning to protect sterile areas, separate clean and dirty flows, and manage public access while ensuring rapid emergency response. The statements listed reflect standard functional requirements in hospital architecture and planning. Given Data / Assumptions: General hospital with in-patient wards, OT complex, emergency, and mortuary. Need for infection control and efficient circulation. Zoning for privacy, noise control, and safety. Concept / Approach: Operation theatres require a controlled, sterilized zone with limited access, located near wards to minimize patient transfer time. Mortuaries should be discreet and isolated from main public flows. Emergency/casualty needs a separate, directly accessible entrance for ambulances and triage to prevent congestion and cross-traffic with routine hospital functions. Step-by-Step Solution: Validate OT requirement: sterile, controlled access, proximity to wards → correct.Validate mortuary zoning: segregation and dedicated PM room → correct.Validate emergency access: dedicated entrance and triage bay → correct.Therefore, select “All of the above”. Verification / Alternative check: Hospital planning guidelines and accreditation standards mandate zoning and access controls consistent with these statements. Why Other Options Are Wrong: The individual options are all true; picking any single one would be incomplete. Common Pitfalls: Locating OT far from wards, increasing transfer times and risks. Routing emergency arrivals through public lobbies, causing delays. Final Answer: All of the above.

Question 16

Wall thickness nomenclature — nominal thickness of a one-brick wall (in millimetres) In standard modular brick masonry, what is the nominal thickness (in mm) of a one-brick thick wall including mortar joints, as used in drawings and specifications?

Accepted Answer

Introduction / Context: Masonry wall thickness is often specified by “half-brick”, “one-brick”, “one-and-a-half brick”, etc. For quantity estimation and detailing, these correspond to standard nominal dimensions including mortar joints, not just the unit size. Given Data / Assumptions: Standard modular brick size around 190 × 90 × 90 mm. Mortar joint thickness about 10 mm. Nominal dimensions used for specification. Concept / Approach: A one-brick wall is nominally 200 mm thick (i.e., length of a standard brick plus mortar). By contrast, a half-brick wall is about 100 mm, and a three-quarter-brick wall about 150 mm. The 190 mm option corresponds roughly to the unit length without the joint and is not the nominal wall thickness used for specification. Step-by-Step Solution: Define “one-brick” thickness = brick length + mortar ≈ 190 + 10 = 200 mm.Compare with other nominal categories: half-brick ≈ 100 mm; three-quarter ≈ 150 mm.Select nominal specification value → 200 mm. Verification / Alternative check: Schedules of rates and building specs typically list one-brick walls as 200 mm nominal for BOQ and drawings. Why Other Options Are Wrong: 90 mm and 150 mm correspond to half and three-quarter brick categories. 190 mm omits the mortar allowance and is not the nominal specification. Common Pitfalls: Mixing unit dimensions with wall thickness nomenclature including joints. Final Answer: 200 mm.

Question 17

Fire protection (NBC) — minimum spacing of external fire hydrants on water mains As per typical National Building Code practice, external fire hydrants along water mains are to be provided at minimum intervals of approximately:

Accepted Answer

Introduction / Context: Fire-fighting infrastructure depends on ready access to hydrants with adequate pressure and flow. The spacing along roadways and around buildings ensures hose-reach coverage for fire appliances without excessive hose lengths or pressure losses. Given Data / Assumptions: External (yard) hydrants serving building perimeters/streets. Typical NBC guidance for minimum spacing. Standard hose lengths and operational reach. Concept / Approach: Codes adopt hydrant spacing to balance coverage and cost. A commonly cited minimum interval is about 90 m, allowing overlapping coverage by adjacent hydrants and alignment with typical hose lengths on fire engines. Closer spacing may be required in high-hazard zones; wider spacing risks inadequate reach or delayed suppression. Step-by-Step Solution: Identify code intent: ensure reliable access around the site.Recall typical NBC interval → approximately 90 m.Select the corresponding option. Verification / Alternative check: Fire safety planning handbooks and municipal standards frequently align with ~90 m spacing, subject to hazard category and local bylaws. Why Other Options Are Wrong: 50–75 m are more stringent than the usual minimum baseline (sometimes used for special risks). 60 m is not a standard baseline figure in many NBC-derived schedules. Common Pitfalls: Ignoring site obstructions that may necessitate closer spacing despite code minima. Final Answer: 90 m.

Question 18

Building services — recommended outward slope for verandah floors (drainage fall) For proper drainage away from the building, what outward slope is commonly recommended for verandah floors?

Accepted Answer

Introduction / Context: Horizontal exterior surfaces adjacent to buildings must be detailed with a slight fall to shed rainwater quickly and prevent water ingress. Verandahs, being semi-external, need a clear outward slope for drainage and slip safety. Given Data / Assumptions: Standard ceramic/stone/trowelled finishes on verandah floors. Moderate rainfall conditions. Conventional practice without special drainage channels. Concept / Approach: A fall of about 1 in 40 is widely used for verandahs and balconies—steep enough to move water off the surface rapidly, yet gentle enough for comfortable walking and furniture placement. Flatter slopes like 1 in 60 or 1 in 100 may leave lingering puddles; steeper slopes can be noticeable underfoot and complicate thresholds. Step-by-Step Solution: Set design objective: quick runoff, minimal ponding.Select practical slope: approximately 1 vertical to 40 horizontal.Confirm usability and constructability: within comfortable walking limits. Verification / Alternative check: Manufacturer guidance for exterior tiles and balcony standards commonly recommend falls in the 1:40–1:60 range; 1:40 is a robust choice for verandahs. Why Other Options Are Wrong: Flatter slopes (1:50 to 1:100) risk ponding depending on finish tolerance. Steeper slopes than 1:40 are uncommon for general verandahs unless required by site conditions. Common Pitfalls: Laying finishes without check screeds—actual slope may end up flatter than intended. Final Answer: 1 in 40.

Question 19

Door and window frames — name of the small projections at the head and sill In timber door/window frames, the short projections that extend beyond the masonry opening at the head and sill to key the frame into the wall during construction are called:

Accepted Answer

Introduction / Context: Timber frames often include details that help secure them within masonry openings. Knowing these parts improves coordination between carpentry and masonry trades and ensures durable fixing. Given Data / Assumptions: Conventional timber door/window frames. Masonry wall openings prepared to receive frames. Traditional methods without proprietary anchors. Concept / Approach: Horns are the short extensions at the top and bottom ends of the frame members, left long to be built into the masonry or trimmed after fixing. A transom is a horizontal member dividing a window vertically; stops are small rebates that the shutter closes against; chocks are temporary wedges used during fixing and not a standard frame component name. Step-by-Step Solution: Identify permanent projection used for keying → horns.Differentiate from transom (internal member), stop (rebate), and chock (temporary wedge).Select “Horns”. Verification / Alternative check: Carpentry details in building manuals specify horns for fixing frames in masonry, often later trimmed flush after construction. Why Other Options Are Wrong: Transoms subdivide fenestration; not projections. Stops are rebates for shutter closure. Chocks are temporary aids, not frame features. Common Pitfalls: Removing horns prematurely before masonry has set, weakening the fix. Final Answer: Horns.

Question 20

Site exploration — material where rotary drilling is generally the fastest For which type of soil/ground condition is rotary drilling typically the fastest and most efficient during geotechnical site investigation?

Accepted Answer

Introduction / Context: Choosing the right drilling technique affects speed, cost, and data quality in subsurface investigations. Rotary drilling performance varies with formation type due to cuttings removal, bit interaction, and borehole stability considerations. Given Data / Assumptions: Standard rotary rigs with appropriate bits and circulation (water/air/mud). Goal is production rate (penetration speed) with acceptable sample recovery. Comparing general soil categories, not specialized rock coring rigs. Concept / Approach: In clean to slightly silty sands, rotary augers or rotary wash methods typically achieve very high penetration rates due to easy cutting and efficient cuttings removal. In stiff clays, penetration is moderate and may ball up the bit; in rocky formations, rotary coring can be slow because progress depends on bit wear and fracture toughness of rock (unless using down-the-hole hammers in specific contexts). Hence, sandy soil is generally the fastest for rotary methods in routine geotechnical work. Step-by-Step Solution: Assess sand: low cohesion, rapid cutting → high advance rate.Assess clay: stickiness and swelling can slow bit and require mud control.Assess rock: requires coring/hammering → slower, tool wear higher.Select “Sandy soil”. Verification / Alternative check: Production logs from site investigations often show peak ROP (rate of penetration) in sandy layers compared with stiff clays and intact rock. Why Other Options Are Wrong: Rock drilling is slower due to coring requirements and bit wear. Clay can be problematic due to balling and stability issues. “All of these” is incorrect because speeds vary significantly. Common Pitfalls: Assuming uniform behavior across sands; very loose saturated sands may need casing. Final Answer: Sandy soil.

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