Question 1

Standard BOD₅ test condition: The 5-day Biochemical Oxygen Demand (BOD₅) of wastewater is conventionally measured at which incubation temperature?

Accepted Answer

Introduction / Context: BOD₅ is a fundamental indicator of biodegradable organic strength in wastewater. Standardizing the incubation temperature ensures comparability of results across laboratories and seasons by controlling microbial activity and oxygen solubility. Given Data / Assumptions: Conventional 5-day BOD test. Dark incubation to prevent photosynthesis. Standard dilution water and seed where required. Concept / Approach: International practice has settled on 20°C for five days as a practical compromise reflecting historical European conditions where the test originated. This temperature provides reproducible microbial kinetics and oxygen saturation properties suitable for routine analysis. Step-by-Step Solution: Recall the standard condition: BOD₅ at 20°C for 5 days.Compare to options and select 20°C. Verification / Alternative check: Standard methods and textbooks explicitly state 20°C as the incubation temperature for BOD₅, confirming the choice. Why Other Options Are Wrong: 0°C and 15°C: too cold; metabolic rates suppressed and results not comparable.25°C or higher: accelerates microbial activity, deviating from standard. Common Pitfalls: Confusing BOD₅ (5 days at 20°C) with other biochemical tests run at different temperatures. Not ensuring darkness, leading to oxygen production by algae. Final Answer: 20°C

Question 2

Septic tank design statements: Identify the incorrect statement about common detailing and dimensions for household septic tanks.

Accepted Answer

Introduction / Context: Septic tanks require careful internal geometry to separate scum, sludge, and clarified effluent, and to protect the outlet from scum carryover. Exam questions often test which dimensional statements align with accepted practice and which do not. Given Data / Assumptions: Domestic septic tank serving a single dwelling. Typical design targets: adequate freeboard, proper inlet/outlet inverts, and practical plan dimensions. Concept / Approach: Accepted practice includes maintaining a small head difference with outlet invert lower than inlet invert (to drive flow), providing a modest clear gap under the cover slab for scum and ventilation, and ensuring minimum width for constructability (often about 0.9 m). However, depth is not fixed to equal the width; effective liquid depth is generally in the range of roughly 1.0–1.8 m depending on design flows and retention time. Step-by-Step Solution: Check statement (a): ~7.5 cm gap under the slab above scum is common practice.Check statement (b): Outlet invert set 5–7.5 cm below inlet invert is typical to prevent backflow and maintain gradient.Check statement (c): Minimum width ≈ 90 cm aligns with standard small-tank practice.Check statement (d): Equating depth to width is not a rule and generally incorrect; depth depends on hydraulic detention and sludge storage, not plan width. Verification / Alternative check: Practical design guides and building codes for on-site sanitation reflect similar numeric guidance, confirming which statements are acceptable and which are not. Why Other Options Are Wrong: Options (a)–(c) are consistent with widely used detailing. Option (e) is false because one statement is indeed incorrect. Common Pitfalls: Assuming a square proportion rule; septic tank depth is set by detention time and sludge storage needs. Omitting baffles/tees, which are essential regardless of the plan proportions. Final Answer: Depth of the tank should be kept equal to its width

Question 3

Sewerage design practice: For which component is a design period of 40–50 years typically adopted in municipal sewer planning?

Accepted Answer

Introduction / Context: In municipal sewerage planning, different components are assigned different design periods based on cost, durability, accessibility, and ease of augmentation. Understanding which assets warrant the longest horizon is essential for reliable, cost-effective infrastructure. Given Data / Assumptions: The question refers to common practice in urban sewer system planning. Design period means the planning horizon over which the capacity is expected to remain adequate with reasonable growth assumptions. System elements considered: branch (lateral) sewers, main sewers, and trunk sewers. Concept / Approach: Large, deep, and strategically located conduits are expensive and disruptive to replace or upsize. Therefore, longer design periods are adopted for such elements. Smaller, more accessible elements that can be replicated or paralleled may use shorter horizons. Step-by-Step Solution: 1) Identify components by hierarchy: branch (local), main (collectors), trunk (primary interceptors).2) Consider replacement/augmentation difficulty: trunk sewers are deepest, largest, and most disruptive to upgrade.3) Assign typical horizons: laterals often 15–20 years; mains about 25–30 years; trunk/interceptor sewers 40–50 years.4) Select the component matching 40–50 years: trunk sewers. Verification / Alternative check: Design manuals commonly recommend the longest period for trunk or interceptor sewers for lifecycle economy and to minimize repeated large-scale urban disruptions. Why Other Options Are Wrong: Branch sewers: Typically shorter horizons; easier to relay or parallel.Main sewers: Intermediate horizons; still easier to augment than trunk lines.All of the above / Pumping mains only: Do not reflect the differentiated practice by hierarchy. Common Pitfalls: Assuming a single universal design period for an entire network. Ignoring practical constraints like depth, traffic, and urban density. Final Answer: Trunk sewers

Question 4

Sewage lifting equipment selection: Which pump type is most widely used for pumping municipal sewage?

Accepted Answer

Introduction / Context: Pumping raw sewage requires handling solids, variable flow, and abrasive materials with high reliability. The choice of pump impacts maintenance, energy use, and system resilience in wastewater collection and transfer stations. Given Data / Assumptions: Municipal sewage with suspended solids and rags. Typical wet-well lift stations and transfer pumping. Standardized commercial pump availability. Concept / Approach: Centrifugal pumps—especially non-clog and vortex designs—offer robust performance with relatively simple mechanics, smooth flow, and broad operating ranges. They dominate wastewater applications due to ease of installation, lower cost per unit capacity, and adaptability to submersible and dry-pit configurations. Step-by-Step Solution: 1) List common pump types for sewage: centrifugal (end-suction, submersible non-clog), reciprocating (piston/diaphragm), pneumatic ejectors, and specialty pumps.2) Compare suitability: ability to pass solids, efficiency at the duty point, maintenance requirements, and reliability.3) Centrifugal non-clog/vortex pumps best satisfy these criteria for most municipal duties.4) Therefore, the most widely used pump is the centrifugal pump. Verification / Alternative check: Industry practice and procurement records show a predominance of submersible and dry-pit centrifugal pumps in lift stations worldwide. Why Other Options Are Wrong: Reciprocating pumps: Good for metering/sludge but not common for large sewage lift duty.Pneumatic ejector / Air pressure pump: Niche uses; higher O&M complexity.Axial-flow propeller pumps: Used for very high flows and low heads, but not the most common overall. Common Pitfalls: Confusing sludge pumps with raw sewage pumps. Undervaluing solids-handling impeller designs (non-clog, vortex). Final Answer: Centrifugal pump

Question 5

Manhole spacing standards: According to common Indian practice, what is the maximum spacing of manholes for sewers up to 0.3 m diameter?

Accepted Answer

Introduction / Context: Manholes provide access for inspection, cleaning, and maintenance of sewer lines. Their spacing is a key design parameter balancing operational needs with construction cost and street congestion. Given Data / Assumptions: Sewer diameter ≤ 0.3 m (300 mm). Reference to Indian practice (common guidelines and standards). Urban conditions requiring periodic access points. Concept / Approach: Smaller sewers are harder to maintain with long reaches because cleaning tools and rodding lengths are limited. Therefore, tighter spacing (around 30 m) is typically adopted for small diameters, with larger spacing permitted as diameter increases. Step-by-Step Solution: 1) Identify the diameter class: ≤ 300 mm.2) Recall typical guidance: spacing about 30 m for small sewers.3) Choose the value that matches established practice: 30 m. Verification / Alternative check: Many municipal specifications and IS-based schedules use approximately 30 m spacing for small diameter sewers, increasing to 60–90 m as diameters grow and mechanical cleaning becomes easier. Why Other Options Are Wrong: 20 m: Very conservative; increases cost without proportional benefit.45 m or 75 m: Too large for small sewers; hinders maintenance.15 m: Unnecessarily close for standard urban stretches. Common Pitfalls: Using the same spacing irrespective of diameter and alignment features. Ignoring bends, junctions, and gradient changes that also require manholes. Final Answer: 30 m

Question 6

Sanitation terminology clarification: “Sullage” (wastewater excluding human excreta) does NOT include wastewater from which household source?

Accepted Answer

Introduction / Context: Sanitation engineering distinguishes between blackwater (containing human excreta) and greywater (also called sullage) that originates from non-toilet fixtures. Proper classification influences system design, treatment requirements, and reuse options. Given Data / Assumptions: Household wastewater streams considered: wash basins, bathrooms, kitchen sinks, laundry, and toilets. Terminology: “sullage” or greywater excludes human excreta. Concept / Approach: Greywater/sullage is typically lower in pathogens and organics than blackwater and may be treated and reused more readily. Toilet wastewater (blackwater) contains fecal matter and urine and demands higher treatment standards. Step-by-Step Solution: 1) Define sullage: wastewater from non-toilet uses (baths, basins, kitchens, laundry).2) Identify the source that contains human excreta: toilets.3) Therefore, sullage does not include toilet wastewater. Verification / Alternative check: Design codes and decentralized wastewater guidelines consistently classify toilet discharge as blackwater, separate from sullage/greywater streams. Why Other Options Are Wrong: Wash basins, bathrooms, kitchens, laundry: All produce greywater; contaminants include soap, oils, and food particles but no fecal matter by design. Common Pitfalls: Confusing the terms “sludge” (settled solids in treatment units) and “sullage” (greywater). Assuming kitchen wastewater is blackwater; it is greywater but often grease-rich. Final Answer: Toilets

Question 7

Hydraulic self-cleansing criterion: What is a commonly adopted self-cleansing velocity for water flowing in pipelines to avoid deposition?

Accepted Answer

Introduction / Context: Self-cleansing velocity is the minimum velocity that keeps particles from settling in a conduit. For clean water pipelines, maintaining adequate velocity prevents sediment accumulation, biofilm growth, and service degradation. Given Data / Assumptions: Clean water or relatively low-solids flow in closed pipelines. Typical municipal practice values. Objective: avoid deposition under normal operation. Concept / Approach: Empirical practice suggests about 1.0 m/s as a practical target for water pipelines to discourage deposition and maintain freshness. Higher velocities increase headloss and energy consumption, whereas lower velocities may allow settling and growth. Step-by-Step Solution: 1) Identify the operational trade-off between energy use and cleanliness.2) Note that 1.0 m/s is a widely cited benchmark for potable water mains.3) Choose 1.00 m/s as the self-cleansing velocity. Verification / Alternative check: Network design guides often recommend 0.6–1.0 m/s minimums, with 1.0 m/s a convenient round target for routine flushing and distribution performance. Why Other Options Are Wrong: 0.25 or 0.50 m/s: Typically too low; risk of deposition increases.2.00 or 1.75 m/s: Possible for scouring/line flushing but not economical as a continuous design minimum. Common Pitfalls: Confusing self-cleansing velocity of water pipelines with that of sanitary sewers (which consider grit and organics). Designing to excessive velocities that waste energy. Final Answer: 1.00 m/s

Question 8

Preliminary treatment equipment: What is the typical clear spacing (opening) used for fine screens in sewage treatment works?

Accepted Answer

Introduction / Context: Bar racks and screens remove coarse and fine debris at the headworks of wastewater treatment plants, protecting downstream pumps and processes. Fine screen opening size directly affects capture efficiency and headloss. Given Data / Assumptions: Mechanical fine screens used after coarse screens or bar racks. Clear spacing refers to the opening between bars or perforations. Concept / Approach: Common fine screens have openings in the range of 3–5 mm for municipal applications, balancing debris removal with acceptable headloss and maintenance. Micro-screens with sub-millimeter openings exist but are specialized. Step-by-Step Solution: 1) Recognize equipment class: fine screens, not coarse bar racks.2) Recall typical opening ranges: fine 3–5 mm; coarse 20–50 mm; medium 6–12 mm.3) Select 3–5 mm as the standard fine screen spacing. Verification / Alternative check: Manufacturers’ catalogs and design manuals consistently list 3–5 mm clear spacing for municipal fine screens, matching typical headworks layouts. Why Other Options Are Wrong: 2–3 mm: Micro-fine; higher headloss and maintenance.5–8 or 8–10 mm: Coarser than standard fine screens; may be termed medium screens.10–15 mm: Too coarse for “fine” classification. Common Pitfalls: Confusing perforated plate openings with bar clear spacing—both are reported as clear openings. Ignoring headloss increase with smaller openings. Final Answer: 3 to 5 mm

Question 9

Allowance for future uncertainty: Why are sewer pipes often designed for maximum discharge with about 25%–33% vacant cross-sectional area?

Accepted Answer

Introduction / Context: Sewer design includes an allowance above the calculated full-flow area. This reserve capacity addresses uncertainties that can arise over the service life of the asset and reduces the risk of surcharge and overflows. Given Data / Assumptions: Design for maximum discharge with 25%–33% vacant section at peak conditions. Potential uncertainties: infiltration/inflow, growth, and flow estimation error. Concept / Approach: Because sewers are capital-intensive and difficult to upsize, modest headroom in capacity is economical insurance. It helps absorb peak wet-weather inflows, unplanned connections, and modeling uncertainties without immediate upgrades. Step-by-Step Solution: 1) Identify risk sources: infiltration/inflow during storms, demographic growth, misestimation of peaking factors.2) Recognize that a 25%–33% vacant area at design peak gives hydraulic margin before full-flow and surcharge.3) Conclude that all listed reasons justify the allowance. Verification / Alternative check: Utility standards often embed safety factors or residual capacity targets in new sewer design, confirming the multi-factor rationale. Why Other Options Are Wrong: Options A–C individually cover valid reasons, but the practice is motivated by all of them together.Option E: Reducing energy losses is not the primary justification for vacant area. Common Pitfalls: Confusing vacant area with normal part-flow operation; the allowance refers to peak design checks. Assuming an excessive oversize which can cause deposition at ordinary flows. Final Answer: All of the above

Question 10

Scope of water-carried sewerage systems: Which flows are removed by a water-carried sewerage system under combined or comprehensive schemes?

Accepted Answer

Introduction / Context: Municipal sewerage may be designed as combined systems (carrying sanitary, industrial, and storm flows) or as separate systems (sanitary/industrial separate from stormwater). Understanding what a water-carried system can include is foundational to planning and design. Given Data / Assumptions: General concept question about the scope of a sewerage system. “Water-carried” denotes pipe-conveyed flows. Concept / Approach: Combined systems carry sanitary (domestic), industrial wastewater, and storm runoff in the same conduits, whereas separate systems place storm drainage in a distinct network. The question asks about overall capability rather than a specific scheme, so the inclusive option is correct. Step-by-Step Solution: 1) Identify standard categories: domestic, industrial, storm.2) Recognize that water-carried systems are built for any or all of these categories depending on local policy.3) Therefore, the comprehensive answer is that such systems remove all of these flows. Verification / Alternative check: Historical cities widely used combined sewers; modern practice often adopts separate sewers but still uses water-carried pipes for each flow type. Why Other Options Are Wrong: Options A–C restrict the scope to a single category, which is incomplete.Option E: Groundwater is not intentionally carried; infiltration is a nuisance flow. Common Pitfalls: Confusing “combined” with “water-carried”—the former is a configuration, the latter is a conveyance mode. Assuming industrial discharges are always prohibited; many are accepted with pretreatment. Final Answer: All of the above (domestic, industrial, and storm flows)

Question 11

Asset planning horizon: What design period (in years) is commonly adopted for sewage pumping plants?

Accepted Answer

Introduction / Context: Pumping plants in sewerage systems include pumps, motors, controls, and wet-well structures. Unlike deep trunk sewers, these electromechanical assets are replaced or upgraded more frequently and thus have shorter design periods. Given Data / Assumptions: Pumping plants serve lift stations or transfer stations for sewage. Design period implies planned adequacy of capacity before reinvestment. Electromechanical equipment has finite service life and can be replaced with less disruption than buried trunk sewers. Concept / Approach: Because technology, energy efficiency, and flow projections change rapidly, shorter horizons (5–10 years) provide flexibility. Civil structures (wet wells/buildings) may be designed for longer, but pump sizing and number are staged to meet nearer-term needs. Step-by-Step Solution: 1) Compare to pipelines: pumps are more easily replaced and upgraded.2) Consider life-cycle: motor and pump overhaul cycles often fall within a decade.3) Choose a design period reflecting practical planning: 5 to 10 years. Verification / Alternative check: Capital improvement programs often schedule pump replacements or capacity increases within 10-year windows aligned with population growth increments. Why Other Options Are Wrong: 1–5 years: Too short for capital planning; would force excessive reinvestment.15–25 years: More suited to gravity sewers and major civil works, not rotating equipment. Common Pitfalls: Applying long pipeline horizons to electromechanical assets. Ignoring staging (adding parallel units later) to match demand growth. Final Answer: 5 to 10 years

Question 12

Chezy’s formula for uniform flow: In V = C r s, on what does the Chezy constant C primarily depend?

Accepted Answer

Introduction / Context: Chezy’s formula, V = C * sqrt(R * S), is a classic relation for mean velocity in open channels and partially full conduits. The empirical constant C encapsulates resistance characteristics of the flow system. Given Data / Assumptions: V: mean velocity; R: hydraulic radius; S: slope of energy grade line. C: dimensioned coefficient reflecting resistance. Application to sewers flowing partially full or as open channels. Concept / Approach: Empirically, C depends on surface roughness (material and condition) and, to a degree, on flow depth and section geometry because these influence turbulence and the resistance regime. Thus, size and shape matter indirectly via hydraulic radius and Reynolds number effects. Step-by-Step Solution: 1) Recognize that smoother surfaces yield higher C (less resistance).2) Larger sections (size) and different shapes alter hydraulic radius and boundary layer development, affecting C in empirical calibrations.3) Conclude that C is influenced by material roughness and section characteristics; hence “all of the above”. Verification / Alternative check: Relations such as the Manning-Chezy link, C = (1/n) * R^(1/6), explicitly show C varying with both roughness (n) and hydraulic radius (a function of size/shape), reinforcing the multi-factor dependence. Why Other Options Are Wrong: Single-factor choices (size, shape, roughness, hydraulic characteristics alone) are incomplete descriptions of what influences C. Common Pitfalls: Assuming C is a pure material constant independent of hydraulic radius. Using a single C value across widely different depths without verification. Final Answer: All of the above (material roughness and section characteristics)

Question 13

In municipal wastewater engineering, approximately what percentage of sewage is water by content? Select the most appropriate value from the following, keeping in mind that domestic sewage contains only a very small fraction of suspended and dissolv…

Accepted Answer

Introduction / Context: Domestic sewage is predominantly water with a relatively tiny fraction of solids (both suspended and dissolved). Recognizing the typical water content helps in sizing pumps, clarifiers, sludge handling units, and understanding why large flow volumes carry comparatively little solid matter. Given Data / Assumptions: Typical municipal (domestic) sewage composition is required. Solids fraction is small compared to the liquid fraction. No industrial-strength concentrations are implied. Concept / Approach: Standard design texts and practice indicate that sewage generally contains about 0.1% solids by weight; the remainder is water. Hence, water content is of the order of 99% (and often cited even closer to 99.9% for purely domestic sewage). Among the provided choices, 99% best represents this fact. Step-by-Step Solution: Identify typical solids fraction in domestic sewage: around 0.1% (order of magnitude).Calculate water fraction as 100% − solids fraction ≈ 99%.Match with given options: 99% is the most appropriate selection. Verification / Alternative check: Plant operations experience and standard handbooks consistently list water content ~99% (sometimes more), reinforcing this selection for conceptual questions. Why Other Options Are Wrong: 90% or 95% imply unrealistically high solids; 9.9% is off by an order of magnitude; 98% is closer but still lower than commonly reported values. Common Pitfalls: Confusing total dissolved solids (TDS) with total solids concentration; assuming industrial discharges without context. Final Answer: 99%

Question 14

Design peaking factor for large sanitary conduits: For trunk sewers with diameter greater than 1.25 m, what ratio of maximum daily sewage flow to average daily sewage flow is generally assumed for design?

Accepted Answer

Introduction / Context: Sanitary sewers are sized using peaking factors to accommodate diurnal variations. Larger trunk mains exhibit lower relative peaking than small laterals because flows are time-averaged over large contributing areas. Designers therefore use smaller peak-to-average ratios for large conduits. Given Data / Assumptions: Trunk sewer diameter > 1.25 m. Need the ratio: maximum daily flow / average daily flow. Conventional municipal design practice (separate sewer system). Concept / Approach: Empirical peaking factors reduce with increasing service area or conduit size. Typical guidance: small laterals may take ratios of 2.0–3.0 (or more for peak hourly), while large trunk mains commonly assume about 1.5 for the maximum daily to average daily ratio. This reflects attenuation and storage within the system that smoothes peaks at the trunk level. Step-by-Step Solution: Identify that the conduit is a trunk sewer (large diameter).Recall standard practice: lower peaking factor for large conduits.Select 1.5 as the typical max daily / average daily ratio. Verification / Alternative check: Many planning manuals tabulate decreasing peaking factors with rising population served and pipe size, with 1.5 commonly adopted for large trunks. Why Other Options Are Wrong: 2.0–3.5 are more appropriate for smaller sewers or for maximum hourly peaking; they overstate daily peaking for trunk mains. Common Pitfalls: Confusing daily peaking with hourly peaking; applying small-lateral peaking factors to trunks without attenuation. Final Answer: 1.5

Question 15

Population equivalent based on 5-day BOD at 15°C: A town discharges 100 kg/day of 5-day BOD. If standard per-capita 5-day BOD at 15°C is 0.1 kg/day per head, what is the population equivalent?

Accepted Answer

Introduction / Context: Population equivalent translates an industrial or combined wastewater load into an equivalent number of persons, using a standard per-capita biochemical oxygen demand (BOD) contribution. This helps compare loads and size treatment units accordingly. Given Data / Assumptions: Total 5-day BOD load = 100 kg/day. Standard per-capita 5-day BOD = 0.1 kg/day per head (at 15°C). Objective: compute population equivalent (PE). Concept / Approach: Population equivalent is defined as total load divided by per-capita load. This is a direct proportion, requiring no further adjustments when temperature and measurement basis match the standard. Step-by-Step Solution: PE = Total BOD load / Per-capita BOD loadPE = 100 kg/day / 0.1 kg/day per headPE = 1000 heads (persons) Verification / Alternative check: Units: kg/day divided by kg/day per head gives heads; arithmetic is straightforward. Why Other Options Are Wrong: 100, 5000, 10000, and 750 do not satisfy the simple ratio; only 1000 matches the calculation. Common Pitfalls: Using BOD5 per capita values at different temperatures or confusing BOD with COD; mixing daily and hourly loads. Final Answer: 1000

Question 16

Storm water drain (open channel) freeboard: If the peak discharge of an S.W. (storm water) drain is expected to exceed 150 m^3/s, what freeboard should be provided for safe conveyance?

Accepted Answer

Introduction / Context: Freeboard is the vertical distance between the design water surface and the top of the channel bank or wall. In large storm drains handling very high discharges, adequate freeboard is essential to accommodate uncertainties, waves, surges, and debris without overtopping. Given Data / Assumptions: Peak discharge > 150 m^3/s (very large urban drain). Open channel conveyance. Conventional design recommendations for freeboard selection. Concept / Approach: Design guides prescribe increasing freeboard with increasing discharge and velocity. For very large storm drains (Q beyond about 100–150 m^3/s), a freeboard around 0.9 m is commonly adopted to ensure resilience against transient rises and hydraulic jumps in transitions. Step-by-Step Solution: Identify discharge category (very large).Select freeboard level per guidance for high Q: about 0.9 m.Match with option values and choose 90 cm. Verification / Alternative check: Field experience and standard tables both indicate larger freeboards for large-capacity drains to cope with debris and flow instabilities. Why Other Options Are Wrong: 50–80 cm may be insufficient for very large flows; 100 cm is conservative but commonly, 90 cm is the recommended threshold for this discharge class. Common Pitfalls: Adopting freeboard for small drains on major outfalls; ignoring super-elevation at bends and standing waves at transitions. Final Answer: 90 cm

Question 17

Grit chamber sizing using detention time: If the recommended horizontal velocity is 0.2 m/s and the detention period is 2 minutes, what should be the chamber length?

Accepted Answer

Introduction / Context: Grit chambers remove sand and other heavy inorganics. A standard sizing step is fixing approach velocity and detention time so that grit settles while organics remain in suspension. Length follows simply from velocity multiplied by time, assuming near plug flow behavior. Given Data / Assumptions: Horizontal (non-aerated) grit chamber. Design velocity v = 0.2 m/s. Detention time t = 2 minutes = 120 seconds. Concept / Approach: For steady, uniform flow, the travel distance during detention is length = velocity * time. This yields the minimum chamber length that provides the specified detention period at the chosen velocity profile. Step-by-Step Solution: Convert detention time: t = 2 min = 120 s.Compute L = v * t = 0.2 m/s * 120 s.L = 24 m. Verification / Alternative check: Check against typical ranges: For v ≈ 0.2–0.3 m/s and t ≈ 1–2 min, lengths often fall within 12–36 m depending on loading—24 m is reasonable. Why Other Options Are Wrong: 20 m or 16 m correspond to shorter detentions; 30 m is longer than specified; 12 m is clearly too short for the given parameters. Common Pitfalls: Forgetting to convert minutes to seconds; confusing overflow rate with horizontal velocity; neglecting allowance for inlet/outlet zones (which may be added in detailed design). Final Answer: 24 m

Question 18

At a junction of two sanitary sewers of different sizes, how should the crown (top) levels be arranged to avoid backwater and turbulence?

Accepted Answer

Introduction / Context: Proper geometric joining of sewers at manholes prevents backing up, separation, and undue turbulence. A key rule is how crown (top) levels meet when two pipes of different diameters intersect. Given Data / Assumptions: Two circular sewers of different diameters join at a manhole. Gravity flow, separate sanitary system. Objective: avoid backwater in smaller sewer and preserve hydraulic grade continuity. Concept / Approach: Standard practice is to keep crown levels equal (crown-to-crown). This ensures the smaller sewer does not discharge against a higher crown on the larger pipe, which would obstruct flow and cause surcharge. Invert levels will therefore differ, with the larger pipe having a lower invert to maintain equal crowns. Step-by-Step Solution: Identify diameters: D_large > D_small.Set crown_large elevation = crown_small elevation.Compute invert difference = (D_large − D_small).Provide smooth channeling (benching) to minimize head losses. Verification / Alternative check: Design guides and municipal standards specify crown-to-crown junctions to prevent headloss and deposition at the junction. Why Other Options Are Wrong: (b) and (c) cause hydraulic mismatches and potential surcharging; (d) is unsafe; (e) equal inverts are incorrect when diameters differ. Common Pitfalls: Equalizing inverts instead of crowns; neglecting energy losses at bends or drop connections when levels vary greatly. Final Answer: Tops of both the sewers are at the same level (crown-to-crown join)

Question 19

Typical pH of fresh domestic sewage: Which of the following best represents the usual pH range of freshly collected sewage before significant septicity sets in?

Accepted Answer

Introduction / Context: pH influences corrosion, odor generation, and biological treatment efficiency. Fresh sewage characteristically shows a slightly alkaline reaction due to bicarbonate alkalinity and the nature of domestic wastewaters. Given Data / Assumptions: Freshly collected domestic sewage (little or no septic decomposition). No major industrial acidic discharges. Ambient temperature conditions. Concept / Approach: Fresh sewage commonly exhibits pH in the range 7.2–8.0 (slightly alkaline). As it turns septic, pH can drop due to acid formation. Thus, for “fresh” sewage, values greater than 7 are most representative. Step-by-Step Solution: Identify freshness of sewage: minimal anaerobic breakdown.Typical pH window: slightly alkaline.Select the option reflecting pH > 7. Verification / Alternative check: Operational measurements at inlet works routinely record pH above 7 for municipal influents, barring unusual industrial inputs. Why Other Options Are Wrong: Neutral or acidic values are uncommon for fresh sewage; pH cannot be zero; very low pH would indicate unusual conditions or industrial waste. Common Pitfalls: Confusing septic (older) sewage with fresh; overlooking the impact of industrial waste streams. Final Answer: more than 7 (slightly alkaline)

Question 20

Environmental health impact: Depletion of the stratospheric ozone layer primarily increases the risk of which human disease due to higher UV-B exposure?

Accepted Answer

Introduction / Context: The stratospheric ozone layer absorbs biologically harmful ultraviolet-B (UV-B) radiation. Thinning of this layer allows more UV-B to reach Earth’s surface, affecting human health, ecosystems, and materials. Given Data / Assumptions: Ozone depletion leads to increased ground-level UV-B. Human exposure increases without adequate protection. Question asks for the most directly linked disease. Concept / Approach: Increased UV-B is directly associated with higher incidence of skin cancers (particularly non-melanoma types), photoaging, and cataracts. While respiratory issues can be aggravated by air pollutants, they are not the primary direct outcome of ozone layer depletion. Step-by-Step Solution: Identify main health impact of UV-B: DNA damage in skin cells.Relate to disease: increased skin cancer risk.Choose the option that names skin cancer. Verification / Alternative check: Public health advisories emphasize sunscreen and UV protection due to the established link between UV exposure and skin cancer. Why Other Options Are Wrong: Bronchitis and lung/heart disorders are more closely associated with air quality (PM, ozone at ground-level) rather than stratospheric ozone depletion. Common Pitfalls: Confusing stratospheric ozone depletion with tropospheric ozone pollution; mixing long-term climate effects with acute UV exposure risks. Final Answer: skin cancer

Waste Water Engineering Questions