Chartered Civil Engineer (ICE) Water, Hydraulics and Environmental Engineering Syllabus

Water, Hydraulics and Environmental Engineering syllabus — full chapter and topic list

Expand any chapter to see its topics and sub-topics. This is the whole examinable outline for Water, Hydraulics and Environmental Engineering in Chartered Civil Engineer (ICE), not a summary of it.

1. 1

   Fluid Mechanics and Hydraulics

   5 topics

   • Fluid properties and hydrostatics
   • Continuity, energy and momentum equations
   • Pipe flow and head losses
     • Laminar and turbulent flow
     • Friction factors and minor losses
   • Open channel flow
     • Uniform and gradually varied flow
     • Critical flow and hydraulic jumps
   • Pumps and turbines
2. 2

   Hydrology and Flood Management

   5 topics

   • The hydrological cycle and catchment behaviour
   • Rainfall-runoff analysis and design storms
   • Flood estimation and frequency analysis
   • Flood risk assessment and management
     • Climate change allowances
     • Flood defences and resilience measures
   • Sustainable Drainage Systems (SuDS)
3. 3

   Water Supply and Wastewater Engineering

   4 topics

   • Water demand and distribution network design
   • Water treatment processes
     • Coagulation, sedimentation and filtration
     • Disinfection and quality standards
   • Wastewater collection and sewer design
   • Wastewater treatment
     • Preliminary, primary and secondary treatment
     • Activated sludge and sludge management
4. 4

   Environmental Management and Sustainability

   5 topics

   • Environmental Impact Assessment process
   • Carbon management and PAS 2080
   • Circular economy and resource efficiency
   • Biodiversity net gain and ecological mitigation
   • Climate change adaptation and resilience

Water, Hydraulics and Environmental Engineering flashcards for Chartered Civil Engineer (ICE)

24 of 50 cards from the Water, Hydraulics and Environmental Engineering deck — real questions with worked answers.

1. Define the dynamic viscosity of a fluid and state Newton's law of viscosity in equation form.

   Dynamic viscosity $\mu$ is the constant of proportionality between shear stress and velocity gradient (rate of shear strain). Newton's law of viscosity: $$\tau = \mu \frac{du}{dy}$$ where $\tau$ is shear stress, $\frac{du}{dy}$ is the velocity gradient normal to flow. SI unit of $\mu$ is $\text{Pa}\cdot\text{s}$.

2. What is the relationship between dynamic viscosity $\mu$, kinematic viscosity $\nu$, and density $\rho$?

   $$\nu = \frac{\mu}{\rho}$$ Kinematic viscosity $\nu$ has SI units of $\text{m}^{2}/\text{s}$. For water at $20^{\circ}\text{C}$, $\nu \approx 1.0 \times 10^{-6}\ \text{m}^{2}/\text{s}$.

3. State the hydrostatic pressure equation and give the gauge pressure at a depth $h$ in a static liquid.

   Pressure increases linearly with depth: $$p = \rho g h$$ where $\rho$ is density, $g \approx 9.81\ \text{m/s}^{2}$, and $h$ is the depth below the free surface. This is gauge pressure (relative to atmospheric).

4. How do you locate the resultant hydrostatic force on a submerged plane surface and its centre of pressure?

   Resultant force: $$F = \rho g \bar{h} A$$ where $\bar{h}$ is the depth of the centroid and $A$ the area. The centre of pressure lies below the centroid at depth measured along the plane: $$y_{cp} = \bar{y} + \frac{I_{G}}{\bar{y} A}$$ where $I_{G}$ is the second moment of area about the centroidal axis.

5. State Archimedes' principle and the condition for stable equilibrium of a floating body.

   Buoyancy force equals the weight of fluid displaced: $F_{B} = \rho g V_{disp}$. A floating body is in stable equilibrium when the metacentre $M$ lies above the centre of gravity $G$, i.e. the metacentric height $\overline{GM} > 0$, where $$\overline{GM} = \frac{I}{V} - \overline{BG}$$ ($I$ = second moment of waterplane area, $V$ = displaced volume).

6. State the continuity equation for steady incompressible flow in a pipe of changing cross-section.

   Mass conservation gives constant volumetric flow: $$Q = A_{1} v_{1} = A_{2} v_{2}$$ where $A$ is cross-sectional area and $v$ is mean velocity. So a reduction in area increases velocity proportionally.

7. Write Bernoulli's equation for steady, incompressible, frictionless flow and name each term.

   $$\frac{p}{\rho g} + \frac{v^{2}}{2g} + z = \text{constant}$$ Terms are the pressure head $\frac{p}{\rho g}$, velocity (kinetic) head $\frac{v^{2}}{2g}$, and elevation (potential) head $z$. Their sum is the total head $H$, constant along a streamline (no losses).

8. State the linear momentum equation used to find forces from a fluid jet or pipe bend.

   The net force equals the rate of change of momentum: $$\sum \vec{F} = \rho Q (\vec{v}_{2} - \vec{v}_{1})$$ Applied per component, it gives reaction forces on bends, nozzles, and the force of a jet on a plate, e.g. normal force on a flat plate $F = \rho Q v$.

9. Define the Reynolds number for pipe flow and give the laminar/turbulent transition values.

   $$Re = \frac{\rho v D}{\mu} = \frac{v D}{\nu}$$ For full pipe flow: laminar when $Re < 2000$, transitional $2000 < Re < 4000$, turbulent when $Re > 4000$. It is the ratio of inertial to viscous forces.

10. State the Darcy-Weisbach equation for friction (major) head loss in a pipe.

    $$h_{f} = \lambda \frac{L}{D} \frac{v^{2}}{2g}$$ where $\lambda$ (or $f$) is the Darcy friction factor, $L$ pipe length, $D$ diameter, $v$ mean velocity. For laminar flow $\lambda = \frac{64}{Re}$.

11. What is the Colebrook-White equation used for, and what does the Moody diagram provide?

    The Colebrook-White equation gives the turbulent Darcy friction factor implicitly: $$\frac{1}{\sqrt{\lambda}} = -2\log_{10}\!\left(\frac{k_{s}}{3.7 D} + \frac{2.51}{Re\sqrt{\lambda}}\right)$$ where $k_{s}$ is roughness. The Moody diagram is its graphical solution, plotting $\lambda$ against $Re$ for varying relative roughness $k_{s}/D$.

12. How are minor (local) head losses expressed in pipe systems?

    $$h_{L} = K \frac{v^{2}}{2g}$$ where $K$ is a loss coefficient for fittings/transitions (bends, valves, entries, exits). Example: a sudden exit into a tank has $K \approx 1.0$; a sharp entry $K \approx 0.5$.

13. For uniform open channel flow, state the Manning equation for mean velocity.

    $$v = \frac{1}{n} R^{2/3} S^{1/2}$$ where $n$ is Manning's roughness coefficient, $R = \frac{A}{P}$ is the hydraulic radius (area / wetted perimeter), and $S$ is the bed (energy) slope. Discharge $Q = A v$.

14. Define the Froude number and classify open channel flow regimes by its value.

    $$Fr = \frac{v}{\sqrt{g D_{h}}}$$ where $D_{h}$ is hydraulic depth. $Fr < 1$ subcritical (tranquil), $Fr = 1$ critical, $Fr > 1$ supercritical (rapid/shooting) flow. A hydraulic jump occurs on transition from supercritical to subcritical.

15. What is specific energy in open channel flow and what occurs at critical depth?

    Specific energy is energy per unit weight relative to the channel bed: $$E = y + \frac{v^{2}}{2g}$$ For a given discharge, $E$ is minimum at the critical depth $y_{c}$, where $Fr = 1$. For a rectangular channel, $y_{c} = \left(\frac{q^{2}}{g}\right)^{1/3}$ with $q$ the discharge per unit width.

16. State the equation for hydraulic (fluid) power of a pump and define overall efficiency.

    Hydraulic power delivered to the fluid: $$P = \rho g Q H$$ where $H$ is the pump head. Overall efficiency $$\eta = \frac{P_{hydraulic}}{P_{shaft}} = \frac{\rho g Q H}{P_{input}}$$

17. Explain how a pump operating point is determined and what NPSH guards against.

    The operating point is the intersection of the pump's head-discharge (H-Q) characteristic curve and the system curve (static lift plus friction losses $\propto Q^{2}$). Net Positive Suction Head (NPSH) available must exceed NPSH required to prevent cavitation, which occurs when local pressure drops to the vapour pressure of the liquid.

18. Compare impulse and reaction hydraulic turbines with a typical example of each.

    Impulse turbines (e.g. Pelton wheel) convert all the head to kinetic energy in a jet at atmospheric pressure before it strikes the runner; suited to high head, low flow. Reaction turbines (e.g. Francis, Kaplan) run full of water with a pressure drop across the runner; suited to medium/low head, higher flow.

19. List the main stages of the hydrological cycle.

    Evaporation (and transpiration, jointly evapotranspiration) from water/soil/plants, condensation forming clouds, precipitation (rain/snow), interception, infiltration into the soil, surface runoff and overland flow, groundwater recharge and percolation, and discharge back to oceans via rivers and baseflow.

20. State the catchment water balance equation over a given period.

    $$P = Q + ET + \Delta S$$ where $P$ is precipitation, $Q$ runoff/discharge, $ET$ evapotranspiration, and $\Delta S$ the change in storage (soil moisture and groundwater). Over a long period $\Delta S \approx 0$, so $P \approx Q + ET$.

21. How do catchment characteristics affect the shape of a flood hydrograph?

    Steeper slopes, smaller area, urbanisation/impermeable surfaces, low storage, and high antecedent wetness produce a shorter time-to-peak and higher, sharper (flashier) peak discharge. Permeable soils, vegetation, flat terrain, and storage attenuate and delay the peak, giving a flatter hydrograph.

22. Define the runoff coefficient and state the Rational Method for peak runoff.

    The runoff coefficient $C$ is the fraction of rainfall that becomes surface runoff ($0 \le C \le 1$). Rational Method peak flow: $$Q_{p} = C\, i\, A$$ where $i$ is rainfall intensity (for a duration equal to the time of concentration) and $A$ the catchment area (use consistent units, e.g. $Q$ in $\text{m}^{3}/\text{s}$ with $i$ in $\text{m/s}$, $A$ in $\text{m}^{2}$).

23. What is a unit hydrograph and on what two principles is its application based?

    A unit hydrograph is the direct-runoff hydrograph resulting from 1 unit (e.g. 1 mm or 1 cm) of effective rainfall uniformly distributed over the catchment for a specified duration. Its use relies on the principles of linearity (proportionality) and superposition (time-invariance) of catchment response.

24. Define an IDF curve and the concept of a design storm.

    An Intensity-Duration-Frequency (IDF) curve relates rainfall intensity to storm duration for a given return period (frequency). A design storm is a synthetic rainfall event (depth, duration, temporal profile, and return period) derived from such data, used to size drainage and assess flood response.

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