10.1 Fluid Mechanics and Hydraulics

9.1 Fluid Mechanics and Hydraulics

Fluid mechanics is a core component of the PE Civil exam, requiring candidates to demonstrate proficiency in fluid properties, hydrostatic forces, and pressurized closed-conduit systems. This section covers the fundamental physical behavior of fluids under static and dynamic conditions, focusing on equations, unit systems, and principles tested on the examination.

Fundamental Fluid Properties

To perform accurate hydraulic calculations, engineers must understand the basic properties that govern fluid behavior. For water resources engineering, the primary fluid of interest is water, which is assumed to be an incompressible liquid under normal conditions.

Mass Density and Specific Weight

The mass density (denoted by the Greek letter $\rho$, rho) is defined as the mass of the fluid per unit volume. In US Customary units, it is expressed in slugs/ft³, and in SI units, in kg/m³. For water at standard temperature (4°C or 39.2°F), the density is:

• $\rho_{water} = 1.94 \text{ slugs/ft}^3$
• $\rho_{water} = 1,000 \text{ kg/m}^3$

The specific weight (denoted by the Greek letter $\gamma$, gamma) is the weight of the fluid per unit volume, which is the product of mass density and the acceleration due to gravity ($g$): $\gamma = \rho g$ For water under standard conditions ($g = 32.2 \text{ ft/s}^2 = 9.81 \text{ m/s}^2$), the specific weight is:

• $\gamma_{water} = 62.4 \text{ lb/ft}^3 \text{ (or pcf)}$
• $\gamma_{water} = 9.81 \text{ kN/m}^3$

The specific gravity ($SG$) of a fluid is the dimensionless ratio of its density (or specific weight) to that of water at standard temperature: $SG = \frac{\rho}{\rho_{water}} = \frac{\gamma}{\gamma_{water}}$

Viscosity

Viscosity represents a fluid's resistance to gradual deformation by shear stress. Dynamic viscosity (also called absolute viscosity, denoted by $\mu$, mu) relates shear stress ($\tau$) to the velocity gradient ($du/dy$) via Newton’s Law of Viscosity: $\tau = \mu \frac{du}{dy}$ Dynamic viscosity has units of $\text{lb}\cdot\text{s/ft}^2$ or $\text{N}\cdot\text{s/m}^2$ (Pascal-seconds, $\text{Pa}\cdot\text{s}$).

Kinematic viscosity (denoted by $\nu$, nu) is the ratio of dynamic viscosity to mass density: $\nu = \frac{\mu}{\rho}$ Kinematic viscosity has units of $\text{ft}^2\text{/s}$ or $\text{m}^2\text{/s}$. For water at 60°F (15.6°C), $\nu \approx 1.217 \times 10^{-5} \text{ ft}^2\text{/s}$ or $1.13 \times 10^{-6} \text{ m}^2\text{/s}$. Viscosity is highly temperature-dependent; as temperature increases, the viscosity of liquids decreases, while the viscosity of gases increases.

---

Hydrostatic Pressure

Hydrostatic pressure is the pressure exerted by a fluid at rest due to the force of gravity. It acts equally in all directions (Pascal's Law) and acts perpendicular to any boundary surface.

Pressure Head Relations

For an incompressible fluid at rest, the pressure $P$ at a depth $h$ below the free surface is given by: $P = P_0 + \gamma h$ where $P_0$ is the pressure at the free surface (usually atmospheric pressure, which is zero in terms of gauge pressure). The term $h = P/\gamma$ is referred to as the pressure head, representing the height of a fluid column needed to produce a given pressure.

Hydrostatic Force on Plane Surfaces

When a flat surface is submerged in a fluid, the hydrostatic pressure increases linearly with depth. The magnitude of the resultant force ($F_R$) acting on a submerged plane area is: $F_R = \gamma h_c A = P_c A$ where:

• $h_c$ is the vertical depth from the free surface to the centroid of the submerged area.
• $P_c$ is the pressure at the centroid of the area.
• $A$ is the total area of the submerged surface.

The force does not act at the centroid of the area but at a point lower down called the center of pressure ($y_p$). The distance along the inclined plane from the surface axis to the center of pressure is computed using the parallel axis theorem: $y_p = y_c + \frac{I_{xc}}{y_c A}$ where:

• $y_c$ is the distance along the inclined plane from the surface axis to the centroid.
• $I_{xc}$ is the area moment of inertia of the plane surface about its centroidal axis.
• $A$ is the area of the submerged surface.

For a vertical rectangular gate of width $b$ and height $h$, with its top edge at the water surface, the centroid depth is $h_c = h/2$, the resultant force is $F_R = \gamma (h/2)(bh) = \frac{1}{2}\gamma b h^2$, and the center of pressure is at $y_p = 2/3 h$ from the surface.

Hydrostatic Force on Curved Surfaces

For submerged curved surfaces, the resultant force is decomposed into horizontal and vertical components:

1. Horizontal component ($F_H$): Equal to the hydrostatic force acting on the vertical projection of the curved surface. It acts through the center of pressure of the projected vertical area: $F_H = \gamma h_{c,proj} A_{proj}$
2. Vertical component ($F_V$): Equal to the weight of the liquid block (real or imaginary) situated vertically above the curved surface extending to the free surface. It acts through the center of gravity of this liquid volume: $F_V = \gamma \forall$ The magnitude of the total resultant force is $F_R = \sqrt{F_H^2 + F_V^2}$, and its direction angle with the horizontal is $\theta = \tan^{-1}(F_V / F_H)$.

---

Fluid Dynamics: Conservation Laws

Fluid flow in pipes and channels is governed by three fundamental physical principles: conservation of mass, conservation of energy, and conservation of momentum.

Continuity Equation (Conservation of Mass)

For steady, incompressible flow, the mass flow rate entering a system must equal the mass flow rate leaving. This simplifies to the continuity equation for volumetric flow rate ($Q$): $Q = A_1 V_1 = A_2 V_2 = \text{constant}$ where:

• $A$ is the cross-sectional area of flow ($\text{ft}^2$ or $\text{m}^2$).
• $V$ is the average flow velocity ($\text{ft/s}$ or $\text{m/s}$).

Bernoulli and Energy Equations (Conservation of Energy)

For steady, frictionless (inviscid), incompressible flow along a streamline, the total mechanical energy remains constant. This is expressed by Bernoulli's equation: $\frac{P_1}{\gamma} + z_1 + \frac{V_1^2}{2g} = \frac{P_2}{\gamma} + z_2 + \frac{V_2^2}{2g}$ Each term represents energy per unit weight (head, with units of length):

• $P/\gamma$ is the pressure head.
• $z$ is the elevation head.
• $V^2/(2g)$ is the velocity head.

In real engineering applications, friction and turbulence lead to energy losses, and mechanical energy can be added by pumps or extracted by turbines. The general energy equation accounts for these modifications: $\frac{P_1}{\gamma} + z_1 + \frac{V_1^2}{2g} + h_p = \frac{P_2}{\gamma} + z_2 + \frac{V_2^2}{2g} + h_t + h_L$ where:

• $h_p$ is the head added by a pump (ft or m).
• $h_t$ is the head extracted by a turbine (ft or m).
• $h_L$ is the total head loss (ft or m), consisting of friction losses ($h_f$) and minor losses ($h_m$).

---

Closed-Conduit Flow (Pipe Flow)

Flow in pressurized pipes is categorized as either laminar or turbulent, depending on the ratio of inertial forces to viscous forces.

Reynolds Number

The dimensionless Reynolds number ($Re$) dictates the flow regime: $Re = \frac{V D}{\nu} = \frac{\rho V D}{\mu}$ where $D$ is the inside pipe diameter (ft or m).

• Laminar flow occurs when $Re < 2,000$. Viscous forces dominate, and fluid particles move in smooth parallel layers.
• Transitional flow occurs when $2,000 \le Re \le 4,000$.
• Turbulent flow occurs when $Re > 4,000$. Inertial forces dominate, resulting in chaotic eddy motions and rapid mixing.

Friction Loss: Darcy-Weisbach Equation

The most theoretically robust method for calculating pipe friction loss is the Darcy-Weisbach equation: $h_f = f \frac{L}{D} \frac{V^2}{2g}$ where:

• $f$ is the dimensionless Darcy friction factor.
• $L$ is the length of the pipe (ft or m).
• $D$ is the pipe diameter (ft or m).
• $V$ is the average velocity (ft/s or m/s).

For laminar flow ($Re < 2,000$), the friction factor is independent of pipe roughness and is calculated as: $f = \frac{64}{Re}$

For turbulent flow ($Re > 4,000$), the friction factor depends on both the Reynolds number and the relative roughness ($\epsilon/D$, where $\epsilon$ is the equivalent roughness height of the pipe material). The friction factor is determined using the Moody diagram or computed implicitly using the Colebrook equation: $\frac{1}{\sqrt{f}} = -2.0 \log_{10} \left( \frac{\epsilon/D}{3.7} + \frac{2.51}{Re\sqrt{f}} \right)$

For hand calculations or programmable calculator entry, the explicit Swamee-Jain equation provides a highly accurate approximation of the Colebrook equation for $10^{-6} < \epsilon/D < 10^{-2}$ and $5,000 < Re < 10^8$: $f = \frac{0.25}{\left[ \log_{10} \left( \frac{\epsilon/D}{3.7} + \frac{5.74}{Re^{0.9}} \right) \right]^2}$

Friction Loss: Hazen-Williams Equation

The Hazen-Williams equation is an empirical formula widely used in water supply engineering for water flow in pipes larger than 2 inches at moderate temperatures (40°F to 75°F). Its main limitation is that it applies only to water and does not account for viscosity changes.

In US Customary units, the velocity is expressed as: $V = 1.318 C R_h^{0.63} S_f^{0.54}$ where:

• $C$ is the Hazen-Williams roughness coefficient (higher values represent smoother pipes).
• $R_h$ is the hydraulic radius ($R_h = A/P_{wetted} = D/4$ for a full circular pipe).
• $S_f$ is the energy slope ($h_f/L$).

Expressing head loss ($h_f$) directly in US Customary units for a pipe of length $L$ (ft) and diameter $D$ (ft) carrying a flow rate $Q$ (cfs): $h_f = \frac{4.73 L Q^{1.852}}{C^{1.852} D^{4.87}}$

In SI units, the head loss is: $h_f = \frac{10.67 L Q^{1.852}}{C^{1.852} D^{4.87}}$ where $L$ is in meters, $D$ is in meters, and $Q$ is in $\text{m}^3\text{/s}$.

Minor Losses

Minor losses ($h_m$) occur due to localized disturbances in the flow path, such as valves, bends, expansions, contractions, and fittings. They are computed using a dimensionless loss coefficient ($K$): $h_m = K \frac{V^2}{2g}$ If a pipeline has multiple fittings, the total minor loss is the sum of the individual minor losses: $h_{m,total} = \sum K_i \frac{V_i^2}{2g}$

---

Hydraulic and Energy Grade Lines

Visualizing the energy state along a pipeline is crucial for diagnosing pressure issues.

• The Energy Grade Line (EGL) represents the total head available to the fluid: $\text{EGL} = z + \frac{P}{\gamma} + \frac{V^2}{2g}$
• The Hydraulic Grade Line (HGL) represents the sum of the elevation and pressure heads: $\text{HGL} = z + \frac{P}{\gamma}$

Key relationships for HGL and EGL:

1. The vertical distance between EGL and HGL is always equal to the velocity head ($V^2/2g$).
2. HGL represents the level to which liquid would rise in a vertical piezometer tube tapped into the pipe.
3. If HGL falls below the physical centerline of the pipe, the pressure inside the pipe is sub-atmospheric (gauge pressure is negative), raising the risk of cavitation or pipe collapse.
4. EGL always slopes downward in the direction of flow due to head loss, except at a pump where energy is added (creating a vertical step up in EGL and HGL), or at a turbine where energy is extracted (creating a vertical step down).

---

Comprehensive Example: Pipe Friction and Pressure Analysis

Problem: A PVC pipeline ($C = 150$) with an inside diameter of 12 inches ($1.0 \text{ ft}$) and a total length of 1,500 feet connects two reservoirs. The elevation difference between the water surfaces in the reservoirs is 45 feet. Neglecting minor losses, determine the flow rate ($Q$) through the pipe in cubic feet per second (cfs) using the Hazen-Williams equation, and calculate the pressure head in the pipe at a midpoint located 750 feet from the inlet reservoir, where the pipe centerline elevation is 10 feet above the lower reservoir level. Assume the inlet water surface is at an elevation of 45 feet (relative to the lower reservoir at elevation 0).

Solution Step 1: Calculate the Flow Rate Using the energy equation between the free surface of Reservoir 1 (Point 1) and Reservoir 2 (Point 2): $\frac{P_1}{\gamma} + z_1 + \frac{V_1^2}{2g} = \frac{P_2}{\gamma} + z_2 + \frac{V_2^2}{2g} + h_f$ Since both points are at atmospheric pressure ($P_1 = P_2 = 0$ gauge) and the reservoir velocities are negligible ($V_1 = V_2 = 0$): $z_1 = z_2 + h_f \implies h_f = z_1 - z_2 = 45 \text{ ft}$

Using the Hazen-Williams head loss equation for US Customary units: $h_f = \frac{4.73 L Q^{1.852}}{C^{1.852} D^{4.87}}$ Substitute the known values ($h_f = 45 \text{ ft}$, $L = 1500 \text{ ft}$, $C = 150$, $D = 1.0 \text{ ft}$): $45 = \frac{4.73 (1500) Q^{1.852}}{(150)^{1.852} (1.0)^{4.87}}$

Compute the denominator terms: $(150)^{1.852} \approx 10,755.7$ $(1.0)^{4.87} = 1.0$

Substitute back: $45 = \frac{7095 Q^{1.852}}{10755.7} \implies 45 = 0.6596 Q^{1.852}$ $Q^{1.852} = \frac{45}{0.6596} \approx 68.223$ $Q = (68.223)^{1 / 1.852} \approx 9.87 \text{ cfs}$

Solution Step 2: Midpoint Velocity and Velocity Head The flow velocity in the 12-inch pipe is: $V = \frac{Q}{A} = \frac{9.87}{\frac{\pi}{4}(1.0)^2} \approx 12.57 \text{ ft/s}$ The velocity head is: $\frac{V^2}{2g} = \frac{(12.57)^2}{2(32.2)} \approx 2.45 \text{ ft}$

Solution Step 3: Energy at Midpoint Let Point M be the pipe midpoint. The distance from the inlet is $L_M = 750 \text{ ft}$. The friction loss up to the midpoint is: $h_{f,M} = \frac{1}{2} h_{f,total} = 22.5 \text{ ft}$ The energy equation from Reservoir 1 (Point 1, $z_1 = 45 \text{ ft}$, $P_1/\gamma = 0$, $V_1^2/2g = 0$) to the midpoint (Point M, $z_M = 10 \text{ ft}$) is: $z_1 = z_M + \frac{P_M}{\gamma} + \frac{V_M^2}{2g} + h_{f,M}$ $45 = 10 + \frac{P_M}{\gamma} + 2.45 + 22.5$ $45 = 34.95 + \frac{P_M}{\gamma}$ $\frac{P_M}{\gamma} = 45 - 34.95 = 10.05 \text{ ft}$

The gauge pressure at the midpoint is: $P_M = \gamma \left(\frac{P_M}{\gamma}\right) = (62.4 \text{ lb/ft}^3) (10.05 \text{ ft}) = 627.1 \text{ psf} \approx 4.36 \text{ psi}$