Chapter 8 focuses on steady open-channel flow. As opposed to pressurized flow in closed conduits, open-channel flows convey water by gravity in human-made channels and natural waterways. The cross-sectional area of open channels varies with discharge as described in Section 8.1. Section 8.2 examines resistance to flow to define the normal depth in Section 8.3 and shear stress in Section 8.4.

Chapter 2 reviews the motion of water in pipes. This chapter explains resistance to flow and major friction losses in Section 2.1, and minor head losses in Section 2.2. Head losses are combined with conservation of mass for the analysis of pipe branches and networks in Section 2.3.

Chapter 6 delves into the compressibility effects of water in pipes. Section 6.1 presents important knowledge on water compressibility. It is followed with the celerity of wave propagation in pipes in Section 6.2. The concept of water hammer is detailed in Section 6.3 with prevention measures like surge tanks in Section 6.4.

Chapter 10 delineates backwater curves and gradually varied open-channel flows. Gradually varied flows change slowly in the downstream direction. The main equation in Section 10.1 leads to the classification of water-surface profiles in Section 10.2 with calculations in Section 10.3. Energy losses at bridge crossings are covered in Section 10.4 with numerical models introduced in Section 10.5.

Chapter 12 copes with more complex flows through culverts. Culverts are described in Section 12.1 followed with an analysis of culvert performance curves in Section 12.2 and outlet works in Section 12.3.

Chapter 1 describes the physical properties of water and hydrostatics. It covers water properties, unit conversions and forces on dams. Fundamental dimensions, units and water properties are reviewed in Section 1.1. The concept of pressure and piezometric head in Section 1.2 is expanded into hydrostatic forces on plane surfaces in Section 1.3 and dams in Section 1.4.

The three-parameter generalized gamma (TPGG) distribution is a generalization of the two-parameter gamma distribution and includes as special cases the exponential distribution, the two-parameter gamma distribution, the Weibull distribution, and the lognormal distribution that are employed for frequency analysis in water engineering. In this chapter, the TPGG distribution is derived using the entropy theory and then its parameters are estimated with the principle of maximum entropy and the methods of maximum likelihood estimation and moments.

The four-parameter exponential gamma (FPEG) distribution can be applied to frequency analysis of a range of random variables, such as floods, drought, wind velocity, and rainfall. The FPEG distribution is versatile and gives rise to a number of distributions that are popularly used for frequency analyses in environmental and water engineering. This chapter discusses the characteristics of this distribution and the estimation of its parameters using different methods.

The Halphen type B (Hal-B) frequency distribution has been employed for frequency analyses of hydrometeorological and hydrological extremes. This chapter derives this distribution using entropy theory and discusses the estimation of its parameters with the use of the constraints used for their derivation. The distribution i+L13s tested using entropy and the methods of moments and maximum likelihood estimation.

The kappa distribution has been applied to study the frequency of hydrological events. This chapter discusses the kappa distribution and its parameter estimation using the methods of entropy, maximum likelihood, and moments.