Journal of Hydraulic Engineering

This paper reports particle image velocimetry (PIV) measurements of the instantaneous velocity fields in a smooth open-channel flow. The Reynolds number of the flow based on the water depth was 21,000. The instantaneous velocity fields were analyzed using proper orthogonal decomposition (POD) to expose the vortical structures. The velocity fields were reconstructed using different combination of modes; the first 12 modes to expose the energetic structures, and from Modes 13 to 100 to expose the less energetic structures. The first set recovered about 50% of the turbulent kinetic energy while the second group of modes recovered about 33% of the energy. The POD results were further combined with the results from the momentum analysis as well as with the conditional quadrant analysis performed at three different threshold levels. The POD results revealed the existence of hairpin vortices of different sizes and energy levels. Most of the large eddies are elongated and inclined toward the boundaries in the streamwise direction. The results also revealed patterns of strong ejection and sweep events which are common features in wall-bounded flows. Closer to the free surface $\left(y/d>0.6\right)$ , it was observed that the existence of hairpin vortices with legs possibly extended upward toward the free surface. As well, the distribution of the uniform momentum zones was consistent with the location of the vortices and their induced flow. While POD exposes the large- and small-scale structures based on the amount of turbulent kinetic energy, the quadrant analysis performed on the PIV maps shows the spatial distribution of the events related to the momentum transport.

A stochastic Lagrangian approach is proposed to describe dispersion in a two-dimensional low-regime river flow past random bed undulations characterized by the superposition of periodical and stationary exponential correlations, through a suitable time-dependent coefficient. The resulting dimensionless expression depends on the overall resistance factor, which is proportional to the average Peclet number of the process. A graphical analysis shows that the oscillatory transient originating from the periodic component of the bottom elevation pattern is enhanced by reduced global flow resistance, while relatively more intense tracer spreading is associated with wavelike profiles affected by persistent trendless random noise, which also determines the characteristic time needed by the plume to achieve the asymptotic domain. Numerical simulations, validating the first-order analytical approach in a wide range of heterogeneous bed geometries, are also discussed. A semianalytical procedure is finally suggested for the study of depth-averaged transport processes in real three-dimensional streams, based on the use of the derived dispersion coefficient.

Bridge-pier scour is a significant problem for the safety of bridges. Extensive laboratory and field studies have been conducted examining the effect of relevant variables. This note presents an alternative to the conventional regression-based equations (HEC-18 and regression equation developed by the writers), in the form of artificial neural networks (ANNs) and genetic programming (GP). There had been 398 data sets of field measurements that were collected from published literature and were used to train the network or evolve the program. The developed network and evolved programs were validated by using the observations that were not involved in the training. The performance of GP was found more effective when compared to regression equations and ANNs in predicting the scour depth at bridge piers.

In this paper, we consider Hunt’s stream depletion model, which models the effect of pumping adjacent to an infinitely long stream. In this model it is assumed that drawdown is described by an extension of the Theis equation. We derive a formula for the distribution of stream depletion and comment on the use of this formula in pump test design.

Doubts have been expressed about the validity of the critical depth defined in terms of the minimum specific energy head of the free-surface streamline when dealing with developing open-channel flows. This note examines the two approaches for defining critical flow, that based on the minimum specific energy of the free-surface streamline and that based on the mean energy head of the whole flow section. Large differences for the dimensionless critical depths are obtained with the two methods due to each critical depth proving to be a different control point on the free-surface profile. It is argued that both methods are different alternatives, although the critical depth concept was different in each case. Theoretical support to critical flow computations based on the free streamline is provided. An alternative approach for computing the discharge characteristics of broad-crested weirs based on the energy loss inside the boundary layer is also proposed.

Counter flowing jets are effective devices for mixing and dilution of effluents injected into a stream. In the present study, the penetration length of a counter flowing free round jet was experimentally investigated. Jet nozzles with different diameters were used to form a jet located at the center of a closed conduit with a square cross section. Based on the measurement of the axial velocity on the jet axis, penetration lengths were determined. Under certain circumstances where confinement effects are absent, penetration lengths vary linearly with the ratio of the jet velocity to the main flow velocity. This study also provides a criterion for the range of velocity ratios for which this linearity is valid, and explains the disagreement in the existing literature on the determination of critical velocity ratios.

Various methods to control scour around bridge piers have been proposed, including application of riprap and installing a collar around piers. In the present study application of riprap alone and a combination of riprap and collar were examined experimentally for scour control around rectangular bridge piers. Piers aligned with the flow and skewed at 5, 10, and 20° to the flow were tested. Piers with three different aspect ratios equal to 1:3, 1:5, and 1:7 were used in this study. A collar three times wider than the piers’ width was installed around the piers at the streambed level. All experiments were conducted at the threshold of motion of the bed material. The size and extent of stable riprap stones for prevention of scouring around the piers was found by experiment with and without the collar. A method previously given for calculating stable riprap size around circular piers is extended for rectangular piers with different aspect ratios and skew angles with and without collar protection. The extent of stable riprap layer in all tests is also presented.