Effectiveness of Chemical Dispersants under Breaking Wave Conditions

2009 ◽  
pp. 310-310-31 ◽  
Author(s):  
D Mackay
2017 ◽  
Vol 59 (3) ◽  
pp. 1750017-1-1750017-14 ◽  
Author(s):  
Bryson Robertson ◽  
Bahram Gharabaghi ◽  
Hannah E. Power

Author(s):  
Gabriel Lim ◽  
Ravindra Jayaratne ◽  
Tomoya Shibayama

Implementing the effects of turbulent kinetic energy (TKE) is essential in producing accurate suspended sediment concentration (SSC) models, especially under breaking wave conditions. SSC is commonly attributed to two different turbulent sources under breaking wave conditions: 1) bed-friction and 2) breaking-induced turbulent vortices. Numerous studies have endeavoured to quantify the effects of TKE and incorporate them into SSC models. To name a few: Mocke & Smith (1992, henceforth MS92), Shibayama & Rattanapitikon (1993, henceforth SR93), Jayaratne & Shibayama (2007, henceforth JS07), and Yoon et al. (2015, henceforth Y15). The present study evaluates these 4 existing SSC models and validates them against recently published datasets from the ‘CROSSTEX’ (Yoon & Cox, 2010), ‘SandT-Pro’ (Ribberink et al., 2014) and ‘SINBAD’ (vdZ et al. 2015) projects. Following critical evaluation, suggestions are made to enhance existing SSC models, and these findings are then incorporated into producing two new SSC models that indicate improved accuracy.


2009 ◽  
Vol 58 (5) ◽  
pp. 735-744 ◽  
Author(s):  
Zhengkai Li ◽  
Kenneth Lee ◽  
Thomas King ◽  
Michel C. Boufadel ◽  
Albert D. Venosa

Author(s):  
Josep R. Medina ◽  
María P. Herrera ◽  
M. Esther Gómez-Martín

The armor layer of a mound breakwaters is usually designed with a formula derived from physical tests in non-breaking wave conditions; however, most rubble mound breakwaters are placed in the wave breaking zone where the highest waves break before reaching the structure. The hydraulic stability formulas developed for rock-armored breakwaters in non-breaking conditions are not completely valid to characterize the hydraulic stability of these structures under depth-limited wave attack. In this study, five series of 2D physical tests were carried out on a bottom slope m=1/50 to analyze the hydraulic stability of double-layer rock armored breakwaters in depth-limited breaking wave conditions. Measurements taken by 12 wave gauges placed along the wave flume were compared with estimations of Hm0, H2% and H1/10 obtained from numerical model SwanOne. The significant wave height, Hm0, estimated or measured at a distance 3hs from the toe of the structure was the best characteristic wave to relate armor damage with stability number. The six-power relationship between dimensionless armor damage and stability number, found in this study, explained more than 94% of the variance in the damage observations. This relationship is valid for conventional non-overtopping double-layer rock-armored breakwaters on bottom slope m=1/50 and depth-limited breaking wave conditions.


2020 ◽  
Vol 159 ◽  
pp. 103703 ◽  
Author(s):  
Patricia Mares-Nasarre ◽  
Jorge Molines ◽  
M. Esther Gómez-Martín ◽  
Josep R. Medina

2017 ◽  
Vol 127 ◽  
pp. 55-67 ◽  
Author(s):  
Maria P. Herrera ◽  
M. Esther Gómez-Martín ◽  
Josep R. Medina

1978 ◽  
Vol 1 (16) ◽  
pp. 136 ◽  
Author(s):  
Robert D. Carver ◽  
D. Donald Davidson

Rubble-mound breakwaters are used extensively throughout the world to provide protection from the destructive forces of storm waves for harbor and port facilities. In some locations, a proposed rubble-mound breakwater may be subject to attack by waves of such magnitude that quarrystone of adequate size to provide economic construction of a stable breakwater is not available. Under these circumstances, it is required that the protective cover layer consist of specially shaped concrete armor units. In 1966, Merrifield and Zwamborn (1) introduced a new shape of armor unit, the dolos (Figure 1) which was acclaimed to have much higher stability characteristics than any existing armor unit. Site-specific model tests conducted at the U. S. Army Engineer Waterways Experiment Station (WES) by Davidson (2); Carver (3); Bottin, Chatham, and Carver (4): and Carver and Davidson (5) have shown dolos to exhibit an excellent stability response when exposed to breaking wave conditions. Comprehensive stability tests of dolos also have been conducted at WES by Carver and Davidson (6) for a wide range of nonbreaking wave conditions. These tests used randomly placed dolosse with a first underlayer stone weight of W /5 and a density of units per given area (N/A) equal to 0.83 V~2'3, i!e., n=2, k =0.94, and P=56 percent. It was concluded from this study that the stability response of dolos can be adequately predicted by the Hudson Stability Equation for the range of wave conditions investigated. Their data indicated an average stability coefficient (K) of 33 for dolosse use in a nonbreaking nonovertopping wave environment. Based on the lower limit scatter of their data, a K of 31 was approved for design.


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