Thematische Bibliographien / Overtopping volume / Zeitschriftenartikel
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Zeitschriftenartikel zum Thema „Overtopping volume“

Autor: Grafiati
Veröffentlicht am 26. Juni 2021
Zuletzt aktualisiert am 1. Februar 2022

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1

Gu, Jiayue, Xin Hu, Shuguang Liu, and Quanhe Ju. "INFLUENCE OF CROWN-WALL ON WAVE OVERTOPPING PROBABILITY AND PROBABILITY DISTRIBUTION OVER A SEAWALL." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 70. http://dx.doi.org/10.9753/icce.v36.structures.70.

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In the past decades, the crest height of the seawall was determined by the allowable average wave overtopping rate q. Franco (1994) concluded that individual wave overtopping，particularly the maximum individual volume, provided a better design method than q, considering the stability of the seawall and the safety of vehicles and people along the coastal area protected by the coastal defense structures. Shanghai, located on the west bank of the Pacific Ocean, is quite sensitive to the risk of storm surges and violent wave overtopping. The crown-wall serves as an engineering measure to reduce
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2

Van der Meer, Jentsje Wouter, Bianca Hardeman, Gosse Jan Steendam, Holger Schuttrumpf, and Henk Verheij. "FLOW DEPTHS AND VELOCITIES AT CREST AND LANDWARD SLOPE OF A DIKE, IN THEORY AND WITH THE WAVE OVERTOPPING SIMULATOR." Coastal Engineering Proceedings 1, no. 32 (2011): 10. http://dx.doi.org/10.9753/icce.v32.structures.10.

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Wave overtopping discharges at coastal structures are well described in the EurOtop Manual (2007), including the distribution of overtopping wave volumes. Each volume that overtops a dike or levee will have a certain flow velocity and depth record in time, often given by the maximum velocity and flow depth. This paper describes some further development of the theory on flow depth and velocities on the crest, but will also show an inconsistency with respect to the mass balance. The second part of the paper gives an analysis of measured values on real dikes, simulated by the Wave Overtopping Sim
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3

Altomare, Corrado, Xavi Gironella, Tomohiro Suzuki, Toon Verwaest, Mauro Campagnola, and Alessandra Saponieri. "OVERTOPPING FLOWS AND RELATED HAZARDS: A CASE OF STUDY FROM THE CATALAN COAST." Coastal Engineering Proceedings, no. 36v (December 28, 2020): 10. http://dx.doi.org/10.9753/icce.v36v.structures.10.

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Design criteria for coastal defenses exposed to wave overtopping are usually restricted to the assessment of mean discharges and maximum individual overtopping volumes, however it is not possible to give unambiguous or precise limits to tolerable overtopping for all kind of layouts (EurOtop, 2018). A few studies (e.g. Endoh and Takahashi, 1994) analyzed the relationship between wave overtopping flows and hazard levels for people at the crest of sea dikes. Sandoval (2016) confirmed that one single value of admissible mean discharge or individual overtopping volume is not a sufficient indicator
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4

Altomare, Corrado, Xavi Gironella, Tomohiro Suzuki, Giacomo Viccione, and Alessandra Saponieri. "Overtopping Metrics and Coastal Safety: A Case of Study from the Catalan Coast." Journal of Marine Science and Engineering 8, no. 8 (2020): 556. http://dx.doi.org/10.3390/jmse8080556.

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Design criteria for coastal defenses exposed to wave overtopping are usually assessed by mean overtopping discharges and maximum individual overtopping volumes. However, it is often difficult to give clear and precise limits of tolerable overtopping for all kinds of layouts. A few studies analyzed the relationship between wave overtopping flows and hazard levels for people on sea dikes, confirming that one single value of admissible mean discharge or individual overtopping volume is not a sufficient indicator of the hazard, but detailed characterization of flow velocities and depths is require
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5

Tessema, Netsanet Nigatu, Fjóla G. Sigtryggsdóttir, Leif Lia, and Asie Kemal Jabir. "Case Study of Dam Overtopping from Waves Generated by Landslides Impinging Perpendicular to a Reservoir’s Longitudinal Axis." Journal of Marine Science and Engineering 7, no. 7 (2019): 221. http://dx.doi.org/10.3390/jmse7070221.

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Landslide-generated impulse waves in dammed reservoirs run up the reservoir banks as well as the upstream dam slope. If large enough, the waves may overtop and even breach the dam and cause flooding of the downstream area with hazardous consequences. Hence, for reservoirs in landslide-prone areas, it is important to provide a means to estimate the potential size of an event triggered by landslides along the reservoir banks. This research deals with landslide-generated waves and the overtopping process over the dam crest in a three-dimensional (3D) physical model test, presenting a case study.
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6

Cole, E. C., M. Newton, and A. Youngblood. "Effects of overtopping on growth of white spruce in Alaska." Canadian Journal of Forest Research 43, no. 9 (2013): 861–71. http://dx.doi.org/10.1139/cjfr-2013-0117.

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Early establishment of competing vegetation often presents an obstacle to the success of planted white spruce (Picea glauca (Moench) Voss) seedlings. We followed growth and development of white spruce and associated vegetation for up to 17 years in Alaska’s boreal forests to quantify roles of overtopping plant cover in suppressing conifers. The three study areas represented a range of site conditions of varying productivity and species of competing cover, different site preparation and release treatments, and different bare-root and container white spruce stock types. Herbaceous overtopping pe
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7

HOGG, ANDREW J., TOM E. BALDOCK, and DAVID PRITCHARD. "Overtopping a truncated planar beach." Journal of Fluid Mechanics 666 (November 16, 2010): 521–53. http://dx.doi.org/10.1017/s0022112010004325.

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Run-up on a truncated impermeable beach is analysed theoretically and experimentally to find the volume of fluid, associated with a single wave event, that flows over the end of the beach. The theoretical calculations investigate the motion using the shallow-water equations and the fluid is allowed to flow freely over the end of the beach. Two models of wave events are considered: dam-break initial conditions, in which fluid collapses from rest to run-up and overtop the beach, and a waveform that models swash associated with the collapse of a long solitary bore. The calculations are made using
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Tessema, Netsanet, Fjóla Sigtryggsdóttir, Leif Lia, and Asie Jabir. "Physical Model Study on Discharge over a Dam Due to Landslide Generated Waves." Water 12, no. 1 (2020): 234. http://dx.doi.org/10.3390/w12010234.

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Impulse waves generated by landslides falling into reservoirs may lead to overtopping of a dam and, in turn, to flooding of the downstream area. In the case of an embankment dam, the overtopping may lead to erosion of the downstream slope, ultimately resulting in breaching and complete failure with consequent further hazardous release of water to the downstream area. This research deals with the overtopping process of a dam due to landslide generated waves in a three-dimensional (3D) physical scale model setup. Experiments have been conducted with varying the slide, reservoir, and dam paramete
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Iuppa, Claudio, Luca Cavallaro, Rosaria Ester Musumeci, Diego Vicinanza, and Enrico Foti. "Empirical overtopping volume statistics at an OBREC." Coastal Engineering 152 (October 2019): 103524. http://dx.doi.org/10.1016/j.coastaleng.2019.103524.

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10

Baldock, T. E., D. Peiris, and A. J. Hogg. "Overtopping of solitary waves and solitary bores on a plane beach." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 468, no. 2147 (2012): 3494–516. http://dx.doi.org/10.1098/rspa.2011.0729.

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The overtopping of solitary waves and bores present major hazards during the initial phase of tsunami inundation and storm surges. This paper presents new laboratory data on overtopping events by both solitary waves and solitary bores. Existing empirical overtopping scaling laws are found to be deficient for these wave forms. Two distinct scaling regimes are instead identified. For solitary waves, the overtopping rates scale linearly with the deficit in run-up freeboard. The volume flux in the incident solitary wave is also an important parameter, and a weak dependence on the nonlinearity of t
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Llana, Alberto, Rafael Molina, Alberto Camarero, Alvaro Campos, Ana Francisca Alises, and José Damián López. "OVERTOPPING FLOW PROPERTIES CHARACTERIZATION IN LABORATORY AND PROTOTYPE THROUGH THE COMBINATION OF NON INTRUSIVE INSTRUMENTAL TECHNIQUES." Coastal Engineering Proceedings 1, no. 33 (2012): 46. http://dx.doi.org/10.9753/icce.v33.currents.46.

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Overtopping events may cause different failure modes depending on overtopped flow characteristics. Most of the studies about overtopping hazard analysis link the damages caused by the overtopping event to its mean overtopping discharge (q), which provides no information about overtopped flow characteristics or its spatial distribution. In this paper it is presented a non intrusive measurement system based on video imagery techniques and optical level sensors (OLS), which aim is to obtain overtopped highly aerated flows´ principal characteristics: velocity, volume, and density, in order to deep
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12

Requena, A. I., L. Mediero, and L. Garrote. "A bivariate return period based on copulas for hydrologic dam design: accounting for reservoir routing in risk estimation." Hydrology and Earth System Sciences 17, no. 8 (2013): 3023–38. http://dx.doi.org/10.5194/hess-17-3023-2013.

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Abstract. A multivariate analysis on flood variables is needed to design some hydraulic structures like dams, as the complexity of the routing process in a reservoir requires a representation of the full hydrograph. In this work, a bivariate copula model was used to obtain the bivariate joint distribution of flood peak and volume, in order to know the probability of occurrence of a given inflow hydrograph. However, the risk of dam overtopping is given by the maximum water elevation reached during the routing process, which depends on the hydrograph variables, the reservoir volume and the spill
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13

van Bergeijk, Vera M., Jord J. Warmink, and Suzanne J. M. H. Hulscher. "Modelling the Wave Overtopping Flow over the Crest and the Landward Slope of Grass-Covered Flood Defences." Journal of Marine Science and Engineering 8, no. 7 (2020): 489. http://dx.doi.org/10.3390/jmse8070489.

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The wave overtopping flow can exert high hydraulic loads on the grass cover of dikes leading to failure of the cover layer on the crest and the landward slope. Hydraulic variables such as the near bed velocity, pressure, shear stress and normal stress are important to describe the forces that may lead to cover erosion. This paper presents a numerical model in the open source software OpenFOAM® to simulate the overtopping flow on the grass-covered crest and slope of individual overtopping waves for a range of landward slope angles. The model provides insights on how the hydraulic forces change
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14

PEREGRINE, D. H., and S. M. WILLIAMS. "Swash overtopping a truncated plane beach." Journal of Fluid Mechanics 440 (August 10, 2001): 391–99. http://dx.doi.org/10.1017/s002211200100492x.

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Swash on a plane beach is modelled by using a solution of the shallow-water equations due to Shen & Meyer (1963). The equations are used in a form appropriate for a plane at a finite angle to the horizontal. The beach is cut-off at a level below that of the maximum run-up, and the water is taken to fall freely over the end of the beach. An explicit solution is found which permits evaluation of the overtopping flow and total volume for one swash event.
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15

Paape, A. "EXPERIMENTAL DATA ON THE OVERTOPPING OF SEAWALLS BY WAVES." Coastal Engineering Proceedings 1, no. 7 (2011): 36. http://dx.doi.org/10.9753/icce.v7.36.

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In the past it has been found that serious damage and breaching of seawalls is most frequently caused by overtopping. Hence for the design of seawalls data must be available about the overtopping by waves of the different profiles that might be possible. Naturally the conditions under which damage is caused to the seawall also depend on the type of construction and the materials used, for example: the stability of grass covered dikes can be endangered seriously by water flowing over the inner slope. In many designs the necessary height of a seawall has been defined such that not more than 2% o
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16

Steendam, Gosse Jan, Jentsje Wouter Van der Meer, Andre Van Hoven, and Astrid Labrujere. "WAVE RUN-UP SIMULATIONS ON REAL DIKES." Coastal Engineering Proceedings, no. 35 (June 23, 2017): 42. http://dx.doi.org/10.9753/icce.v35.structures.42.

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A new Wave Run-up Simulator has been designed, constructed, calibrated and used for testing of the seaward face of dikes. The upper part of dikes or levees often have a clay layer with a grass cover. The new device is able to test the strength of the grass cover under simulation of up-rushing waves for pre-defined storm conditions. The cumulative overload method has been developed to describe the strength of grass covers on the crest and landward side of dikes, for overtopping wave volumes. In essence there is not a lot of difference between the hydraulic load from an overtopping wave volume o
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17

TANAKA, Hiromichi, Tomoya INAMI, and Tetsuo SAKURADA. "Characteristics of Volume of Overtopping and Water Supply Quantity for Developing Wave Overtopping Type Wave Power Generation Equipment." Journal of Japan Society of Civil Engineers, Ser. B2 (Coastal Engineering) 70, no. 2 (2014): I_1301—I_1305. http://dx.doi.org/10.2208/kaigan.70.i_1301.

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18

Barbosa, D. V. E., J. A. Souza, E. D. dos Santos, L. A. Isoldi, and J. C. Martins. "NUMERICAL ANALYSES OF OPENFOAM'S OVERTOPPING DEVICE SOLUTION." Revista de Engenharia Térmica 16, no. 1 (2017): 96. http://dx.doi.org/10.5380/reterm.v16i1.62198.

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Studies related to ocean energy are getting more important lately, once world claims for renewable energy usage. The Overtopping Device is a kind of Ocean Waves Energy Converter (OWEC), which main concept is storing water provided by incident waves above sea level to feed a set of low head turbines. In order to obtain the desired effect, this device contains a ramp which elevates the incident waves toward the reservoir. Present study aims to perform a numerical model of a 2D Overtopping Device by means of OpenFOAM simulations. OpenFOAM is a free open source code which has shown applicability i
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19

Requena, A. I., L. Mediero, and L. Garrote. "Bivariate return period based on copulas for hydrologic dam design: comparison of theoretical and empirical approach." Hydrology and Earth System Sciences Discussions 10, no. 1 (2013): 557–96. http://dx.doi.org/10.5194/hessd-10-557-2013.

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Abstract. Hydrologic frequency analyses are usually focused on flood peaks. Multivariate analyses on flood variables have not been so exhaustively studied despite the fact that they are required to represent the full hydrograph, which is essential for designing some structures like dams. In this work, a bivariate copula model was used to obtain the bivariate joint distribution of flood peak and volume. An empirical bivariate return period was defined in terms of acceptable risk to the dam through the maximum water elevation reached during the routing process, in order to perform a risk assessm
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20

dos Santos, Elizaldo Domingues, Bianca Neves Machado, Marcos Moisés Zanella, et al. "Numerical Study of the Effect of the Relative Depth on the Overtopping Wave Energy Converters According to Constructal Design." Defect and Diffusion Forum 348 (January 2014): 232–44. http://dx.doi.org/10.4028/www.scientific.net/ddf.348.232.

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The conversion of wave energy in electrical one has been increasingly studied. One example of wave energy converter (WEC) is the overtopping device. Its main operational principle consists of a ramp which guides the incoming waves into a reservoir raised slightly above the sea level. The accumulated water in the reservoir flows through a low head turbine generating electricity. In this sense, it is performed a numerical study concerned with the geometric optimization of an overtopping WEC for various relative depths:d/λ = 0.3, 0.5 and 0.62, by means of Constructal Design. The main purpose is t
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KOMATSU, Toshimitsu, Nobuhiro MATSUNAGA, Misao HASHIDA, Tomonari OKADA, and Kazuo FUJITA. "Volume of Wave Overtopping Gained Effectively by a 3-D Structure." PROCEEDINGS OF HYDRAULIC ENGINEERING 38 (1994): 493–97. http://dx.doi.org/10.2208/prohe.38.493.

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22

Gaeta, Maria Gabriella, Massimo Guerrero, Sara Mizar Formentin, Giuseppina Palma, and Barbara Zanuttigh. "Non-Intrusive Measurements of Wave-Induced Flow over Dikes by Means of a Combined Ultrasound Doppler Velocimetry and Videography." Water 12, no. 11 (2020): 3053. http://dx.doi.org/10.3390/w12113053.

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The performance of non-intrusive instruments, such as acoustic profilers and cameras, to describe the wave-induced flow processes over maritime dike crest was investigated in experiments carried out at the University of Bologna. Direct and derived measurements from the acoustic probes deployed along the structure crest were discussed in relation to the observed backscatter rates. Image processing was implemented by means of clustering algorithm, in order to detect the free surface during overtopping events and characterize wave front propagation over the dike crest. UVP data were processed to
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23

Li, Meng-Syue, Cheng-Jung Hsu, Hung-Chu Hsu, and Li-Hung Tsai. "Numerical Analysis of Vertical Breakwater Stability under Extreme Waves." Journal of Marine Science and Engineering 8, no. 12 (2020): 986. http://dx.doi.org/10.3390/jmse8120986.

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The purpose of this study is to perform a numerical simulation of caisson breakwater stability concerning the effect of wave overtopping under extreme waves. A numerical model, which solves two-dimensional Reynolds-averaged Navier–Stokes equations with the k−ε turbulence closure and uses the volume of fluid method for surface capturing, is validated with the laboratory observations. The numerical model is shown to accurately predict the measured free-surface profiles and the wave pressures around a caisson breakwater. Considering the dynamic loading on caisson breakwaters during overtopping wa
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Hübner, R. G., P. H. Oleinik, W. C. Marques, et al. "NUMERICAL STUDY COMPARING THE INCIDENCE INFLUENCE BETWEEN REALISTIC WAVE AND REGULAR WAVE OVER AN OVERTOPPING DEVICE." Revista de Engenharia Térmica 18, no. 1 (2019): 46. http://dx.doi.org/10.5380/reterm.v18i1.67047.

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This work presents a numerical study to evaluate the difference between the fluid dynamic behavior of an overtopping device subjected to the incidence of a realistic wave when compared to a regular one; being this regular wave representative of the considered realistic sea state. To do so, the FLUENT software was employed, which is a Computational Fluid Dynamics package based on the Finite Volume Method. The regular wave was generated through a User Defined Function (UDF) that imposes its velocities components as boundary conditions of prescribed velocity. On the other hand, for the realistic
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Lee, Cheol-Eung. "Reliability Analysis of Maximum Overtopping Volume for Evaluating Freeboard of Vertical Breakwaters." Journal of Korean Society of Coastal and Ocean Engineers 23, no. 2 (2011): 154–62. http://dx.doi.org/10.9765/kscoe.2011.23.2.154.

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26

Hughes, Steven A., and Christopher I. Thornton. "Estimation of time-varying discharge and cumulative volume in individual overtopping waves." Coastal Engineering 117 (November 2016): 191–204. http://dx.doi.org/10.1016/j.coastaleng.2016.08.006.

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27

Gomes, Mateus das Neves, Maria Fernanda Espinel Lara, Silvana Letícia Pires Iahnke, et al. "Numerical Approach of the Main Physical Operational Principle of Several Wave Energy Converters: Oscillating Water Column, Overtopping and Submerged Plate." Defect and Diffusion Forum 362 (April 2015): 115–71. http://dx.doi.org/10.4028/www.scientific.net/ddf.362.115.

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In this work it is numerically studied the wave flow inside a tank and the main operational physical principle of three different wave energy converters (WEC): oscillating water column (OWC), overtopping and submerged plate. The wave energy converters are evaluated in laboratory and real scales. For all studied cases the conservation equations of mass, momentum and one equation for the transport of volumetric fraction are solved with the finite volume method (FVM). To tackle with water-air mixture, the multiphase model Volume of Fluid (VOF) is used. Several results showed the accuracy of the n
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Guan, Dawei, Jingang Liu, Yee-Meng Chiew, and Yingzheng Zhou. "Scour Evolution Downstream of Submerged Weirs in Clear Water Scour Conditions." Water 11, no. 9 (2019): 1746. http://dx.doi.org/10.3390/w11091746.

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Although weirs or dikes in the riverine and coastal environments are frequently overtopped, few studies have hitherto examined the evolution of the scour process downstream of these structures under the submerged condition. This paper presents an experimental investigation on time evolution of the scour process downstream of submerged weirs with a uniform coarse sand. The clear-water scour experiments were carried out in a tilting recirculation flume. Different flow intensities and overtopping ratios (approach flow depth/weir height) were adopted in the experiments. Experimental observations s
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Hosseinzadeh-Tabrizi, Seyed Alireza, and Mahnaz Ghaeini-Hessaroeyeh. "Application of Bed Load Formulations for Dam Failure and Overtopping." Civil Engineering Journal 3, no. 10 (2017): 997. http://dx.doi.org/10.28991/cej-030932.

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The Enhanced HLLC scheme as a robust approximate Riemann solver is used for numerical modeling of three different test cases of mobile bed and stepped mobile bed in dam failure and dam overtopping conditions. The current research has been done in the frame of the finite volume method using shallow water equations along with the Exner equation for sediment continuity. The Ribberink, Wong and Parker formulations have been used for the modelling of bed load movement. A convenient approach based on the Boussinesq hypothesis is deployed for considering turbulence effects in the second case. The aff
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Didier, E., D. R. C. B. Neves, R. Martins, and M. G. Neves. "MODELLING OF HYDRODYNAMICS AROUND AN IMPERMEABLE BREAKWATER: COMPARISON BETWEEN PHYSICAL AND SPH NUMERICAL MODELING." Revista de Engenharia Térmica 11, no. 1-2 (2012): 68. http://dx.doi.org/10.5380/reterm.v11i1-2.62003.

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This work presents the new developments and the validation of a Smoothed Particle Hydrodynamics (SPH) numerical model used in the National Laboratory of Civil Engineering (Laboratório Nacional de Engenharia Civil - LNEC) for studies in coastal engineering processes. Although the model requires a high CPU time, it proved to be very promising in the simulation of complex flows, such as the wave-structure interaction and the wave breaking phenomenon. For the SPH model validation, physical modeling tests were performed in one LNEC’s flume to study the interaction between an impermeable structure a
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Tan, Lai Wai, and Vincent H. Chu. "REGULAR PERIODIC WAVE RUNUP AND OVERTOPPING SIMULATIONS BY LAGRANGIAN BLOCKS." Coastal Engineering Proceedings 1, no. 32 (2011): 46. http://dx.doi.org/10.9753/icce.v32.currents.46.

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Wave runup and overtopping of truncated beaches have been simulated using the method of Lagrangian Block Hydrodynamics (LBH). Instead of interpolation, which causes numerical oscillations, the fluxes through the face of the finite-volume in the LBH method are determined by the advection of the blocks. Negative water depth is not possible and the computation is unconditionally stable as the momentum is updated by the re-construction of the blocks. The accuracy of the method is evaluated using (i) the exact solution of the collapsing bore and (ii) the available laboratory data of the solitary wa
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Michailidi, Eleni Maria, and Baldassare Bacchi. "Dealing with uncertainty in the probability of overtopping of a flood mitigation dam." Hydrology and Earth System Sciences 21, no. 5 (2017): 2497–507. http://dx.doi.org/10.5194/hess-21-2497-2017.

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Abstract. In recent years, copula multivariate functions were used to model, probabilistically, the most important variables of flood events: discharge peak, flood volume and duration. However, in most of the cases, the sampling uncertainty, from which small-sized samples suffer, is neglected. In this paper, considering a real reservoir controlled by a dam as a case study, we apply a structure-based approach to estimate the probability of reaching specific reservoir levels, taking into account the key components of an event (flood peak, volume, hydrograph shape) and of the reservoir (rating cu
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Nicolae Lerma, Alexandre, Thomas Bulteau, Sylvain Elineau, et al. "High-resolution marine flood modelling coupling overflow and overtopping processes: framing the hazard based on historical and statistical approaches." Natural Hazards and Earth System Sciences 18, no. 1 (2018): 207–29. http://dx.doi.org/10.5194/nhess-18-207-2018.

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Abstract. A modelling chain was implemented in order to propose a realistic appraisal of the risk in coastal areas affected by overflowing as well as overtopping processes. Simulations are performed through a nested downscaling strategy from regional to local scale at high spatial resolution with explicit buildings, urban structures such as sea front walls and hydraulic structures liable to affect the propagation of water in urban areas. Validation of the model performance is based on hard and soft available data analysis and conversion of qualitative to quantitative information to reconstruct
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Ibrahim, Muhammad S. I., and Tom E. Baldock. "Swash overtopping on plane beaches – Reconciling empirical and theoretical scaling laws using the volume flux." Coastal Engineering 157 (April 2020): 103668. http://dx.doi.org/10.1016/j.coastaleng.2020.103668.

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35

Dumberry, Kevin, François Duhaime, and Yannic A. Ethier. "Erosion monitoring during core overtopping using a laboratory model with digital image correlation and X-ray microcomputed tomography." Canadian Geotechnical Journal 55, no. 2 (2018): 234–45. http://dx.doi.org/10.1139/cgj-2016-0684.

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Core overtopping in embankment dams is an important phenomenon that may lead to contact erosion along the core–filter interface. This paper presents new experimental results regarding erosion mechanisms at the core–filter interface during core overtopping. The experimental results were obtained using a reduced-scale model with a variable upstream water level. Digital image correlation (DIC), microcomputed tomography (μCT), and sediment collection at the outlet were used to quantify erosion. Four experimental runs were conducted with a till core and different filters. Only one of the four filte
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36

Gabl, R., J. Seibl, B. Gems, and M. Aufleger. "3-D numerical approach to simulate the overtopping volume caused by an impulse wave comparable to avalanche impact in a reservoir." Natural Hazards and Earth System Sciences 15, no. 12 (2015): 2617–30. http://dx.doi.org/10.5194/nhess-15-2617-2015.

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Abstract. The impact of an avalanche in a reservoir induces impulse waves, which pose a threat to population and infrastructure. For a good approximation of the generated wave height and length as well as the resulting overtopping volume over structures and dams, formulas, which are based on different simplifying assumptions, can be used. Further project-specific investigations by means of a scale model test or numerical simulations are advisable for complex reservoirs as well as the inclusion of hydraulic structures such as spillways. This paper presents a new approach for a 3-D numerical sim
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37

Stansby, Peter K. "Solitary wave run up and overtopping by a semi-implicit finite-volume shallow-water Boussinesq model." Journal of Hydraulic Research 41, no. 6 (2003): 639–47. http://dx.doi.org/10.1080/00221680309506896.

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38

Cain, Michael D., and James P. Barnett. "An 8-year field comparison of naturally seeded to planted container Pinustaeda, with and without release." Canadian Journal of Forest Research 26, no. 7 (1996): 1237–47. http://dx.doi.org/10.1139/x26-138.

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A field study compared genetically improved, container loblolly pines (Pinustaeda L.) with naturally seeded loblolly pines through eight growing seasons on a cutover site in southern Arkansas, U.S.A. Measurement pines on 6 of 12 plots were released from woody and herbaceous competition within a 61-cm radius of each tree stem. On natural pine plots, only 1st-year pine seedlings were selected for measurement based on quality standards and their spacing. Woody competition was controlled by hand cutting for 5 consecutive years, and herbaceous competition was controlled with herbicides for 4 consec
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39

Cavallaro, Luca, Fabio Dentale, Giovanna Donnarumma, Enrico Foti, Rosaria E. Musumeci, and Eugenio Pugliese Carratelli. "RUBBLE MOUND BREAKWATER OVERTOPPING: ESTIMATION OF THE RELIABILITY OF A 3D NUMERICAL SIMULATION." Coastal Engineering Proceedings 1, no. 33 (2012): 8. http://dx.doi.org/10.9753/icce.v33.structures.8.

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Until recently, physical models were the only way to investigate into the details of breakwaters behavior under wave attack. From the numerical point of view, the complexity of the fluid dynamic processes involved has so far hindered the direct application of Navier-Stokes equations within the armour blocks, due to the complex geometry and the presence of strongly non stationary flows, free boundaries and turbulence. In the present work the most recent CFD technology is used to provide a new and more reliable approach to the design analysis of breakwaters, especially in connection with run-up
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40

Olson, Matthew G., Robert G. Wagner, and John C. Brissette. "Forty years of spruce–fir stand development following herbicide application and precommercial thinning in central Maine, USA." Canadian Journal of Forest Research 42, no. 1 (2012): 1–11. http://dx.doi.org/10.1139/x11-132.

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We examined the development of a 33-year experiment in spruce–fir stands that received nine herbicide treatments (applied aerially in 1977), with and without precommercial thinning (PCT) (applied in 1986). We tested two commonly held assumptions about the long-term effects of herbicide and PCT in mixedwood stands managed for softwoods: (i) herbicide release produces stands dominated by softwoods and (ii) PCT promotes both softwood dominance and merchantable volume. All herbicides were effective at releasing balsam fir ( Abies balsamea (L.) Mill.) and spruce ( Picea spp.) from overtopping shrub
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Nicholls, Robert J., Lauren Burt, Joel Smethurst, and Charlotte Thompson. "IMPLICATIONS OF CONSOLIDATION ON BARRIER BEACH STABILITY." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 67. http://dx.doi.org/10.9753/icce.v36.sediment.67.

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Barrier beaches often overlie backbarrier deposits composed of poorly consolidated sediments. Hence, they can consolidate significantly if loaded. A retreating barrier beach provides such a load. In the static situation of beach nourishment, the increased load of the raised beach volume will also cause increased consolidation. These can lower beach elevation promoting wave overtopping, overwashing and retreat. However, there is limited research concerning the role of consolidation on the stability of barrier beaches worldwide. This paper focuses on this issue using Hurst Spit on the UK south c
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42

Itzkin, Michael, Laura J. Moore, Peter Ruggiero, Sally D. Hacker, and Reuben G. Biel. "The relative influence of dune aspect ratio and beach width on dune erosion as a function of storm duration and surge level." Earth Surface Dynamics 9, no. 5 (2021): 1223–37. http://dx.doi.org/10.5194/esurf-9-1223-2021.

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Abstract. Dune height is an important predictor of impact during a storm event given that taller dunes have a lower likelihood of being overtopped than shorter dunes. However, the temporal dominance of the wave collision regime, wherein volume loss (erosion) from the dune occurs through dune retreat without overtopping, suggests that dune width must also be considered when evaluating the vulnerability of dunes to erosion. We use XBeach, a numerical model that simulates hydrodynamic processes, sediment transport, and morphologic change, to analyze storm-induced dune erosion as a function of dun
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43

Sentani, Ari, Didier Marot, and Fateh Bendahmane. "Erodibility of Granular Materials Models." Journal of Advanced Civil and Environmental Engineering 1, no. 2 (2018): 49. http://dx.doi.org/10.30659/jacee.1.2.49-56.

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Abstract: Two means physical processes are involved in failure of a dams structure: either a mechanical failure by sliding, or a hydraulic failure by erosion. The causes of failures are internal erosion (23 cases between 44), or external erosion (20 cases of overtopping) and 1 case of sliding. In consequence, internal erosion is the most frequent cause for all the water retaining structures. A series of test are needed to develop models that can describe the internal erosion. This research uses two kinds of tests. They are The Consodilated Drained (CD) Triaxial test and The Erodibility test wi
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44

Jiang, Changbo, Xiaojian Liu, Yu Yao, Bin Deng, and Jie Chen. "Numerical Investigation of Tsunami-Like Solitary Wave Interaction with a Seawall." Journal of Earthquake and Tsunami 11, no. 01 (2017): 1740006. http://dx.doi.org/10.1142/s1793431117400061.

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Seawall is a most commonly used structure in coastal areas to protect the landscape and coastal facilities. The studies of interactions between the tsunami-like solitary waves and the seawalls are relatively rare in the literature. In this study, a three-dimensional numerical model based on OpenFOAM® was developed to investigate the tsunami-like solitary waves propagating over a rectangular seawall. The Navier–Stokes equations for two-phase incompressible flow, combining with methods of [Formula: see text] for turbulence closure and Volume of Fluid (VOF) for tracking the free surface, were sol
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45

Fourie, A. B., G. E. Blight, and G. Papageorgiou. "Static liquefaction as a possible explanation for the Merriespruit tailings dam failure." Canadian Geotechnical Journal 38, no. 4 (2001): 707–19. http://dx.doi.org/10.1139/t00-112.

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In 1994 the Merriespruit gold tailings dam in South Africa failed, resulting in 17 deaths. The post-failure investigation provided no explanation as to why the catastrophic flow failure, which contradicted all previous experiences of failures of gold tailings dams in South Africa, occurred. The documented history of the dam describes insufficient freeboard provision and often poor pool control, which is argued to have resulted in some areas of the dam having high in situ void ratios. Some of the undrained triaxial tests carried out on specimens obtained from zones adjacent to the failure scar
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46

Crochemore, Louise, Maria-Helena Ramos, Florian Pappenberger, Schalk Jan van Andel, and Andrew W. Wood. "An Experiment on Risk-Based Decision-Making in Water Management Using Monthly Probabilistic Forecasts." Bulletin of the American Meteorological Society 97, no. 4 (2016): 541–51. http://dx.doi.org/10.1175/bams-d-14-00270.1.

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Abstract The use of probabilistic forecasts is necessary to take into account uncertainties and allow for optimal risk-based decisions in streamflow forecasting at monthly to seasonal lead times. Such probabilistic forecasts have long been used by practitioners in the operation of water reservoirs, in water allocation and management, and more recently in drought preparedness activities. Various studies assert the potential value of hydrometeorological forecasting efforts, but few investigate how these forecasts are used in the decision-making process. Role-playing games can help scientists, ma
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47

Dong, Shudi, Soroush Abolfathi, Md Salauddin, and Jonathan Pearson. "SPATIAL DISTRIBUTION OF WAVE-BY-WAVE OVERTOPPING AT VERTICAL SEAWALLS." Coastal Engineering Proceedings, no. 36v (December 28, 2020): 17. http://dx.doi.org/10.9753/icce.v36v.structures.17.

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Over the years, many physical and numerical modelling research has been carried out to investigate the wave-structure interactions and the resulting mean overtopping characteristics at sea defences. The most reliable empirical predication formulae for prediction of mean overtopping rates have been reported in the overtopping manual, EurOtop (2018). In addition to average overtopping rates, in recent years, the spatial distribution of overtopped water has become an important topic of research to understand the safe zone behind coastal defences. The existing empirical formulae for spatial distri
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48

Baker, James B., and Michael G. Shelton. "Rehabilitation of Understocked Loblolly-Shortleaf Pine Stands—IV. Natural and Planted Seedling/Sapling Stands." Southern Journal of Applied Forestry 22, no. 1 (1998): 53–59. http://dx.doi.org/10.1093/sjaf/22.1.53.

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Abstract A 3- to 6-yr-old naturally regenerated even-aged loblolly pine (Pinus taeda L.) stand and a 5-yr-old loblolly pine plantation on good sites (SILob = 85 to 90 ft at 50 yr) were cut to density levels of 50, 90, 180, 270, and 360 seedlings and/or saplings/ac. Two pine release treatments (none and individual tree release with a herbicide) were applied to the natural stand, but were not imposed in the plantation because site preparation treatments were applied before planting. At 2, 5, and 10 yr after installation, plots were inventoried to determine: (1) the lowest threshold of seedling/s
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49

Troch, Peter, Charlotte Beels, Julien De Rouck, and Griet De Backer. "WAKE EFFECTS BEHIND A FARM OF WAVE ENERGY CONVERTERS FOR IRREGULAR LONG-CRESTED AND SHORT-CRESTED WAVES." Coastal Engineering Proceedings 1, no. 32 (2011): 53. http://dx.doi.org/10.9753/icce.v32.waves.53.

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The contribution of wave energy to the renewable energy supply is rising. To extract a considerable amount of wave power, Wave Energy Converters (WECs) are arranged in several rows or in a ’farm’. WECs in a farm are interacting (e.g. the presence of other WECs influence the operational behaviour of a single WEC) and the overall power absorption is affected. In this paper wake effects in the lee of a single WEC and multiple WECs of the overtopping type, where the water volume of overtopped waves is first captured in a basin above mean sea level and then drains back to the sea through hydro turb
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50

Hughes, Steven A., Christopher I. Thornton, Jentsje W. Van der Meer, and Bryan N. Scholl. "IMPROVEMENTS IN DESCRIBING WAVE OVERTOPPING PROCESSES." Coastal Engineering Proceedings 1, no. 33 (2012): 35. http://dx.doi.org/10.9753/icce.v33.waves.35.

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This paper presents a new empirical relation for the shape factor in the Weibull distribution that describes the distribution of overtopping wave volumes. This improvement increases the applicable range of the Weibull distribution from very low average overtopping discharges to large discharges resulting from combined wave overtopping and steady surge overflow at negative freeboards. The effect this improvement has on wave overtopping simulation is also discussed. Measured maximum flow thicknesses, velocities, and discharges from experiments of combined wave and surge overtopping are examined
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