Academic literature on the topic 'Wave run-up'
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Journal articles on the topic "Wave run-up"
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Lee, Sang Beom, Seung Yoon Han, Young Myoung Choi, Sun Hong Kwon, Dong Woo Jung, and Jun Soo Park. "Study on Wave Run-Up Phenomenon over Vertical Cylinder." Journal of Ocean Engineering and Technology 27, no. 4 (August 31, 2013): 62–67. http://dx.doi.org/10.5574/ksoe.2013.27.4.062.
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Takezawa, Mitsuo, Masaru Mizuguchi, Shintaro Hotta, and Susumu Kubota. "WAVE RUN-UP ON A NATURAL BEACH." Coastal Engineering Proceedings 1, no. 21 (January 29, 1988): 10. http://dx.doi.org/10.9753/icce.v21.10.
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The swash oscillation, waves and water particle velocity in the surf zone were measured by using 16 mm memo-motion cameras and electromagnetic current meters. It was inferred that incident waves form two-dimensional standing waves with the anti-node in the swash slope. Separation of the incident waves and reflected waves was attempted with good results using small amplitude long wave theory. Reflection coefficient of individual waves ranged between 0.3 and 1.0. The joint distribution of wave heights and periods in the swash oscillation exhibited different distribution from that in and outside the surf zone. This indicates that simple application of wave to wave transformation model fails in the swash zone.
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Fiedler, Julia W., Adam P. Young, Bonnie C. Ludka, William C. O’Reilly, Cassandra Henderson, Mark A. Merrifield, and R. T. Guza. "Predicting site-specific storm wave run-up." Natural Hazards 104, no. 1 (July 31, 2020): 493–517. http://dx.doi.org/10.1007/s11069-020-04178-3.
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Abstract Storm wave run-up causes beach erosion, wave overtopping, and street flooding. Extreme runup estimates may be improved, relative to predictions from general empirical formulae with default parameter values, by using historical storm waves and eroded profiles in numerical runup simulations. A climatology of storm wave run-up at Imperial Beach, California is developed using the numerical model SWASH, and over a decade of hindcast spectral waves and observed depth profiles. For use in a local flood warning system, the relationship between incident wave energy spectra E(f) and SWASH-modeled shoreline water levels is approximated with the numerically simple integrated power law approximation (IPA). Broad and multi-peaked E(f) are accommodated by characterizing wave forcing with frequency-weighted integrals of E(f). This integral approach improves runup estimates compared to the more commonly used bulk parameterization using deep water wave height $$H_0$$ H 0 and deep water wavelength $$L_0$$ L 0 Hunt (Trans Am Soc Civ Eng 126(4):542–570, 1961) and Stockdon et al. (Coast Eng 53(7):573–588, 2006. 10.1016/j.coastaleng.2005.12.005). Scaling of energy and frequency contributions in IPA, determined by searching parameter space for the best fit to SWASH, show an $$H_0L_0$$ H 0 L 0 scaling is near optimal. IPA performance is tested with LiDAR observations of storm run-up, which reached 2.5 m above the offshore water level, overtopped backshore riprap, and eroded the foreshore beach slope. Driven with estimates from a regional wave model and observed $$\beta _f$$ β f , the IPA reproduced observed run-up with $$<30\%$$ < 30 % error. However, errors in model physics, depth profile, and incoming wave predictions partially cancelled. IPA (or alternative empirical forms) can be calibrated (using SWASH or similar) for sites where historical waves and eroded bathymetry are available.
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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 or from an up-rushing wave. Therefore the hypothesis has been evaluated that the cumulative overload method should also be applicable for up-rushing waves. Tests on a real dike have been used to validate this hypothesis. The main conclusions are that the new Wave Overtopping Simulator works really well, but that the results on testing till so far has not yet been sufficient for a full validation of the method. More research is required. Furthermore, a new technique has been developed to measure the strength of a grass sod on a dike: the grass pulling device. Tests with this device showed that it is possible to measure the critical velocity (= strength) of a grass cover, which is much easier than performing tests with a Wave Run-up or Overtopping Simulator.
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Didenkulova, I., and A. Rodin. "A typical wave wake from high-speed vessels: its group structure and run-up." Nonlinear Processes in Geophysics 20, no. 1 (February 26, 2013): 179–88. http://dx.doi.org/10.5194/npg-20-179-2013.
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Abstract. High-amplitude water waves induced by high-speed vessels are regularly observed in Tallinn Bay, the Baltic Sea, causing intense beach erosion and disturbing marine habitants in the coastal zone. Such a strong impact on the coast may be a result of a certain group structure of the wave wake. In order to understand it, here we present an experimental study of the group structure of these wakes at Pikakari beach, Tallinn Bay. The most energetic vessel waves at this location (100 m from the coast at the water depth 2.7 m) have amplitudes of about 1 m and periods of 8–10 s and cause maximum run-up heights on a beach up to 1.4 m. These waves represent frequency modulated packets where the largest and longest waves propagate ahead of other smaller amplitude and period waves. Sometimes the groups of different heights and periods can be separated even within one wave wake event. The wave heights within a wake are well described by the Weibull distribution, which has different parameters for wakes from different vessels. Wave run-up heights can also be described by Weibull distribution and its parameters can be connected to the parameters of the distribution of wave heights 100 m from the coast. Finally, the run-up of individual waves within a packet is studied. It is shown that the specific structure of frequency modulated wave packets, induced by high-speed vessels, leads to a sequence of high wave run-ups at the coast, even when the original wave heights are rather moderate. This feature can be a key to understanding the significant impact on coasts caused by fast vessels.
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Kreyenschulte, Moritz, David Schürenkamp, Benedikt Bratz, Holger Schüttrumpf, and Nils Goseberg. "Wave Run-Up on Mortar-Grouted Riprap Revetments." Water 12, no. 12 (December 2, 2020): 3396. http://dx.doi.org/10.3390/w12123396.
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The wave run-up height is a crucial design parameter that determines the crest height of a sea dike and is used for estimating the number of overtopping waves. Therefore, a reduction of the wave run-up height is generally aspired in the design of dikes, which can be achieved by mortar-grouted riprap revetments (MGRR). Although MGRRs are widely utilized revetments along the German North Sea coast, no investigations into the wave run-up height on this revetment type are available to date. Full-scale hydraulic model tests were hence conducted to investigate wave run-up heights on partially grouted and fully grouted MGRRs. The wave run-up was determined using 2D-LIDAR measurements, which were validated by video data. Partially grouted MGRRs, due to their roughness, porosity, and permeability, reduce wave run-up heights from 21% to 28%, and fully grouted MGRRs due to their roughness reduce wave run-up heights from 12% to 14% compared to smooth impermeable revetments. Influence factors have been determined for four widely used revetment configurations, which can now be used for design purposes. A comparison and subsequent discussion about the representation of the physics of wave run-up by different parameters is carried out with the results presented.
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Mather, Andrew Alan, Derek Stretch, and Gerald Garland. "WAVE RUN UP ON NATURAL BEACHES." Coastal Engineering Proceedings 1, no. 32 (January 31, 2011): 45. http://dx.doi.org/10.9753/icce.v32.currents.45.
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Wave run up is important for quantifying risks to infrastructure in the coastal zone. The performance of global wave run up models are assessed by applying them to two significant storms along the South African coastline in 2007 and 2008. The models produced mixed results and therefore the development of a new wave run up model was undertaken. This model uses the distance offshore to a point on the bathymetric profile, located approximately at the cut off depth, as a proxy for the underwater beach profile. This new wave run up model has been calibrated for open coastlines as well as large and small embayments. The new model outperforms most of the current wave run up models and gives a good first order approximation of wave run up on natural beaches.
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LI, YING, and FREDRIC RAICHLEN. "Non-breaking and breaking solitary wave run-up." Journal of Fluid Mechanics 456 (April 9, 2002): 295–318. http://dx.doi.org/10.1017/s0022112001007625.
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The run-up of non-breaking and breaking solitary waves on a uniform plane beach connected to a constant-depth wave tank was investigated experimentally and numerically. If only the general characteristics of the run-up process and the maximum run-up are of interest, for the case of a breaking wave the post-breaking condition can be simplified and represented as a propagating bore. A numerical model using this bore structure to treat the process of wave breaking and subsequent shoreward propagation was developed. The nonlinear shallow water equations (NLSW) were solved using the weighted essentially non-oscillatory (WENO) shock capturing scheme employed in gas dynamics. Wave breaking and post-breaking propagation are handled automatically by this scheme and ad hoc terms are not required. A computational domain mapping technique was used to model the shoreline movement. This numerical scheme was found to provide a relatively simple and reasonably good prediction of various aspects of the run-up process. The energy dissipation associated with wave breaking of solitary wave run-up (excluding the effects of bottom friction) was also estimated using the results from the numerical model.
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Saville, Jr., Thorndike. "WAVE RUN-UP ON COMPOSITE SLOPES." Coastal Engineering Proceedings 1, no. 6 (January 29, 2011): 41. http://dx.doi.org/10.9753/icce.v6.41.
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A method is presented for determining wave run-up on composite slopes from laboratory- derived curves for single slopes. The method is one of successive approximations and involves replacement of the actual composite slope with a hypothetical single slope obtained from the breaking depth and an estimated run-up value. Comparison of predicted values is made with actual laboratory data.
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Mj, Dripta, and Denys Dutykh. "Learning extreme wave run-up conditions." Applied Ocean Research 105 (December 2020): 102400. http://dx.doi.org/10.1016/j.apor.2020.102400.
Full textDissertations / Theses on the topic "Wave run-up"
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Roux, Abraham Pierre. "A re-assessment of wave run up formulae." Thesis, Stellenbosch : Stellenbosch University, 2015. http://hdl.handle.net/10019.1/96562.
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Thesis (MEng)--Stellenbosch University, 2015.ENGLISH ABSTRACT: Over the last few decades, wave run up prediction has gained the interest of numerous researchers and every newly-published paper has aimed to predict wave run up with greater accuracy. Wave run up is defined as the vertical elevation reached by a wave's, front water edge as it runs up a beach, measured relative to the still water line. Wave run up is dependent on the incidental wave height, the wave period, the beach slope and the wave steepness. The majority of publications incorporate all of these factors, but some do not, which has led to numerous debates. The goal of this study is to do a re-assessment of previously published wave run up formulae, to obtain a more informed understanding about wave run up and the available predictive empirical formulae. The study also seeks to evaluate the Mather, Stretch & Garland (2011) formula. The method for undertaking this objective comprised a physical model test series with 10 regular wave conditions on a constant slope, being 1/24, performed with an impermeable floor. Also, a beach study in the field was done on Long Beach, Noordhoek, where run up measurements were taken for 30 minute intervals, resulting in five test conditions. A numerical model was employed in conjunction with the beach study to determine the local offshore wave parameters transformed from a deep water wave rider. This information was used to correlate the run up measurements with known wave parameters. Firstly, the physical model assessment was performed to provide a proper foundation for run up understanding. Plotting empirical normalised run up values (R2/H0 ) versus the Iribarren number for different formulae, a grouping was achieved with upper and lower boundaries. The physical model results plotted on the lower end of this grouping, resulted in prediction differences of more than 10%. These differences may have been caused by the unevenness of the physical model slope or the fact that only one slope had been tested. Despite this, the results fell within a band of wave run up formulae located on the lower end of this grouping. An assessment of the beach measurements in the field gave a better correlation than the physical model results when compared to normalised predicted wave run up formulae. These measurements also plotted on the lower end of the grouping, resulting in prediction differences of less than 10% for some empirical formulae. When comparing these empirical predictions to one another, the results demonstrate that the formulae comparing best with the beach measurements were Holman (1986) and Stockdon, Holman, Howd, & Sallenger Jr. (2006). Extreme over predictions were found by Mase & Iwagaki (1984), Hedges & Mase (2004) and Douglass (1992). Nielsen & Hanslow (1991) only compared best with the beach measurements and De la Pena, Sanchez Gonzalez, Diaz-Sanchez, & Martin Huescar (2012) only compared best to the physical model results. This study supports the formula proposed by Mather, Stretch, & Garland (2011). Applying their formula to the measured results presented a C constant of 3.3 for the physical model and 8.6 for the beach results. Both values are within the range prescribed by the authors. Further reasearch minimized the array of possible „C‟ values by correlating this coefficient to Iribarren numbers. „C‟ values between 3.0~5.0 is prescribed for low Iribarren conditions (0.25-0.4) and values between 7.0~10 for higher Iribarren conditions are 0.75-0.8. However, this formula is still open for operator erros whereby the „C‟ value has a big influence in the final result. The best formulae to use, from results within this thesis, is proposed by Holman (1986) and Stockdon et.al (2006). These formulae are not open to operator erros and uses the significant wave height, deep water wave length and the beach face slope to calculate the wave run up.
AFRIKAANSE OPSOMMING: Gedurende die afgelope paar dekades, het golf-oploop voorspellings die aandag van talle navorsers gelok en elke nuwe geskrewe voorlegging het gepoog om meer akkurate golf-oploop voorspellings te verwesenlik. golf-oploop kan definieer word as die vertikale elevasie bereik deur 'n golf se voorwaterkant soos dit op die strand uitrol, gemeet relatief vanaf die stilwaterlyn. golf-oploop is afhanklik van die invals-golfhoogte, die golfperiode, die strandhelling en die golfsteilheid. Die oorgrote mederheid publikasies uit die literaturr inkorporeer al hierdie faktore, maar sommige nie, wat groot debatvoering tot gevolg het. Die doel met hierdie studie is om vorige gepubliseerde golf- oploop formules te re-evalueer, om 'n meer ingeligte begrip van golf- oploop en beskikbare voorspellende formules te verkry. Die studie poog terselfdertyd ook om golf-opvolg tendense, uniek aan Suid Afrikaanse strande te evalueer deur die huidige formule wat tans hier gebruik word, te assesseer. Om hierdie doelwit te bereik, is gebruik gemaak van 'n fisiese model toets reeks bestaande uit 10 reëlmatige golfstoestande op 'n konstante ondeurlaatbaare strandhelling van 1/24. 'n Veldstudie was ook uitgevoer op Langstrand, Noordhoek, waar golf-oploopmetings met 30 minute tussenposes uitgevoer is, vir vyf toets-toestande. Tesame met die veldstudie, is 'n numeriese model aangewend om die gemete diepsee data nader ann die strand wat bestudeer is te transformeer. Hierdie inligting is benodig om 'n verband tussen tussen oploop-metings en bekende golf parameters te bepaal. Eerstens is die fisiese model assessering uitgevoer om 'n behoorlike basis vir die begrip van golfoploop in die veld te verkry. Deur die emperiese, genormaliseerde oploop waardes (R₂/H₀) vir verkeie formules teenoor die Iribarren getal te plot, is 'n groepering met hoër en laer grense gevind. Daar is gevind dat die fisiese modelwaardes op die laer grens plot, en het verskille met die emperiese waardes van meer as 10% getoon. Hierdie verskille is moontlik veroorsaak as gevolg van 'n oneweredige fisiese model strandhelling of deur die feit dat slegs een helling getoets is. Ten spyte hiervan, het die model oploop waardes binne die bestek van golf- oploop formules geval. Assessering van die veldmetings het 'n beter korrelasie as die fisiese modelresultate getoon, tydens vergelykings met genormaliseerde golf-oploop formules van die emperiese formules. Die oploop waardes van hierdie metings het ook geplot aan die laer grens van die groepering, met verskille van minder as 10% vir die meeste gevalle van die emperiese formules. Wanneer hierdie emperiese voorspellings vergelyk word, is gevind dat die formules wat die beste ooreenstem met die fisiese model, die van Holman (1986) en Stockdon, Howd, & Sallenger Jr. (2006) is. Die emperiese formules van Mase & Iwagake (1984), Hedges & Mase (2004) en Douglas (1992) het die golf-oploop oorvoorspel. Nielsen & Hanslow (1991) het slegs die beste met die strandmetings vergelyk, terwyl De la Pena, Sanchez Gonzalez, Diaz-Sanchez & Martin Huescar (2012) slegs die beste vergelyk het met die fisiese-model resultaat. Hierdie studie ondersteun die formule voorgestel deur Mather, Stretch, & Garland (2011). Deur hul formules op die gemete bevindings toe te pas, is 'n C konstante van 3.3 vir die fisiese model resultate, en 8.0 vir die stranduitlslae bepaal. Beide waardes lê binne die grense wat deur die outeurs voorgestel is. Verdere navorsing het getoon dat moontlike waardes vir die „C‟ konstante tussen 3.0 en 5.0 moet wees vir Iribarren waardes van tussen 0.25 en 0.4. Vir hoër Iribarren waardes, 0.75-0.8, moet die „C‟ kosntante tussen 7.0 en 10 wees; dog is die formule steeds oop vir operateur foute. Die hoofbevindinge van die tesis is gevind dat die beste golf-oploop formules, om tans te gebruik, die van Holman (1986) en Stockdon et.al (2006) is. Hierdie formules kan glad nie beinvloed word deur operateurs foute nie en maak gebruik van die invals golfhoogte, die golfperiode en die strandhelling om die golf-oploop te bepaal.
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Morris-Thomas, Michael. "An investigation into wave run-up on vertical surface piercing cylinders in monochromatic waves." University of Western Australia. School of Oil and Gas Engineering, 2003. http://theses.library.uwa.edu.au/adt-WU2004.0010.
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[Formulae and special characters can only be approximated here. Please see the pdf version of the abstract for an accurate reproduction.] Wave run-up is the vertical uprush of water when an incident wave impinges on a free- surface penetrating body. For large volume offshore structures the wave run-up on the weather side of the supporting columns is particularly important for air-gap design and ultimately the avoidance of pressure impulse loads on the underside of the deck structure. This investigation focuses on the limitations of conventional wave diffraction theory, where the free-surface boundary condition is treated by a Stokes expansion, in predicting the harmonic components of the wave run-up, and the presentation of a simplified procedure for the prediction of wave run-up. The wave run-up is studied on fixed vertical cylinders in plane progressive waves. These progressive waves are of a form suitable for description by Stokes' wave theory whereby the typical energy content of a wave train consists of one fundamental harmonic and corresponding phase locked Fourier components. The choice of monochromatic waves is indicative of ocean environments for large volume structures in the diffraction regime where the assumption of potential flow theory is applicable, or more formally A/a < Ο(1) (A and a being the wave amplitude and cylinder radius respectively). One of the unique aspects of this work is the investigation of column geometry effects - in terms of square cylinders with rounded edges - on the wave run-up. The rounded edges of each cylinder are described by the dimensionless parameter rc/a which denotes the ratio of edge corner radius to half-width of a typical column with longitudinal axis perpendicular to the quiescent free-surface. An experimental campaign was undertaken where the wave run-up on a fixed column in plane progressive waves was measured with wire probes located close to the cylinder. Based on an appropriate dimensional analysis, the wave environment was represented by a parametric variation of the scattering parameter ka and wave steepness kA (where k denotes the wave number). The effect of column geometry was investigated by varying the edge corner radius ratio within the domain 0 <=rc/a <= 1, where the upper and lower bounds correspond to a circular and square shaped cylinder respectively. The water depth is assumed infinite so that the wave run-up caused purely by wave-structure interaction is examined without the additional influence of a non-decaying horizontal fluid velocity and finite depth effects on wave dispersion. The zero-, first-, second- and third-harmonics of the wave run-up are examined to determine the importance of each with regard to local wave diffraction and incident wave non-linearities. The modulus and phase of these harmonics are compared to corresponding theoretical predictions from conventional diffraction theory to second-order in wave steepness. As a result, a basis is formed for the applicability of a Stokes expansion to the free-surface boundary condition of the diffraction problem, and its limitations in terms of local wave scattering and incident wave non-linearities. An analytical approach is pursued and solved in the long wavelength regime for the interaction of a plane progressive wave with a circular cylinder in an ideal fluid. The classical Stokesian assumption of infinitesimal wave amplitude is invoked to treat the free-surface boundary condition along with an unconventional requirement that the cylinder width is assumed much smaller than the incident wavelength. This additional assumption is justified because critical wavelengths for wave run-up on a fixed cylinder are typically much larger in magnitude than the cylinder's width. In the solution, two coupled perturbation schemes, incorporating a classical Stokes expansion and cylinder slenderness expansion, are invoked and the boundary value problem solved to third-order. The formulation of the diffraction problem in this manner allows for third-harmonic diffraction effects and higher-order effects operating at the first-harmonic to be found. In general, the complete wave run-up is not well accounted for by a second-order Stokes expansion of the free-surface boundary condition and wave elevation. This is however, dependent upon the coupling of ka and kA. In particular, whilst the modulus and phase of the second-harmonic are moderately predicted, the mean set-up is not well predicted by a second-order Stokes expansion scheme. This is thought to be caused by higher than second-order non-linear effects since experimental evidence has revealed higher-order diffraction effects operating at the first-harmonic in waves of moderate to large steepness when k < < 1. These higher-order effects, operating at the first-harmonic, can be partially accounted for by the proposed long wavelength formulation. For small ka and large kA, subsequent comparisons with measured results do indeed provide a better agreement than the classical linear diffraction solution of Havelock (1940). To account for the complete wave run-up, a unique approach has been adopted where a correction is applied to a first-harmonic analytical solution. The remaining non-linear portion is accounted for by two methods. The first method is based on regression analysis in terms of ka and kA and provides an additive correction to the first-harmonic solution. The second method involves an amplification correction of the first-harmonic. This utilises Bernoulli's equation applied at the mean free-surface position where the constant of proportionality is empirically determined and is inversely proportional to ka. The experimental and numerical results suggest that the wave run-up increases as rc/a--› 0, however this is most significant for short waves and long waves of large steepness. Of the harmonic components, experimental evidence suggests that the effect of a variation in rc/a on the wave run-up is particularly significant for the first-harmonic only. Furthermore, the corner radius effect on the first-harmonic wave run-up is well predicted by numerical calculations using the boundary element method. Given this, the proposed simplified wave run-up model includes an additional geometry correction which accounts for rc/a to first-order in local wave diffraction. From a practical view point, it is the simplified model that is most useful for platform designers to predict the wave run-up on a surface piercing column. It is computationally inexpensive and the comparison of this model with measured results has proved more promising than previously proposed schemes.
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Shiach, Jonathan Ben. "Numerical modelling of wave run-up and overtopping using depth integrated equations." Thesis, Manchester Metropolitan University, 2008. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.486867.
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Wave run-up and overtopping of coastal structures have been extensively studied over the last 30 years to provide guidance for the construction of sea defences. Numerical models based on fluid flow equations can provide a useful aid in the design of these coastal defences. Computers have now advanced sufficiently to enable programs written to solve the flow equations to run on hardware that is readily available (e.g., desktop or laptop computers), thus giving engineers the ability to conduct multiple runs of an experiment, reconfigure the bathymetry, change the wave conditions and collect data from anywhere in the solution domain. An existing numerical model, AMAZON, based on the non-linear Shallow \Vater Equations (S\VE) was used to give wave height and overtopping discharges for a series of violent overtopping experiments. A second-order accurate highresolution finite-volume method was used to solve the SWE. The source terms that model the bed topography were treated using the Surface Gradient Method (SGM). The numerical model gave overtopping predictions to within 20% of the experimental overtopping discharges for cases where the wave ~onditions at the sea wall were not severely impacting. However, wave height comparisons showed that the SWE could not model wave propagation in intermediate depth water. The Boussinesq class of equations was chosen to extend the numerical modelling of wave propagation, run-up and overtopping into intermediate depth water. A hybrid finite-volumejfinite-difference solver was used to solve two different extended Boussinesq formulations, one of which was chosen to model a range of run-up and overtopping experiments. It was found'that the numerical model was able to model wave propagation where the typical depth to wavelength ratio was less than 0.35 for both regular and irregular waves. However, the numerical model was not able to accurately model breaking waves. Comparisons between overtopping discharges from the physical experiments and the numerical model showed that, in the majority of cases, the numerical model was able to provide predictions to within an absolute relative error of 3. It was found that as the gradient of the seawall increa'3ed, so did the accuracy of the numerical overtopping predictions.
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Orszaghova, Jana. "Solitary waves and wave groups at the shore." Thesis, University of Oxford, 2011. http://ora.ox.ac.uk/objects/uuid:5b168bdc-4956-4152-a303-b23a6067bf42.
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A significant proportion of the world's population and physical assets are located in low lying coastal zones. Accurate prediction of wave induced run-up and overtopping of sea defences are important in defining the extent and severity of wave action, and in assessing risk to people and property from severe storms and tsunamis. This thesis describes a one-dimensional numerical model based on the Boussinesq equations of Madsen and Sorensen (1992) and the non-linear shallow water equations. The model is suitable for simulating propagation of weakly non-linear and weakly dispersive waves from intermediate to zero depth, such that any inundation and/or overtopping caused by the incoming waves is also calculated as part of the simulation. Wave breaking is approximated by locally switching to the non-linear shallow water equations, which can model broken waves as bores. A piston paddle wavemaker is incorporated into the model for complete reproduction of laboratory experiments. A domain mapping technique is used in the vicinity of the paddle to transform a time-varying domain into a fixed domain, so that the governing equations can be more readily solved. First, various aspects of the numerical model are verified against known analytical and newly derived semi-analytical solutions. The complete model is then validated with laboratory measurements of run-up and overtopping involving solitary waves. NewWave focused wave groups, which give the expected shape of extreme wave events in a linear random sea, are used for further validation. Simulations of experiments of wave group run-up on a plane beach yield very good agreement with the measured run-up distances and free surface time series. Wave-by-wave overtopping induced by focused wave groups is also successfully simulated with the model, with satisfactory agreement between the experimental and the predicted overtopping volumes. Repeated simulations, now driven by second order paddle displacement signals, give insight into second order error waves spuriously generated by using paddle signals derived from linear theory. Separation of harmonics reveals that the long error wave is significantly affecting the wave group shape and leading to enhanced runu-up distances and overtopping volumes. An extensive parameter study is carried out using the numerical model investigating the influence on wave group run-up of linear wave amplitude at focus, linear focus location, and wave group phase at focus. For a given amplitude, both the phase and the focus location significantly affect the wave group run-up. It is also found that the peak optimised run-up increases with the wave amplitude, but wave breaking becomes an inhibiting factor for larger waves. This methodology is proposed for extreme storm wave induced run-up analysis.
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Chapman, Neil. "Modelling the dynamic interaction between hydrology, slope stability and wave run-up processes in the soft-sea cliffs at Covehithe, Suffolk, UK." Thesis, Birkbeck (University of London), 2014. http://bbktheses.da.ulcc.ac.uk/98/.
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Soft-rock coastal cliff retreat progresses by an intermittent and discontinuous series of slope mass movements, generally accepted to be concentrated during phases of strong wave attack or heavy rain. One of the fundamental limitations to improving understanding of these processes is a lack of accurate quantitative data on the hydrological and geotechnical behaviour of the cliff slope. In this study, high-resolution terrestrial surveys of coastal change over a fifteen year period have been analysed and combined with hydrological and geotechnical simulations of cliff behaviour under rainfall stress. The input parameters for the simulations have been established from site survey, cross-checked with data from a range of published literature. The numerical model has been applied to typical hydrological, climatic and geotechnical conditions at Covehithe, Suffolk. In addition, analyses of water levels and beach elevations have subsequently been included using archive observation data, to further investigate the mechanisms governing the nature of change at the study site. Key findings include: (a.) high-resolution modelling of rainfall-infiltration processes combined with slope stability analysis provides a unique insight into the complex interaction between slope morphology and dynamic hydrology in soft sea cliffs. (b.) detailed analysis of daily factors of safety related to specific daily rainfalls is significant in reproducing failure conditions at the study site, and elucidates the complex interaction between cliff stratigraphy, cliff hydrology and rainfall. (c.) The results of the water level and beach elevation analyses show that marine processes are significant to the generation of cliff instability, consistent with the field observations and with the Sunamura (1983) model. These findings suggest that the instability of soft sea-cliffs results from complex and interacting controls that require an approach utilising a fully integrated transient hydrology and slope stability modelling. These results have significant implications for current coastal management practice.
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Wilson, Jessica. "The Efficacy and Design of Coastal Protection Using Large Woody Debris." Thesis, Université d'Ottawa / University of Ottawa, 2020. http://hdl.handle.net/10393/41573.
Full textAbstract:
Those who frequent the coastline may be accustomed to seeing driftwood washed onshore, some of it having seemingly found a home there for many years, others having been freshly deposited during the last set of storms; However, if a passerby were to take a closer look at the driftwood on the coastline, they may notice that some of these logs – also known as Large Woody Debris (LWD) – are anchored in place, a practice which is generally used for the purpose of stabilizing the shoreline or reducing wave-induced flooding. Records of existing anchored LWD project sites date back to 1997 and anecdotal evidence suggests that the technique has been used since the mid-1900’s in coastal British Columbia (BC), Canada, and Washington State, USA. Now, with an increased demand for natural and nature-based solutions, the technique is again gaining popularity. Despite this, the design of anchored LWD has largely been based on anecdotal observations and experience, as well as a continuity of design practices from the river engineering field. To date, there is no known peer-reviewed literature on the design or efficacy of LWD protection systems in a coastal environment.
In 2019, the “Efficacy and Design of Coastal Protection using Large Woody Debris” research project was initiated to determine if LWD are effective at stabilizing the shoreline under wave action, if they are effective at reducing wave run-up, and if they are durable enough to meet engineering requirements for shore protection. In addition, the project aimed to determine the optimum configuration of LWD for design purposes. To meet these objectives, this study included the following work: (1) field studies of existing LWD installations, (2) experimental modeling of beach morphology with and without LWD structures, (3) experimental modeling of wave run-up with and without LWD structures, and (4) development of preliminary design guidance.
The first phase of the project included field investigations at 15 existing anchored LWD sites in coastal BC and Washington State. Site characteristics, design techniques, and durability indicators were examined and correlated to a new design life parameter: ‘Effective Life’. Six primary installation techniques were observed: Single, Multiple, Benched, Stacked, Matrix, and Groyne. Observed durability and/or performance issues included: missing LWD, erosion, arson, wood decay, and anchor corrosion/damage. The Effective Life of anchored LWD was found to be strongly correlated to the tidal range and the upper beach slope for all installation types, and the LWD placement elevation relative to the beach crest elevation for single, shore-parallel structures. The many noted durability issues and ineffectiveness as mitigating erosion indicates that existing design methods for anchored LWD have not generally been effective at providing coastal protection and meeting engineering design life requirements.
A comprehensive set of over 60 experimental tests were completed as part of the overall research program. Thirty-two (32) tests were analyzed as part of this study relating to the morphological response of a gravel beach with and without various LWD configurations. The tests were conducted within a wave flume at the National Research Council’s Ocean, Coastal and River Engineering Research Centre (NRC-OCRE), at a large scale (5:1) based on site characteristics and LWD design characteristics made during the previous field investigations. Tests were also conducted to assess experiment repeatability, sensitivity to test duration, sensitivity to wave height, wave period, and relative water level, influence of regular waves, and influence of log roughness. The position of the most seaward LWD (whether considering distance or elevation) was found to be strongly linked to morphological response. A theoretical relationship was developed between LWD elevation and sediment volume change. Configurations which included LWD placement below the still water level, such as the Benched configuration, were found to be most effective at stabilizing the beach profile.
As part of the experimental modeling program, 24 tests were also conducted for the purpose of estimating the effect of LWD design configuration on wave run-up. In total, six different beach and LWD configurations were tested under a base set of four regular wave conditions. The study findings indicated that anchored LWD may increase wave run-up relative to a gravel beach with no structures. In particular, configurations with more logs tended to result in higher wave run-up. However, additional research is needed on the effect of LWD on wave run-up to confirm and expand these findings.
There are a number of potential engineering, ecological, social, and economic benefits associated with anchored LWD installations if designed, installed, and monitored appropriately for the site conditions and user needs. To realize these potential benefits, significant additional research is needed on the topic. One of the most significant barriers to usage is a lack of information on how to effectively anchor LWD structures. However, this research project provides a baseline for future comprehensive studies on the effect and design of coastal protection using LWD. The project provides preliminary design considerations for the usage of LWD as coastal protection and contributes to the growing body of literature on nature-based solutions.
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Röhner, Michael. "Schwallwellen infolge der Bewegung einer Begrenzungsfläche." Doctoral thesis, Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2011. http://nbn-resolving.de/urn:nbn:de:bsz:14-qucosa-77100.
Full textAbstract:
Restlöcher ausgekohlter Braunkohlentagebaue werden aus landeskulturellen und ökonomischen Gründen wasserwirtschaftlich als Speicher, Hochwasserrückhaltebecken, Klärteiche, Wassergewinnungsanlagen sowie zur Naherholung genutzt. Diese Restlöcher werden zum großen Teil von aus geschüttetem Abraum bestehenden Böschungen umschlossen. Bei Wasserspiegelschwankungen neigen diese unbefestigten Böschungen zum Rutschen. Als Folge dieser Böschungsrutschungen bilden sich auf der Wasseroberfläche Wellen, die eine beachtliche Größe erreichen können. Diese Schwallwellen übertreffen in ihren Ausmaßen die Windwellen in den Tagebaurestlöchern um ein Vielfaches. Um diese Erscheinungen vorausberechnen zu können, wurden im Hubert-Engels-Laboratorium der Sektion Wasserwesen Untersuchungen durchgeführt.
Die Entwicklung einer allgemeingültigen Berechnungsmethode für die Schwallwelle bei der Bewegung eines Teiles der das Wasserbecken begrenzenden Böschung verlangt die Einführung erfassbarer Parameter wie der Breite der rutschenden Böschung, den zeitlichen Verlauf der Wasserverdrängung sowie Tiefen- und Lageverhältnisse des Beckens. Die dafür notwendigen Kennzahlen können nur näherungsweise bestimmt werden, so dass einfache Beckengeometrien, ein über die Rutschzeit gleich bleibender Verlauf der Wasserverdrängung und Erhaltung der Böschungskante einem Berechnungsverfahren zugrunde gelegt werden müssen.
Für die Berechnung des Füllschwalles auf das ruhende Wasser sind einige Verfahren bekannt geworden, die auf eine gemeinsame Gleichung für die Berechnung der Schwallhöhe zurückzuführen sind. Für die ebene Ausbreitung des Füllschwalles über Ruhewasser ergeben sieh zwei prinzipielle Abflussmöglichkeiten: Auflösung in Wellen oder brandender Schwallkopf. Diese beiden Möglichkeiten sowie der Übergangsbereich werden durch FROUDE-zahlen festgelegt.
Der Wellenkopf von Füllschwallwellen wird durch eine Einzelwelle gebildet.
Die Rutschung einer Böschung wurde durch die gleichzeitige Horizontal- und Vertikalbewegung einer Platte nachgebildet. Die Bewegung der Platte, die entstehenden Wellen und die Kräfte auf Auflaufböschung wurden durch einen Oszillografen aufgezeichnet.
Die Auswertung der Versuche ergab eine Übereinstimmung zwischen Messergebnissen und den Berechnungen nach den Gesetzen des Füllschwalls. Die sekundlich verdrängte Wassermenge pro Breiteneinheit und die Ruhewassertiefe bestimmen die entstehenden Schwallwellen. Ein Einfluss der vertikalen Bewegungskomponente ist im untersuchten Bereich nicht nachweisbar. Die dynamischen Kräfte auf die Abschlussböschung können durch den Impuls der Einzelwelle dargestellt werden.
Die räumliche Ausbreitung der Schwallwellen wurde in einem Modell untersucht. Dabei wurde festgestellt, dass die größten Wellenhöhen in der Richtung der Bewegung der Platte auftreten, während die Wellenhöhen in seitlichen Ausbreitungsrichtungen kleiner sind.
Berechnungsansätze für die maximale Wellenhöhe der front wurden ermittelt.
Als Ergebnis wurde ein Berechnungsverfahren entwickelt, welches ausgehend von den Parametern dar Rutschung, die Eigenschaften der Schwallwellen einschließlich der durch sie hervorgerufenen Belastungen auf der Auflaufböschung ermöglicht. Mit diesem Berechnungsverfahren ist es möglich, Böschungen wirtschaftlich zu gestalten und schädliche Rückwirkungen auf das Staubecken durch Schwallwellen zu vermeiden. Bisher notwendige Kosten für eine sehr flache Gestaltung der Böschung können entfallen. Gleichzeitig bleibt ein größerer nutzbarer Stauraum erhalten.
Die Digitalisierung der vorliegenden Arbeit durch die Sächsische Landesbibliothek - Staats- und Universitätsbibliothek Dresden (SLUB) wurde durch die Gesellschaft der Förderer des Hubert-Engels-Institutes für Wasserbau und Technische Hydromechanik an der Technischen Universität Dresden e.V. unterstützt.
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Silva, Guilherme Vieira da. "Cota de inundação e recorrência para a enseada do Itapocorói e praia de Morro dos Conventos, Santa Catarina." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2012. http://hdl.handle.net/10183/56330.
Full textAbstract:
Este trabalho apresenta o cálculo da cota de inundação para a Enseada do Itapocorói e para a praia de Morro dos Conventos, litoral do Estado de Santa Catarina. Para atingir os objetivos desse trabalho, a cota de inundação foi calculada através da soma das marés meteorológica e astronômica e do wave run-up. Foi utilizada uma base de 60 anos (horária) de dados de marés e ondas, além de dados de batimetria e topografia das praias. Com o intuito de se obter dados mais realistas do wave run-up, os parâmetros ondulatórios da base de dados foram transferidos de águas profundas para próximo da costa com a utilização do modelo SWAN (Simulating Waves Nearshore). A Enseada do Itapocorói foi dividida em quatro setores (exposto, semiexposto, semiprotegido e protegido) em função dos diferentes graus de exposição à ação de ondas, sendo as equações calibradas para cada setor. A partir dos resultados para Enseada do Itapocorói, notou-se que quanto mais exposta a praia, melhor as equações existentes representavam o wave run-up, assim, para a praia de Morro dos Conventos foi utilizada a equação mais aceita na literatura sem calibração. A cota de inundação instantânea foi calculada para cada hora da série de 60 anos somando-se o wave run-up às marés astronômicas e meteorológicas. Sobre a série de cota de inundação instantânea, para ambas as áreas, foi calculada a cota atingida durante 50% do tempo e por eventos extremos com recorrência de 50, 100 e 200 anos. A estas foi adicionada a previsão de elevação do nível do mar de longo prazo para o mesmo período. A cota atingida durante 50% do tempo na Enseada do Itapocorói foi de 1,35 m no setor exposto, enquanto nos setores semiexposto, semiprotegido e protegido foi de 1 m, 0,9 m e 0,7 m respectivamente. Também, o setor exposto foi o que apresentou as maiores cotas atingidas, sendo 3,45 m, 3,85 m e 4,45 m com tempo de recorrência de 50,100 e 200 anos respectivamente. No setor semiexposto, os valores calculados foram de 2,85 m (50 anos), 3,25 m (100 anos) e 3,9 m (200 anos). No setor semiprotegido, as cotas com tempo de recorrência de 50, 100 e 200 anos foram de 2,65 m, 3,05 m, 3,75 m respectivamente. Já o setor protegido apresentou as menores cotas entre os setores, 2,4 m, 2,85 m e 3,5 m para 50, 100 e 200 anos de tempo de recorrência. Considerando a extensão da área costeira que possui um levantamento de topografia do terreno, 2,4 % da área é inundada durante 50% do tempo, subindo para 26%, 29% e 33% nos casos de recorrência com 50, 100 e 200 anos. A cota atingida na praia de Morro dos Conventos durante 50% do tempo é de 1,1 m, já as cotas calculadas para os tempos de recorrência de 50, 100 e 200 anos foram de 4,2 m, 4,6 m e 5,35 m respectivamente. E, da mesma forma, a área costeira com levantamento topográfico teve 15% de superfície é inundada em 50% do tempo, passando para 85%, 91% e 96% da área total analisada com 50, 100 e 200 anos de tempo de recorrência. A metodologia proposta neste trabalho contribui para o planejamento de zonas costeiras, à medida que indica áreas afetadas por inundação aos eventos extremos. A apresentação de cartas contendo esse tipo de informação em ambiente de SIG facilita a tomada de decisão e o entendimento da área por determinado evento extremo.The goal of this study is to determine the inundation levels at Ensenada do Itapocorói and Morro dos Conventos beaches, located in Santa Catarina State. This was accomplished through the calculation of the inundation level as the sum of astronomical and meteorological tides and wave run-up. The database for this study included -60 years of hourly waves and tides, bathymetric and topographic data. The instantaneous sea level has been defined for each hour of the data series through the summation of astronomical and meteorological tides. To determine more realistic wave run-up data, the wave parameters have been propagated to shallower water using the SWAN (Simulating WAves Nearshore) model. Published equations were used and results were compared with measured data at a headland bay beach (Enseada do Itapocorói); furthermore, the equations have been calibrated for four sectors of the bay (exposed, semi-exposed, semi-protected and protected). Morro dos Conventos is an exposed beach, comparable to those for which the equations have been developed, so the raw, un-calibrated equations were applied for this site. The inundation level was calculated for each hour of the 60 year-long series by summing the run-up values to obtain the instantaneous level. Over the series of inundation levels, the area inundated during 50% of the time, and the return period for this inundation, have been calculated for 50, 100 and 200 years. The sea-level rise prediction for each calculated period has also been incorporated in order estimate the area likely to be inundated by future events. For Enseada do Itapocorói, the inundation level reached 50% of the time was 1,35 m in the exposed sector, 1 m in the semi-exposed sector, 0,9 m in the semi-protected sector and 0,7 in the protected sector. The exposed sector demonstrated the highest values of inundation, 3,45, 3,85 and 4,5 m for 50, 100 and 200 years of return period respectively. At the semi-exposed sector, the values calculated were 2,85 (50 years), 3,25 (100 years) and 3,9 (200 years) m. At semi-protected sector, inundation levels for the 50-, 100- and 200-year return period intervals were 2,65, 3,05 and 3,75 m, respectively. At the protected sector the lowest levels were reached: 2,4, 2,85 and 3,5 m for 50-, 100- and 200-year return period intervals. 2,4% of the total area for which topographic data is available would be inundated during 50% of the time, increasing to 26%, 29% and 33% for 50-, 100- and 200-year return periods. At Morro dos Conventos, the level of inundation reaches 1,1 m 50% of the time;, for 50,100 and 200 years the level rises to 4,2, 4,6 and 5,36 m respectively. Approximately 15% of the area for which topographic data is available would be area is inundated during 50% of the time, 85% with a 50 year return period, 91% with a 100-year period and 96% with a 200 year period.
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Williams, Steven Mark. "The run-up and overtopping of shallow water waves." Thesis, University of Bristol, 2003. http://hdl.handle.net/1983/1737edc5-15c3-4fc6-b5eb-cc598df55ca2.
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Guibourg, Sandrine. "MModélisations numérique et expérimentale des houles bidimensionnelles en zone cotière." Université Joseph Fourier (Grenoble), 1994. http://www.theses.fr/1994GRE10160.
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Une analyse theorique detaillee des equations de boussinesq et de serre a ete realisee. Les domaines de validite de chaque equation ont ete determines theoriquement. Ces equations d'ondes longues sont discretisees selon un schema aux differences finies pour des ondes de surface libre sur fond plat et fond variable. Par le biais d'une comparaison numerique avec des essais experimentaux d'ondes longues sur fond plat, les modeles numeriques ont ete etendus a la description des ondes courtes. Un terme dispersif correctif a ete introduit pour ameliorer les capacites dispersives des modeles. Des essais numeriques de propagation d'ondes longues sur un talus ont egalement ete compares aux experiences. Une etude de l'interaction d'une houle courte de haute frequence avec une onde solitaire nous a conduit a mesurer le dephasage que subit l'onde courte apres le passage du soliton. Nous nous sommes consacres a la validation experimentale d'une comparaison entre les modeles de boussinesq et de serre sur des plages peu inclinees, ainsi qu'a l'evolution du nombre d'ursell le long de la plage. L'etude experimentale a ensuite ete etendue aux phenomenes de run up, de run down et aux calculs des coefficients de reflexion des plages etudiees. Pour calculer numeriquement les run up, nous avons ameliore le modele de serre par des conditions de trait de cote variable
Books on the topic "Wave run-up"
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Gourlay, M. R. Wave set-up, wave run-up, and beach water table: Interaction between surf zone hydraulics and groundwater hydraulics. St. Lucia, Q: Dept. of Civil Engineering, University of Queensland, 1990.
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Gourlay, M. R. Wave set-up,wave run-up and beach water table: Interaction between surf zone hydraulics and groundwater hydraulics. St. Lucia: University of Queensland, Dept. of Civil Engineering, 1990.
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Kobayashi, Nobuhisha. Irregular wave reflection and run-up on rough impermeable slopes. 1991.
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Shih, Shyuer-ming. Processes of sea-cliff erosion on the Oregon coast: From neotectonics to wave run-up. 1992.
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Shih, Shyuer-Ming. Processes of sea-cliff erosion on the Oregon coast: From neotectonics to wave run-up. 1992.
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Shih, Shyuer-ming. Processes of sea-cliff erosion on the Oregon coast: From neotectonics to wave run-up. 1992.
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Chan, Felicia. Performing (Comic) Abjection in the Hong Kong Ghost Story. Edinburgh University Press, 2018. http://dx.doi.org/10.3366/edinburgh/9781474424592.003.0007.
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Horror films in Hong Kong cinema have eschewed terror in favour of comedy, where supernatural beings take the form of hopping vampires, wandering spirits and underworld demons rendered in latex masks and movie slime. This chapter explores the comic presentation of these subjects in Hong Kong horror, where the self-reflexive exposure of the cinematic machinery of costume and special effects appear to put it at odds with the spectral affectivity of the Hong Kong ghost story. This chapter returns to two classic films from the mid-1980s, A Chinese Ghost Story (Tsui Hark 1987) and Rouge (Stanley Kwan 1988), films from the ‘second wave’ period long noted to carry ‘Hong Kong’ as a subject of concern in the run up to the British handover of 1997, and revisits their historical positioning in the light of more recent post-1997 incarnations such as Visible Secret (Ann Hui 2001), My Left Eye Sees Ghosts (Johnnie To 2002), and Rigor Mortis (Juno Mak 2013).
Book chapters on the topic "Wave run-up"
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Pelinovsky, E. N. "Nonlinear Theory of Sea Wave Run-Up." In Nonlinear Waves, 128–35. Berlin, Heidelberg: Springer Berlin Heidelberg, 1989. http://dx.doi.org/10.1007/978-3-642-74366-5_12.
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İnan, Asu, and Lale Balas. "A Moving Boundary Wave Run-Up Model." In Computational Science – ICCS 2007, 38–45. Berlin, Heidelberg: Springer Berlin Heidelberg, 2007. http://dx.doi.org/10.1007/978-3-540-72584-8_6.
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Subramaniam, Suba Periyal, Babette Scheres, and Holger Schüttrumpf. "Numerical Investigation of Wave Run-Up on Curved Dikes." In Lecture Notes in Civil Engineering, 79–89. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8506-7_7.
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Tao, Jianhua. "Numerical Simulation of Wave Run-up and Breaking on Beach." In Numerical Simulation of Water Waves, 185–209. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-2841-5_5.
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Kundapura, Suman, Subba Rao, and Vittal Hegde Arkal. "Relative Wave Run-Up Parameter Prediction of Emerged Semicircular Breakwater." In Lecture Notes in Civil Engineering, 867–78. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5195-6_63.
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Abdalazeez, Ahmed, Ira Didenkulova, and Denys Dutykh. "Dispersive Effects During Long Wave Run-up on a Plane Beach." In Advances in Natural Hazards and Hydrological Risks: Meeting the Challenge, 143–46. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-34397-2_28.
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Didenkulova, Ira, and Efim Pelinovsky. "Tsunami Wave Run-up on a Vertical Wall in Tidal Environment." In Global Tsunami Science: Past and Future. Volume III, 157–61. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-03760-4_11.
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Stelling, G. S., and M. Zijlema. "Numerical Modeling of Wave Propagation, Breaking and Run-Up on a Beach." In Lecture Notes in Computational Science and Engineering, 373–401. Berlin, Heidelberg: Springer Berlin Heidelberg, 2009. http://dx.doi.org/10.1007/978-3-642-03344-5_13.
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Bacigaluppi, P., M. Ricchiuto, and P. Bonneton. "A 1D Stabilized Finite Element Model for Non-hydrostatic Wave Breaking and Run-up." In Finite Volumes for Complex Applications VII-Elliptic, Parabolic and Hyperbolic Problems, 779–90. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-05591-6_78.
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John, Beena Mary, R. T. Arun Vignesh, Kiran G. Shirlal, and Subba Rao. "Experimental Study on Role of Emergent Artificial Coastal Vegetation in Controlling Wave Run Up." In Hydrologic Modeling, 535–42. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-10-5801-1_37.
Full textConference papers on the topic "Wave run-up"
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Schüttrumpf, Holger, Hendrik Bergmann, and Hans-Henning Dette. "The Concept of Residence Time for the Description of Wave Run-Up, Wave Set-Up and Wave Run-Down." In 24th International Conference on Coastal Engineering. New York, NY: American Society of Civil Engineers, 1995. http://dx.doi.org/10.1061/9780784400890.042.
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Inukai, Naoyuki, Kazuki Ogawa, Yoshifumi Ejiri, Takeshi Ootake, and Hiroshi Yamamoto. "Wave run up dynamics at Jogehama beach." In 2016 Techno-Ocean (Techno-Ocean). IEEE, 2016. http://dx.doi.org/10.1109/techno-ocean.2016.7890727.
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Rad, F. "Calculation of Wave Run-up on Slopes." In Sixth International Conference on Civil Engineering in the Oceans. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40775(182)20.
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Shih, S. M., P. D. Komar, K. J. Tillotson, W. G. McDougal, and P. Ruggiero. "Wave Run-Up and Sea-Cliff Erosion." In 24th International Conference on Coastal Engineering. New York, NY: American Society of Civil Engineers, 1995. http://dx.doi.org/10.1061/9780784400890.158.
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Takezawa, Mitsuo, Masaru Mizuguchi, Shintaro Hotta, and Susumu Kubota. "Wave Run-Up on a Natural Beach." In 21st International Conference on Coastal Engineering. New York, NY: American Society of Civil Engineers, 1989. http://dx.doi.org/10.1061/9780872626874.011.
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Niedzwecki, J. M., and A. S. Duggal. "Wave Run-Up and Wave Forces on a Truncated Cylinder." In Offshore Technology Conference. Offshore Technology Conference, 1990. http://dx.doi.org/10.4043/6409-ms.
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Muttray, Markus, Hocine Oumeraci, and Erik ten Oever. "WAVE REFLECTION AND WAVE RUN-UP AT RUBBLE MOUND BREAKWATERS." In Proceedings of the 30th International Conference. World Scientific Publishing Company, 2007. http://dx.doi.org/10.1142/9789812709554_0362.
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Juang, Jea-Tzyy. "Effect on Roughness to Irregular Wave Run-Up." In 24th International Conference on Coastal Engineering. New York, NY: American Society of Civil Engineers, 1995. http://dx.doi.org/10.1061/9780784400890.086.
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Grüne, Joachim. "Field Study on Wave Run-Up on Seadykes." In 25th International Conference on Coastal Engineering. New York, NY: American Society of Civil Engineers, 1997. http://dx.doi.org/10.1061/9780784402429.078.
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Wang, Zeya, and Joachim Grüne. "Wave Run-Up on Revetments with Composite Slopes." In 25th International Conference on Coastal Engineering. New York, NY: American Society of Civil Engineers, 1997. http://dx.doi.org/10.1061/9780784402429.079.
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