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Journal articles on the topic 'Structureal Stability'

Author: Grafiati
Published: 3 June 2025
Last updated: 31 July 2025

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1

Dr., R. Saravanan* M. Karuppasamy. "INVESTIGATION ON STRUCTURAL STABILITY OF CMSX-4 AND RENE 77 MADE SHOWERHEAD COOLING DESIGNED GAS TURBINE GUIDE VANES." Global Journal of Engineering Science and Research Management 4, no. 5 (2017): 145–50. https://doi.org/10.5281/zenodo.801263.

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The efficiency and power output of a thermal device is directly proportional to its inlet temperature. Operating at elevated temperature affects the structural stability of its components under load. The gas turbine is a thermal device in which components like fixed and moving blades experience dynamic loading. Apart from elevated temperature, the design of cooling passages, materials which made up of also influential in their structural stability of the blades. In this research the guide vane (Fixed blade) with the showerhead type cooling of gas turbine is considered. The objective of the res
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2

Jaguljnjak Lazarević, Antonia, Mario Uroš, and Ana Čengija. "FUNDAMENTAL MODELS OF STRUCTURAL STABILITY." Rudarsko-geološko-naftni zbornik 32, no. 2 (2017): 37–46. http://dx.doi.org/10.17794/rgn.2017.2.5.

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3

Figueroa, Rodiak, German Lozada, José Langa, and Eder Aragao. "ESTABILIDAD ESTRUCTURAL TOPOLÓGICA SOBRE ESPACIOS PROYECTADOS." Selecciones Matemáticas 3, no. 1 (2016): 43–46. http://dx.doi.org/10.17268/sel.mat.2016.01.06.

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4

Cheng, Ting-Yi, and Hung-Cheng Lai. "Ownership structure, organization stability and biotechnology company performance." Investment Management and Financial Innovations 13, no. 2 (2016): 109–16. http://dx.doi.org/10.21511/imfi.13(2).2016.12.

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In this paper, the authors use the method of quantile regression to analyze the effect of different ownership structure and organization stability on the performance of biotechnology company. Data from the 2004 and 2015 Taiwan listed biotechnology companies are the research samples to find out the relationship of ownership structure, organization stability and corporate performance. The results show that the ownership structure and the organization stability have a positive effect on firm performance
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5

Kurzweil, Jaroslav, and Garyfalos Papaschinopoulos. "Structural stability of linear discrete systems via the exponential dichotomy." Czechoslovak Mathematical Journal 38, no. 2 (1988): 280–84. http://dx.doi.org/10.21136/cmj.1988.102223.

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6

Vereshchagin, Oleg S., Olga V. Frank-Kamenetskaya, Ira V. Rozhdestvenskaya, and Anatoly A. Zolotarev. "Incorporation of 3d elements in tourmalines: structural adjustments and stability." European Journal of Mineralogy 30, no. 5 (2018): 917–28. http://dx.doi.org/10.1127/ejm/2018/0030-2781.

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7

Van Gent, Marcel R. A., and Ivo Van der Werf. "STABILITY OF BREAKWATER ROUNDHEADS DURING CONSTRUCTION." Coastal Engineering Proceedings 1, no. 32 (2011): 33. http://dx.doi.org/10.9753/icce.v32.structures.33.

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The presented study focussed on issues related to the hydraulic stability during the construction of rubble mound breakwaters. During construction the temporary roundheads differ from the roundheads in the final stage. Often a submerged uncompleted part of the breakwater is present in front of the section that reached its final crest elevation. This can occur because often the breakwater is being constructed with maritime-based equipment up to a certain elevation while the upper part of the breakwater is being constructed with land-based equipment. Three-dimensional physical model tests were p
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8

Lykke Andersen, Thomas, Jentsje W. Van der Meer, Hans F. Burcharth, and Sigurdur Sigurdarson. "STABILITY OF HARDLY RESHAPING BERM BREAKWATERS." Coastal Engineering Proceedings 1, no. 33 (2012): 17. http://dx.doi.org/10.9753/icce.v33.structures.17.

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The present paper deals with stability of berm breakwaters designed to be hardly or sometimes partly reshaping. Burcharth (2008, 2011) showed by comparison to the performance of a prototype berm breakwater that the Van der Meer formulae for stability of conventional rock armour including low crests could predict the deformations of the front slope in terms of the eroded area. The present paper verifies the method by comparison to model test results. It is found that the Van der Meer formula for plunging waves predicts very well the eroded area of the reshaped profile, even if it is applied in
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9

Van Gent, Marcel, and Ivo Van der Werf. "TOE STABILITY OF RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 34 (2014): 22. http://dx.doi.org/10.9753/icce.v34.structures.22.

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10

Yuksel, Yalcin, Zeynep Tugce Yuksel, Burak Aydogan, Esin Cevik, and Berken Kurtulus. "SEISMIC STABILITY OF CAISSON TYPE BREAKWATER." Coastal Engineering Proceedings, no. 35 (June 23, 2017): 8. http://dx.doi.org/10.9753/icce.v35.structures.8.

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In recent two decades, more and more marine structures, such as breakwater, bridge, oil platform and turbines are constructed on seabed in offshore area. The stability of these marine structures after construction under the environmental loading is the main concern for the coastal engineers involved in the design work. Generally, there are two types of environmental loading in offshore area. One of them is the ocean wave and the other is the possible earthquake. Ocean wave is the conventional loading for all marine structures. However, little attention and investigation has been paid for the s
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11

Burcharth, Hans Falk, Thomas Lykke Andersen, and Josep R. Medina. "STABILITY OF CUBIPOD ARMOURED ROUNDHEADS IN SHORT-CRESTED WAVES. A COMPARISON BETWEEN CUBIPOD AND CUBE ARMOUR STABILITY." Coastal Engineering Proceedings 1, no. 32 (2011): 39. http://dx.doi.org/10.9753/icce.v32.structures.39.

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The paper presents a comparison of the stability of concrete cube armour and Cubipod armour in a breakwater roundhead with slope 1:1.5, exposed to both 2-D (long-crested) and 3-D (short-crested) waves. The model tests were performed at the Hydraulics and Coastal Engineering Laboratory at Aalborg University, Denmark. The model tests
 showed that Cubipod armour is more stable than cube armour when exposed to longer waves (steepness approx. 0.025) and has equal stability to cubes in shorter waves. The Cubipod armour layer contained due to its high porosity approximately 6-17% less concrete t
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12

Kaufman, George. "Macroeconomic Stability, Bank Soundness, and Designing Optimum Regulatory Structures." Multinational Finance Journal 8, no. 3/4 (2004): 141–71. http://dx.doi.org/10.17578/8-3/4-1.

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13

Bažant, Zdeněk P. "Structural stability." International Journal of Solids and Structures 37, no. 1-2 (2000): 55–67. http://dx.doi.org/10.1016/s0020-7683(99)00078-5.

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14

Pugh, Charles, and Maurício Peixoto. "Structural stability." Scholarpedia 3, no. 9 (2008): 4008. http://dx.doi.org/10.4249/scholarpedia.4008.

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15

Baart, Stephan, Reinder Ebbens, Julia Nammuni-Krohn, and Henk Jan Verhagen. "TOE ROCK STABILITY FOR RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 32 (2011): 35. http://dx.doi.org/10.9753/icce.v32.structures.35.

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Present design tools, as found in the Rock Manual or Coastal Engineering Manual, for the determination of toe rock size for rubble mound breakwaters are based on test data with a large spread: data is relatively dispersed around the centre and descriptive equations have limited applicability ranges. New research has been undertaken to contribute to a more accurate description of toe rock stability. Flume tests have lead to an empirical design criterion for toe bunds in very shallow water based on the Hudson-type stability number. Herein the foreshore slope turns out to have an important influe
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Suh, Kyung-Duck, and Jin-Sung Kang. "STABILITY FORMULA FOR TETRAPOD INCORPORATING SLOPE EFFECT." Coastal Engineering Proceedings 1, no. 33 (2012): 39. http://dx.doi.org/10.9753/icce.v33.structures.39.

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To develop a stability formula for Tetrapods armoring rubble mound breakwaters, sixty hydraulic model tests have been conducted for various wave conditions and slope angles of breakwaters. The test results are used, along with the data of previous researchers, to develop a new stability formula. The developed formula is proven to be applicable to breakwaters with various slope angles with reasonable accuracy. It is also shown to be applicable to low-crested breakwaters and different packing densities, if the corresponding terms are incorporated in the formula. The uncertainty of the proposed f
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17

Gier, Fabian, Holger Schüttrumpf, Jens Mönnich, Jentsje Van der Meer, Matthias Kudella, and Hillel Rubin. "STABILITY OF INTERLOCKED PATTERN PLACED BLOCK REVETMENTS." Coastal Engineering Proceedings 1, no. 33 (2012): 46. http://dx.doi.org/10.9753/icce.v33.structures.46.

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Revetments protect the shorelines of coasts, estuaries and rivers against wind waves, ship waves, currents and ice attacks. The resistance of revetments basically depends on the properties of the cover layer. In the case of an interlocked pattern placed revetment the resistance essentially depends on the weight of the individual blocks, the friction forces and the interlocking force. In this study, extensive large scale model tests have been performed to assess the hydraulic stability of interlocked pattern placed revetments. The study shows test results due to deformations, wave loading and p
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18

Muttray, Markus, Bas Reedijk, Richard De Rover, and Bart Van Zwicht. "INVESTIGATIONS ON QUARRY STONE TOE BERM STABILITY." Coastal Engineering Proceedings 1, no. 34 (2014): 77. http://dx.doi.org/10.9753/icce.v34.structures.77.

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19

ElDarwich, Hamid S., and Krisna Adi Pawitan, Iman Mansouri, Maria M. Garlock. "HYDROSTATIC STABILITY EXPLORATION ON FLOATING STRUCTURES USING MACHINE LEARNING." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 78. http://dx.doi.org/10.9753/icce.v37.structures.78.

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A hydrostatic stability analysis is an important first step in designing floating structures. Most of the currently available commercial software is limited to hydrostatic stability curves. Current research tries to address this limitation, by developing a framework which couples numerical hydrostatic stability analysis based on potential energy minimization, with a machine learning (ML) model based on genetic programming (GP). In this way, potential energy functions are efficiently obtained. The resulting analytical formulations offer a wider understanding of the hydrostatic stability of floa
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20

Araki, Susumu, Kazuo Ishino, and Ichiro Deguchi. "STABILITY OF GIRDER BRIDGE AGAINST TSUNAMI FLUID FORCE." Coastal Engineering Proceedings 1, no. 32 (2011): 56. http://dx.doi.org/10.9753/icce.v32.structures.56.

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The horizontal and vertical components of the fluid force and pressure acting on a girder bridge due to tsunami like a solitary wave are measured in a hydraulic experiment and their characteristics are discussed. The peak of the impact fluid force is estimated on the basis of the change in the added mass of the structure. The wave pressure acting on the seaward side of the girder of the bridge is also estimated. The critical force for the stability of the girder bridge is estimated as the strength of bolts used in the shoes against shear stress.
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21

Van Gent, Marcel, Gregory M. Smith, and Ivo Van der Werf. "STABILITY OF RUBBLE MOUND BREAKWATERS WITH A BERM." Coastal Engineering Proceedings 1, no. 33 (2012): 10. http://dx.doi.org/10.9753/icce.v33.structures.10.

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The stability of rock slopes with a horizontal berm has been studied by means of physical model tests. This paper is focussed on the rock slope stability of the slopes above and below the berm. By applying a berm the rock size can be reduced compared to the required rock size for a straight slope without a berm. This reduction can be significant for the slope above the berm. The influence of the slope angle (1:2 and 1:4), the width of the berm, the level of the berm, and the wave steepness have been investigated. Based on the test results prediction formulae have been derived to quantify the r
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22

Esteban, Miguel, Izumi Morikubo, Tomoya Shibayama, et al. "STABILITY OF RUBBLE MOUND BREAKWATERS AGAINST SOLITARY WAVES." Coastal Engineering Proceedings 1, no. 33 (2012): 9. http://dx.doi.org/10.9753/icce.v33.structures.9.

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No formulas currently exist to design armour units against tsunami attack. To develop such formulae, laboratory experiments were carried out to clarify the failure mechanism of these types of structures. Also, the behavior of armour units against real cases of tsunami attack during the 2011 Tohoku tsunami were evaluated. Both the results of the laboratory experiments and the breakwaters studied in the field where then analyzed in terms of well established formulas such as that of Van der Meer or Hudson. The design of structures that only fail partially during a given tsunami event (“resilient”
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23

Medina, Josep Ramon, Vicente Pardo, Jorge Molines, and M. Esther Gomez-Martin. "ARMOR POROSITY AND HYDRAULIC STABILITY OF MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 34 (2014): 11. http://dx.doi.org/10.9753/icce.v34.structures.11.

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24

Yuksel, Yalcin, Esin Cevik, Marcel van Gent, et al. "STABILITY OF HIGH DENSITY CUBES ON BREAKWATER ROUNDHEADS." Coastal Engineering Proceedings, no. 38 (May 29, 2025): 31. https://doi.org/10.9753/icce.v38.structures.31.

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Due to the three-dimensional flow field formed by the diffraction and refraction effects of waves in breakwaters, the stability of the armour layer of roundheads is more critical than the trunk sections. For this reason, roundheads require heavier units or a gentler slope. In this research, the stability of breakwater roundheads consisting of high-density cube blocks in a single layer under the influence of wind and swell waves was examined.
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25

Schürenkamp, David, Nils B. Kerpen, Benedikt Bratz, et al. "HYDRAULIC PERFORMANCE AND STABILITY OF COMBINED RECURVED WALLS." Coastal Engineering Proceedings, no. 38 (May 29, 2025): 62. https://doi.org/10.9753/icce.v38.structures.62.

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Helgoland is a German offshore island in the North Sea with about 50 km distance to the coast. The main island is protected by dikes and revetments. Due to climate change-induced sea level rise and anticipated increasing wave loads, the existing coastal protection needs to be revised and adapted in the northeastern part of the island. Many requirements besides the hydraulic performance and stability of the coastal protection system needed to be considered: nature conservation, land use, contaminated sites, tourism, visual landscape and existing buildings or infrastructure. Due to the number an
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26

Scaravaglione, Giulio, Jeffrey A. Melby, Leonardo Damiani, Alessandra Saponieri, and Giuseppe Roberto Tomasicchio. "ON THE UNCERTAINTIES IN ROCK-ARMOURED BREAKWATERS STABILITY." Coastal Engineering Proceedings, no. 38 (May 29, 2025): 28. https://doi.org/10.9753/icce.v38.structures.28.

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Design of the armour of rubble mound breakwaters has historically been based on empirical equations relating armour stone movement resistance to wave-induced forces. These empirical equations are developed primarily from small-scale laboratory studies and show considerable uncertainty. While new relations have been introduced to expand ranges of application, little progress has been made in several decades to decrease equation uncertainty. There is still no consensus on the best design equation and its field of application. The design manuals, such as the Coastal Engineering Manual (USACE (200
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27

Bali, Meysam, Amir Etemad-Shahidi, and Marcel R. A. van Gent. "STABILITY OF RUBBLE MOUND STRUCTURES UNDER OBLIQUE WAVE ATTACK." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 4. http://dx.doi.org/10.9753/icce.v37.structures.4.

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Stability formulae for armour layers of rubble mound breakwaters are generally developed for perpendicular wave attack and do not include effects of oblique waves. Waves usually attack breakwater obliquely as the sea wave is three dimensional. Several studies have been performed to investigate the effect of wave angle (beta) on the armor stability. Galland (1994), Yu et al. (2002), Wolters and Van Gent (2010) and van Gent (2014) performed laboratory experiments to consider effects of oblique waves on the stability of armour layers. They performed tests with long-crested and/or short-crested wa
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Van den Bosch, Ilse, Erik Ten Oever, Pieter Bakker, and Markus Muttray. "STABILITY OF INTERLOCKING ARMOUR UNITS ON A BREAKWATER CREST." Coastal Engineering Proceedings 1, no. 33 (2012): 11. http://dx.doi.org/10.9753/icce.v33.structures.11.

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The hydraulic stability of single layer, interlocking armour units on low crested and submerged breakwaters was investigated in 2D hydraulic model tests. Displacements of armour units and rocking were monitored and have been applied as indicators for the armour layer stability on the crest, front and rear slope. The effect of freeboard, packing density and wave steepness on the armour layer stability have been investigated. The stability of interlocking concrete armour units on low crested and submerged structures is qualitatively different from rock armour. About 40% to 50% larger armour unit
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Sakunaka, Junichiro, and Taro Ariakawa. "RESEARCH ON STABILITY OF OPENING SECTION AT BAYMOUTH BREAKWATER." Coastal Engineering Proceedings 1, no. 33 (2012): 58. http://dx.doi.org/10.9753/icce.v33.structures.58.

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The baymouth breakwater is to protect the port area from tsunami. It narrows the bay mouth and prevents tsunami from flowing in the port area. A submerged breakwater is built at the central opening section of the baymouth breakwater (Tsunami breakwater) to close the bay mouth as much as possible. Because of narrowness, it is expected strong current is generated at the opening section of the breakwater when tsunami occurs. The purpose of this study is to examine the stability of the opening of the breakwater on the basis of the result of numerical wave tank. Thus, conducting the experiments of
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30

Meer, Jentsje van der, Thomas Lykke Andersen, and Mads Roge Eldrup. "THE VAN DER MEER FORMULA FOR ROCK SLOPE STABILITY AT SHALLOW WATER." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 8. http://dx.doi.org/10.9753/icce.v37.structures.8.

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In Van der Meer (2021) the stability formula for rock slopes under wave attack has been rewritten to remove the mean period Tm and to include the spectral period Tm-1,0. This formula is now identical to the Modified Van der Meer formula in the Rock Manual (2007 – Eqs 5.139 and 5.140), except for its coefficients and the use of H2 percent in the Rock Manual and H1/3 in Van der Meer (2021). A method has been given in Van der Meer (2021) by coefficients cpl and csu in the rewritten formula, to include (new) data on rock slope stability where results differ from the original formula and data. The
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31

Dassanayake, Darshana Tharindra, and Hocine Oumeraci. "HYDRAULIC STABILITY OF COASTAL STRUCTURES MADE OF GEOTEXTILE SAND CONTAINERS (GSCS): EFFECT OF ENGINEERING PROPERTIES OF GSCS." Coastal Engineering Proceedings 1, no. 33 (2012): 55. http://dx.doi.org/10.9753/icce.v33.structures.55.

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Due to their numerous advantages, Geotextile Sand Containers (GSCs /or Geobags) are getting increasingly popular as an alternative to conventional hard (rock / concrete) structures. This study attempts to evaluate the significance of the most important engineering properties and their influence on the hydraulic stability of GSC-structures. The most important engineering properties of GSCs are the mechanical properties of the geotextile material, the sand fill ratio, type of the fill material, the interface friction, etc. In fact most of these properties will affect the deformation of GSCs and
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32

Tomczyńska-Mleko, M. "Structure and stability of ion induced whey protein aerated gels." Czech Journal of Food Sciences 31, No. 3 (2013): 211–16. http://dx.doi.org/10.17221/247/2012-cjfs.

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The microstructure and stability of aerated whey protein gels were determined. Foamed whey protein gels were obtained using a novel method applying a simultaneous gelation and aeration process. Whey protein gels were produced at different protein concentrations and pH by calcium ion induction at ambient temperature. Two concentrations of calcium ions were used: 20 and 30mM to produce foamed gels with different microstructure. Foamed gels obtained at 30mM Ca<sup>2+</sup> were composed of thick strands and irregular, large air bubbles. For these gels, larger synaeresis and bubble siz
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Gotoh, Hiroaki, Jun Naganuma, Shinya Nitta, and Yudai Yamazaki. "Structural and electronic factors relating to the stability of imidazolidine nitroxide radicals." SDRP Journal of Computational Chemistry & Molecular Modelling 4, no. 1 (2020): 321–27. http://dx.doi.org/10.25177/jccmm.4.1.ra.10600.

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34

Eslami A., Sepehr, and Marcel R. A. Van Gent. "WAVE OVERTOPPING AND RUBBLE MOUND STABILITY UNDER COMBINED LOADING OF WAVES AND CURRENT." Coastal Engineering Proceedings 1, no. 32 (2011): 12. http://dx.doi.org/10.9753/icce.v32.structures.12.

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Coastal structures such as breakwaters are usually studied under wave loading only. However, at several locations also a current is present. For instance, breakwaters along intake and outfall channels of power plants and desalination plants, or structures in regions with important tidal currents, experience wave loading that can be affected by currents. Nevertheless, wave overtopping and rubble mound stability are usually studied under wave loading only; the effects of waves on wave overtopping and rock slope stability have been summarised in many empirical design formulae. None of the existin
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35

Conte, Bruno, Cloe Savary, Frederic Andrian, Sophie Desprez, and Marie Coutos Thevenot. "STABILITY ANALYSIS OF A CAISSON UNDER BREAKING WAVE BY MEANS OF A GRADUAL APPROACH." Coastal Engineering Proceedings, no. 38 (May 29, 2025): 26. https://doi.org/10.9753/icce.v38.structures.26.

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The design stages of breakwater projects include the stability analysis of the structures. In the project of the present article, two alternatives were studied: a rubble- mound and vertical caisson breakwaters. The challenges faced for the stability analysis of the caissons are presented and discussed here.
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36

Thomsen, Jonas Bjerg, Mads Sønderstrup Røge, Nicole Færch Christensen, Thomas Lykke Andersen, and Jentsje Van Der Meer. "STABILITY OF HARDLY RESHAPING BERM BREAKWATERS EXPOSED TO LONG WAVES." Coastal Engineering Proceedings 1, no. 34 (2014): 65. http://dx.doi.org/10.9753/icce.v34.structures.65.

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37

Freeman, Elizabeth, Kristen Splinter, and Ron Cox. "FLOATING BREAKWATERS AS PUBLIC PLATFORMS – IMPACT ON POSTURAL STABILITY." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 63. http://dx.doi.org/10.9753/icce.v36.structures.63.

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Floating Breakwaters are used extensively to provide cost effective protection from wind and vessel waves. Floating breakwaters are commonly multitasked, being used as a point of mooring for vessels or simply an access way to other pontoons in a small boat harbour, as well as their main function as wave dissipators. A floating breakwater does not completely stop the incident wave; rather it partially transmits, partially reflects and partially dissipates the wave energy. Cox et al (2007) completed wave flume testing of a number of floating breakwaters and reported on performance in irregular w
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38

Faccini, Riccardo, Antonio Lizzadro, Andrea Cappelletti, et al. "STABILITY VERIFICATIONS OF MARITIME GRAVITY STRUCTURES: THE ITALIAN REFERENCE STANDARDS." Coastal Engineering Proceedings, no. 38 (May 29, 2025): 76. https://doi.org/10.9753/icce.v38.structures.76.

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The design of maritime structures in Italy (and in Europe) is not supported by current technical standards that deal specifically with criteria and methods for evaluating the meteoceanographic loads governing the design. We refer specifically to port breakwaters or coastal defense structures involving gravity type structures, such as caisson breakwaters, concrete sea walls and rubble mound breakwaters. For the design of these structures, like for building structures in general, the 2018 “Technical Standards for Constructions” (NTC 2018) edited by the Italian Ministry of Infrastructures and Tra
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39

Lerbet, Jean, Noël Challamel, François Nicot, and Félix Darve. "Kinematical structural stability." Discrete and Continuous Dynamical Systems - Series S 9, no. 2 (2016): 529–36. http://dx.doi.org/10.3934/dcdss.2016010.

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40

Braden, M., W. Reichardt, S. Nishizaki, Y. Mori, and Y. Maeno. "Structural stability ofSr2RuO4." Physical Review B 57, no. 2 (1998): 1236–40. http://dx.doi.org/10.1103/physrevb.57.1236.

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41

SMITH, R. P. "SPURIOUS STRUCTURAL STABILITY." Manchester School 59, no. 4 (1991): 419–23. http://dx.doi.org/10.1111/j.1467-9957.1991.tb00459.x.

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42

Pfoertner, Saskia, Hocine Oumeraci, Matthias Kudella, and Andreas Kortenhaus. "WAVE LOADS AND STABILITY OF NEW FOUNDATION STRUCTURE FOR OFFSHORE WIND TURBINES MADE OF OCEAN BRICK SYSTEM (OBS)." Coastal Engineering Proceedings 1, no. 32 (2011): 66. http://dx.doi.org/10.9753/icce.v32.structures.66.

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The Ocean Brick System (OBS) is a modular system consisting of hollow concrete precast blocs (10m x 10m x 10m) piled up like cubes and interconnected to create a stiff, light and strong structure which can be used for artificial islands, artificial reefs, elevation of vulnerable low lands, deep water ports, breakwaters and foundation of offshore wind turbines. The paper focuses on the experimental results on the wave loading and the stability of the OBS used as
 a foundation of the support structure of offshore wind turbines. Diagrams for the prediction of total horizontal forces, vertica
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Barcet, Matthieu, William Benguigui, Jérôme Laviéville, et al. "WAVE IMPACT ON BREAKWATER ARMOR BLOCKS USING IBM-DEM CFD COUPLING." Coastal Engineering Proceedings, no. 38 (May 29, 2025): 7. https://doi.org/10.9753/icce.v38.structures.7.

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The stability of armor units against wave action is a critical issue for coastal and harbor breakwaters. Most of the time, the breakwater stability is determined based on semi-empirical design formulae, as well as with experimental campaigns on scale models in wave basins. The present work aims to approach breakwater stability through a numerical deterministic approach using a DEM- CFD (Discrete Element Method – Computational Fluid Dynamics) method which simulates the individual motion of armor units inside a fluid solver. The fluid is solved using EDF Eulerian-Eulerian CFD code neptune_cfd, a
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44

A., Zhussupbekov, Aldungarova A., and Abisheva A. "Influence of deformations of foundations on the stability of building structures." BULLETIN of L.N. Gumilyov Eurasian National University. Technical Science and Technology Series 132, no. 3 (2020): 25–39. http://dx.doi.org/10.32523/2616-68-36-2020-132-3-25-39.

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45

Medina, Josep R., M. Esther Gómez-Martín, and Antonio Corredor. "INFLUENCE OF ARMOR UNIT PLACEMENT ON ARMOR POROSITY AND HYDRAULIC STABILITY." Coastal Engineering Proceedings 1, no. 32 (2011): 41. http://dx.doi.org/10.9753/icce.v32.structures.41.

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The handling procedure and placement grid of concrete armor units (CAUs) are the key construction factors of armor layers. This paper analyzes conventional cube and Cubipod CAUs which are handled by pressure clamps and placed randomly. Two methodologies for small-scale blind construction of armor layers in laboratories are compared using a Cartesian system and crawler cranes. Model construction by hand in laboratories is usually done in excellent conditions contrary to actual construction at prototype scale which is blind underwater and is influenced by wind, waves and equipment constraints. F
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46

Hanzawa, Minoru, Akira Matsumoto, and Hitoshi Tanaka. "STABILITY OF WAVE-DISSIPATING CONCRETE BLOCKS OF DETACHED BREAKWATERS AGAINST TSUNAMI." Coastal Engineering Proceedings 1, no. 33 (2012): 24. http://dx.doi.org/10.9753/icce.v33.structures.24.

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In recent years, the risk of occurrence of tsunamis generated by near shore earthquakes, such as, Tokai, Tonankai, Nankai and off-Miyagi is considered to be higher than before, as well as off shore tsunamis traveling long distances, e.g., the 2010 Chilean tsunami. On March, 11th, 2011 the huge, devastating tsunami generated by The 2011 off the Pacific coast of Tohoku Earthquake attacked and damaged the east coast area of Japan. Tsunami forces onto vertical walls, such as seawalls, has already been studied in detail, e.g., Asakura et al.(2002) and Kato et al.(2006). In Japan, detached breakwate
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Klein Breteler, Mark, Gijsbert Mourik, and Yvo Provoost. "STABILITY OF PLACED BLOCK REVETMENTS IN THE WAVE RUN-UP ZONE." Coastal Engineering Proceedings 1, no. 34 (2014): 24. http://dx.doi.org/10.9753/icce.v34.structures.24.

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Guler, Hasan Gokhan, Aysen Ergin, and Gulizar Ozyurt. "A COMPARATIVE STUDY ON THE STABILITY FORMULAS OF RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 34 (2014): 27. http://dx.doi.org/10.9753/icce.v34.structures.27.

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Herrera, Maria Piedad, Ainoha Hoyos, and Josep Ramon Medina. "TOE STABILITY IN VERY SHALLOW WATER COMBINED WITH STEEP SEA BOTTOM." Coastal Engineering Proceedings, no. 35 (June 23, 2017): 9. http://dx.doi.org/10.9753/icce.v35.structures.9.

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It is common to construct a rock toe berm of three to four rocks wide when concrete armor units are placed in the armor layer. This toe berm is a relevant element, especially in very shallow waters combined with steep sea bottoms, where waves directly attack the toe berm and the lowest part of the armor. Several formulas are available to estimate the damage to rock toe berms. In this paper, these formulas are compared for different design conditions within their range of application. Most of these formulas use the damage parameter Nod. However, there are often situations in which wider toe ber
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Allsop, William, and Tom Bruce. "STABILITY ANALYSIS OF OLD BREAKWATERS: CASE STUDIES OF FAILURES AND SUCCESSES." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 10. http://dx.doi.org/10.9753/icce.v37.structures.10.

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Until about 1930, analysis of wave loads on vertical breakwaters was based on trial and error. Russell(1) noted it was unfortunate that “the young engineer …should be left to be guided entirely by circumstances, without the aid of any one general principle.” Stevenson(2) noted “the engineer has always a difficulty in estimating the force of the waves with which he has to contend.” Wave force formulae by Sainflou(3) and Goda(4) improved design methods, but were 50 to 100 years too late for many ‘old’ breakwaters, and do not apply to many composite breakwaters – ignoring the seminal influence of
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