PERFORMANCE OF VERTICAL COMPOSITE BREAKWATER MODEL OF BOX-BEAMS, ROCK AND PILES
|
|
- Lionel Bates
- 5 years ago
- Views:
Transcription
1 International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 13, December 2018, pp , Article ID: IJCIET_09_13_135 Available online at aeme.com/ijciet/issues.asp?jtype=ijciet&vtype= =9&IType=13 ISSN Print: and ISSN Online: IAEME Publication Scopus Indexed PERFORMANCE OF VERTICAL COMPOSITE BREAKWATER MODEL OF BOX-BEAMS, ROCK AND PILES Frans Rabung Doctoral Student of Civil Engineering Department, Hasanuddin University, Indonesia Muhammad SalehPallu Professor, Civil Engineering Department, Hasanuddin University, Indonesia Muhammad Arsyad Thaha Associate Professor, Civil Engineering Department, Hasanuddin University, Indonesia Achmad Bakri Muhiddin Senior Lecturer, Civil Engineering Department, Hasanuddin University, Indonesia ABSTRACT To overcome the problem lack of protection for ports and coasts in marginal locations of Indonesia, a new type breakwater was proposed. It was specially designed for internal waters of Indonesia. Physical modelling tests proved that the designed models effectively absorbed incoming wave energy, therefore reduced wave transmission and reflection. The models stood as vertical breakwaterr but performed like conventional rubble-mound breakwater. The main novelty of the new design is use of box-beams as fill rock support and wave water focuser. Besides superiority in wave energy absorption, this breakwater would also be efficient in use of material and easy to build because the size of rock can be adjusted in accordance to available heavy equipment on site. In turn the cost would be much reduced which is the main problem for marginal areas in Indonesia archipelagoes. Key words: Breakwater, Waves, Rubble-mound, Wave transmission, Wave probes. Cite this Article: Frans Rabung, Muhammad SalehPallu, Muhammad Arsyad Thaha and Achmad Bakri Muhiddin, Performance of Vertical Composite Breakwater Model of Box-Beams, Rock and Piles, International Journal of Civil Engineering and Technology (IJCIET) 9(13), 2018, pp et/issues.asp?jtype=ijciet&vtype=9&itype e= editor@iaeme.com
2 Frans Rabung, Muhammad SalehPallu, Muhammad Arsyad Thaha and Achmad Bakri Muhiddin 1. INTRODUCTION Archipelagoes of Indonesia have 95,181 km in length of coast line and more than 17,500 islands. There is an extensive damage to the coasts because there is no maintenance (protection) for most of them. For the islands, less than ten are big (main islands) and only few of them have ports protected by breakwaters. Most of the islands are small islands which are unmanned; the rest are intermediate islands which are manned with poor port facilities, no breakwater protection. The reason for the lack of coastal and port protection is high cost due to limitation of material and heavy equipment for construction. This is the main grounds for this research. It is required a new type of breakwater which is cheap, easy to construct, hydrodynamically efficient and if possible multifunction as quay wall. For that purpose, this study was conducted. But first, because of wind-wave conditions are very different, the coasts/waters must be distinguished between external and internal. Most of ports are located in the internal waters, therefore this study focused on these areas. Makassar coast, in South Sulawesi province, was chosen as the representative for prototype conditions as it faces the longest fetch length and fastest wind speed nearly along a year. Twenty years wind data recorded hourly were used for wave predictions. Results of the wave predictions were twopairs of significant wave heights Hs and periods Ts, i.e. Hs = 3.6 m with Ts = 10 s and Hs = 1.38 m with Ts = 3.8 s. The former came from daily average wind speed, while the latter came form daily highest wind speed processed by fastest mile wind speed method (Rabung et al, 2018)[1]. Thus, these circumstances shall be understood as the scope of these study. Rubble-mound breakwaters, from conventional one until berm type and natural slope (Rabung and Hinwood, 1993) [2], are well-known for their effectiveness in transforming incoming wave energy into wave transmission, reflection, and energy absorption, but requirements for huge amount of materials and heavy equipment to handle armor stones and transportation make them nearly impossible to build in these remote areas. Vertical breakwaters such as vertical wall, wave screen etc. are efficient in use of material but unavailability of suitable equipment and difficulties in construction cause them not a popular choice. Development in use of rock as filler for vertical breakwater, such as in Rageh (2009) [3], Liu and Li (2012) [4], Liu and Faracci (2014) [5] among others, paved the path way to this study. Physical model experiments were conducted to test a new type of breakwater proposed to solve the problems,i.e. vertical composite breakwater of box-beams, rock and piles. The main objective in this paper is to know its effectiveness in absorbing incoming wave energy in the forms of wave transmission and reflection. 2. MATERIALS AND METHODS 2.1. Equipment The experiments were conducted in the Hydraulic and Coastal Engineering Laboratory, Department of Civil Engineering, Hasanuddin University. The main equipment is Armfield S6MKII-15M type wave flume and Armfield H40 type wave probes, a set of three with wave monitors (Figure 1).Eagle Technology data acquisition board was used to convert analog data to digital to be saved in a computer. Wave View software was used to control data saving in. csv extension which is MS Excel compatible file. A highspeed camera was also provided on a static tripod to make videos as well as still photographs. The flume has 15 m long, 300 mm wide and 450 mm deep. It is facilitated with a flap type wave paddle moved by a variable speed motor. An additional wave absorber made of artificial fiber was installed at the other end of flume to make sure that no water reflection in sufficient time could reach the model which was positioned at 12 m from wave paddle editor@iaeme.com
3 Performance of Vertical Composite Breakwater Model of Box-Beams, Rock and Piles 2.2. Model Materials Rocks Two group sizes of basalt rockwere used to know effects of porosities. The materials, taken from concrete quarry, had good shape (about cubic) and carefully selected by sieving. The first group (rock I) passed through square sieve having 20 mm wide of hole side and detained on 10 mm one; thus, the average size of rock I is 15 mm (D n50 ). Rock II passed through sieve 30 mm and detained on 20 mm holes, so D n50 = 25 mm. The purpose of strictly procedure in selecting rock materials was aimed to simulate the expected procedure of selection of rock materials on the prototype. As results very homogeneous gradation materials were got with high porosities n 1 = 0.57 and n 2 = Sizes of the rocks were chosen so that mass in the prototype will be about 250 kg and 1000 kg respectively; these sizes still can be handled by small mobile crane. Figure1 Armfield S6MKII wave flume and other sets of equipment Box-Beams This material is the innovation of this study. In prototype they would be made by concrete, but in the model they were made by hollow steel bars, cut every 40 mm (w) and then stick together side by side to make beams so that the hollows were facing the incoming waves. In prototype there would be hooks on bottom side and hook-holes on top side so that lower boxbeams would hold upper box-beams on their position strongly to make walls on front and back sides of a breakwater (Figure 2). Figure 2 Details of the box-beams and breakwater There are two main functions of the box-beams, the first is to hold the fill rocks on their places, and the second is to direct wave water into and out of fill rocks. On Figure 2 it is editor@iaeme.com
4 Frans Rabung, Muhammad SalehPallu, Muhammad Arsyad Thaha and Achmad Bakri Muhiddin shown that number of box-beam holes are three only, in practice the number can be added as long as available small crane still can handle them; the number determines the length of boxbeams. The important thing to remember is positions of hook and hook-holes, they always have to match each other leaving an empty space between consecutive beams. Width w of box-beams was made just the same for model I and model II, i.e. 40 mm, because effects of width variation of fill rock B were more important to watch. Dimensions of box-beam holes depend on the size of fill rock. In the models, dimensions of square holes were 15 mm for model I and 25 mm for model II, just follow the sizes of rock. During experiments it was found that no single rock could pass the box-beam holes. The dimensions of box-beam holes were not included in dimensional analysis because preliminary experiments showed no effects on waves (Figure 3). Figure 3 No effects of box-beams on water wave hydrodynamics Piles and tie beams Piles and tie beams are to support the box-beams from all kinds of forces acting on them. Dimensions of piles and tie beams depend on analyses requirements. Distance between piles, as same as tie beams, depends also on analyses requirements but maximum one third of the length of box-beams so that every box-beam will be supported by at least two piles. Frames of model I and model II are shown in Figure 4.Space of width B between box-beam walls was for fill rock, it varied from 100 mm, 200 mm to 300 mm to study the effect of width of rock. Figure 4 Frames of model I and model II editor@iaeme.com
5 Performance of Vertical Composite Breakwater Model of Box-Beams, Rock and Piles 2.3. Theoretical Bases Waves parameters involved The two pairs of design waves given above were checked for theoretical wave categories following USACE (2008, Fig. II-1-20) [6]. It was found that the first pair was located on the boundary area between Stoke s 2 nd Order and 3 rd Order, while the second pair was in the Linear Wave area. For the Linear or Airy Wave and Stoke s 2 nd Order Theory, equations that consisting required parameters are (USACE, 1984, pp 2-34 to 2-35) [7]: = tanh ( ) (1) = tanh ( ) (2) Meanwhile, for Stoke s 3 rd Order the equations are: = tanh = tanh 1+! 1+! " #$% (&/ (%)*! " +, (3) " #$% (&/ (%)*! " +, (4) From the equationsa bove we find wave parameters: wave height H, celerity C, length L, period T and water depth h involved. Parameter C can be substituted by T and T by L, thus the parameters left are H, L, and h. These parameters became variables in the experiments. T and L are interchangeable, T was used as input for wave paddle mechanism, whereas L was measured along wave flume for analyses Dimensional Analysis, Froude Similitude, Reynold Number As the main objective of the study is to find out hydrodynamic effectiveness of the new system in the forms of wave transmission and reflection, we have first to define the coefficient of transmission C t and coefficient of reflection C r as follows: - =. / and 0 = 1 / (5) where H i is incoming wave (design wave) height, H t is transmission wave height and H r is reflection wave height. Relation of H i and H r is given in the following equation: 2 ) = 345 3/6 and 2 0 = /6 where Hmax and Hmin are maxima at anti node and node points, L/2 and L/4, in front of the models as result of combination of H i and H r (Figure 5 from Kamphuis, 2011, Fig and 2.14) [8]. These points became locations of wave probe no. 1 and no. 2 respectively. Wave probe no. 3 for measuring wave transmission H t was positioned at one meter behind the models. (6) editor@iaeme.com
6 Frans Rabung, Muhammad SalehPallu, Muhammad Arsyad Thaha and Achmad Bakri Muhiddin Figure 5 Locations of H max and H min for wave measurements and analyses To find the relation between H i, H t and H r we have to analyze it in the form of C t, C r and energy loss coefficient C L =E L /E i from conservation of wave energy: 8 ) = substituted into =1-0 (7) Now, all involved parameters required to perform dimensional analysis have been known. From wave action there are L, h and H in the forms of H i, H t,h r or C t, C r and C L, whereas from structural reaction there are B, w, and n. Using Buckingham s theorem, the parameters are processed with multiplication factor k = 2π/L, we find: 0, -, =;(<2 ),<=,<h,=?,a) (8) Mass density of rock and mass density of water ratio ρ b /ρ w, gravity acceleration in prototype and in model ratio g p /g m = 1 are not included in the process as they become nondimensional constants. As already mentioned above, dimensions of box-beam holes are not included in the dimensional analysis because from many videos made during preliminary experiments, both models did not show any effects of holes existence. Model scale was determined based on Froude s dynamic similitude rule, i.e. the same Froude Number in the model and prototype. Following guides from Hughes (1995, p.130) [9] for 2-d Wave Transformation 1:10 to 1:50 and Breakwater Stability 1:30 to 1:50 as well as learning from wave flume facilities, it was decided to use Geometric Scale λ = 30, Time Scale = λ = 5.48 and Force Scale = λ 3 = 27,000. Another condition important to hold in doing coastal physical model is Reynold Number. To be constantly in gravity hydrodynamic conditions, especially for flow between rock grains, Reynold Number must be higher than 10 4 (van der Meer, 1988, p.41) [10].This can be achieved if rock gradation has D 90 > 4 6 mm (Hijum and Pilarczyk, 1982) [11] and porosity is high (van Gent, 1995) [12]. All these criteria are satisfied in these models Experimental setup The two pairs of extreme waves were used as boundaries of experiments, the first had H = ± 120 mm and T = ± 1.8 s in the model, the other had H = ± 46 mm and T = ± 0.69 s. All experimental runs laid in between these two extrema. For main experiments, which were to determine wave transmission and reflection, there were two models (n 1 and n 2 ), three rock mound widths (B = 100, 200, 300 mm), three water depths (h = 200, 250, 300 mm) and five periods/strokes; thus, there were 90 runs. Other runs were preliminary runs for wave flume calibration, some for studying effects of model frames without fill rock, some to study runup and toe erosion, and some to know duration of run before causing wave re-reflection from wave paddle; total runs in this laboratory work were about 200. Models height was 400 mm, so all water depths were below top of the models (no overtopping waves). Models were located 12 m in front of wave paddle. At this location, it s editor@iaeme.com
7 Performance of Vertical Composite Breakwater Model of Box-Beams, Rock and Piles required 28 to 35 s of various runs for wave reflection to reach the wave paddle and caused unwanted re-reflection waves. Therefore, each main experiment ran for only 30 s; the first 10 s was used to correct the first and second wave probe locations (although the locations were actually already predicted from wave flume calibration), the second 10 s was the main data to analyze and the last10 s was kept for backup. The frequency of data acquisition was 1000 Hz. 3. RESULTS AND DISCUSSION 3.1. Wave Transmission Not all results can be presented in this paper because limitation of space, but it is tried to present graphs that can convey as many parameters as possible. Figure 6 shows relation between transmission coefficient C t, water depth kh, ratio of rock mound width B to boxbeam width w, and porosities n. It should be remembered that C t is H t /H i, kh is 2πh/L, n = 0.57 is porosity for rock of model I and n = 0.55 is porosity for rock of model II. So, all parameters are presented in these graphs. The graphs show that the deeper the water the more effective C t. It is also shown that wider rock mound B will give more effective C t ; effectiveness can reach C t = Figure 6 Relation between C t, kh, B/w and n Wave Reflection Figure 7 shows relation between reflection coefficient C r, water depth kh, ratio of rock mound width B to box-beam width w, and porosities n. Similar to transmission graphs, the deeper the editor@iaeme.com
8 Frans Rabung, Muhammad SalehPallu, Muhammad Arsyad Thaha and Achmad Bakri Muhiddin water the more effective C r ; this is a character of rubble-mound breakwater, different from perforated vertical wall where the more effective wave transmission the more ineffective wave reflection. From graphs we also can see similar character to the previous ones, i.e. higher porosity gives slightly better C r, but wider B is less effective than narrower one Energy Loss Figure 8 shows characters of coefficient of energy loss. In contrast to C t and C r, the energy loss coefficient becomes higher as water deeper. This is another characteristic of rubblemound breakwater, which means by more body of breakwater is under water more incoming wave energy is absorbed. Figure 7Relation between C r, kh, B/w and n 3.2. Comparisons Figure 9 shows C t, C r and C L with combined B/w in one plate. It shows while C t and C r go down, C L go up, it means this type of breakwater is effective in absorbing wave energy. This characteristic is typical to conventional ruble-mound breakwater, not for full protection neither for partial protection vertical breakwater where usually C r increase as C t decrease meanwhile C L is flat or go to zero absorption. Figure 10 shows C t, C r and C L graphs from a pile-rock break water prototype simulation [4], a very close breakwater type to these models. The graphs show that while C t goes down sharply, C r goes up slowly and C L slightly goes down; this implies that the pile-rock editor@iaeme.com
9 Performance of Vertical Composite Breakwater Model of Box-Beams, Rock and Piles breakwater is not as effective as box-beams models, but it should be reminded that Figure 10 graphs are resulted from numerical model works, not confirmed by physical models yet. 4. CONCLUSION This study has developed a new type vertical breakwater model whose hydrodynamic characteristics are close to conventional rubble-mound breakwaters. It has been proved that this new type is effective in absorbing wave energy and reduce wave transmission as well as reflection height. The study also implies that use of rock material is less both in volume and size which will affect cost and easiness to build. It is expected that this type of breakwater is appropriate for marginal ports and islands in internal waters of Indonesia. Figure 8Relation between C L, kh, B/w and n editor@iaeme.com
10 Frans Rabung, Muhammad SalehPallu, Muhammad Arsyad Thaha and Achmad Bakri Muhiddin Figure 9 Relation of C t, C r, C L with B/w combined REFERENCES Figure 10 C t, C r and C L from nearly similar pile-rock breakwater [4] [1] Rabung, F., Pallu, M. S., Thaha, M. A., Muhiddin, A. B. Wave Predictions and Deformations Along Makassar Coast. Proceedings HATHI 5 th International Seminar on Water Resilience in a Changing World, Bali, 2016, pp [2] Rabung, F. and Hinwood, J. B.Scale Model Tests on a Rubble-Mound Breakwater Trunk. 11th Australasian Conference on Coastal and Ocean Engineering. Townsville: Institution of Engineers Australia, 1993, pp [3] Rageh, O.S. Hydrodynamic Efficiency of Vertical Thick Porous Breakwaters.13th International Water Technology Conf. Hurghada, Egypt.: IWTC 13, 2009, pp editor@iaeme.com
11 Performance of Vertical Composite Breakwater Model of Box-Beams, Rock and Piles [4] Liu, Y. and Li, H. Analysis of Wave Performance through Pile-Rock Breakwaters. Journal of Engineering for the Maritime Environment, Vol. 228(3), 2014, pp [5] Liu, Y. and Faraci, C. Analysis of Orthogonal Wave Reflection by a Caisson with Open Front Chamber Filled with Sloping Rubble Mound. Coastal Engineering 91, 2014,pp [6] USACE. Coastal Engineering Manual, 2008, Figure II [7] USACE. Shore Protection Manual, 1984, pp [8] Kamphuis, J.W. Introduction to Coastal Engineering and Management, 2nd ed. World Scientific Publishing Co. Pte. Ltd.: Singapore, 2011, Fig and 2.14 [9] Hughes, S.A. Physical Models and Laboratory Techniques in Coastal Engineering. World Scientific Publishing Co. Pte. Ltd.: Singapore, 1995, p. 130 [10] Van der Meer, J. W. Rock Slopes and Gravel Beaches under Wave Attack. Delft: Delft Hydraulics, 1988, p. 41 [11] Hijum, E. V. andpilarczyk, K. W. Equilibrium Profile and Longshore Transport of Coarse Material Under Regular and Irregular Wave Attack. Delft, the Netherland: Delft Hydraulics. 1982, p.105 [12] Van Gentt, M.R. Porous Flow Through Rubble-mound Material. Journal of Waterway, Port, Coastal and Ocean Engineering, Vol.121, 1995,pp editor@iaeme.com
CHAPTER 132. Roundhead Stability of Berm Breakwaters
CHAPTER 132 Roundhead Stability of Berm Breakwaters Jergen Juhl 1, Amir Alikham, Peter Sloth, Renata Archetti Abstract Three-dimensional (3D) model tests were carried out for studying the stability of
More informationPHYSICAL AND NUMERICAL MODELLING OF WAVE FIELD IN FRONT OF THE CONTAINER TERMINAL PEAR - PORT OF RIJEKA (ADRIATIC SEA)
PHYSICAL AND NUMERICAL MODELLING OF WAVE FIELD IN FRONT OF THE CONTAINER TERMINAL PEAR - PORT OF RIJEKA (ADRIATIC SEA) DALIBOR CAREVIĆ (1), GORAN LONČAR (1), VLADIMIR ANDROČEC (1) & MARIN PALADIN (1) 1.
More informationLABORATORY EXPERIMENTS FOR WAVE RUN-UP ON THE TETRAPOD ARMOURED RUBBLE MOUND STRUCTURE WITH A STEEP FRONT SLOPE
Proceedings of the 6 th International Conference on the Application of Physical Modelling in Coastal and Port Engineering and Science (Coastlab16) Ottawa, Canada, May 10-13, 2016 Copyright : Creative Commons
More informationPARAMETRIZATION OF WAVE TRANSFORMATION ABOVE SUBMERGED BAR BASED ON PHYSICAL AND NUMERICAL TESTS
Proceedings of the 6 th International Conference on the Application of Physical Modelling in Coastal and Port Engineering and Science (Coastlab16) Ottawa, Canada, May 10-13, 2016 Copyright : Creative Commons
More informationDETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK
The 9 th International Conference on Coasts, Ports and Marine Structures (ICOPMAS 2010) 29 Nov.-1 Dec. 2010 (Tehran) DETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK sayed mohammad
More informationPHYSICAL MODELING FOR MEASURING THE EFFECTIVENESS OF SINGLE CURTAIN PILE FOUNDATION BREAKWATER IN INTERMEDIATE WATER DEPTH
International Journal of GEOMAE, March., 2018 Vol.14, Issue 43, pp.160-166 Geotec., Const. Mat. & Env., DOI: https://doi.org/10.21660/2018.43.43946 ISSN: 2186-2982 (Print), 2186-2990 (Online), Japan PHYSICAL
More informationHYDRODYNAMIC EFFICIENCY OF VERTICAL THICK POROUS BREAKWATERS
HYDRODYNAMIC EFFICIENCY OF VERTICAL THICK POROUS BREAKWATERS O. S. Rageh Associate Prof., Irrigation and Hydraulic Dept., Faculty of Engineering, Mansoura University, El-Mansoura, Egypt ABSTRACT The efficiency
More informationLABORATORY EXPERIMENTS ON WAVE OVERTOPPING OVER SMOOTH AND STEPPED GENTLE SLOPE SEAWALLS
Asian and Pacific Coasts 23 LABORATORY EXPERIMENTS ON WAVE OVERTOPPING OVER SMOOTH AND STEPPED GENTLE SLOPE SEAWALLS Takayuki Suzuki 1, Masashi Tanaka 2 and Akio Okayasu 3 Wave overtopping on gentle slope
More informationInternational Journal of Civil Engineering and Technology (IJCIET), ISSN (Print), INTERNATIONAL JOURNAL OF CIVIL ENGINEERING
INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND TECHNOLOGY (IJCIET) ISSN 0976 6308 (Print) ISSN 0976 6316(Online) Volume 5, Issue 2, February (2014), pp. 106-118 IAEME: www.iaeme.com/ijciet.asp Journal
More informationEXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER
EXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER Liehong Ju 1, Peng Li,Ji hua Yang 3 Extensive researches have been done for the interaction
More informationDESIGN OPTIMIZATION FOR A PASSIVE MESH SCREEN WAVE ABSORBER FOR THE CCOB
DESIGN OPTIMIZATION FOR A PASSIVE MESH SCREEN WAVE ABSORBER FOR THE CCOB Christian Klinghammer 1, Pedro Lomónaco Tonda 1 and Pablo Higuera Caubilla 1 A new passive wave absorber, consisting of multiple
More informationWAVE PRESSURE DISTRIBUTION ON PERMEABLE VERTICAL WALLS
Abstract WAVE PRESSURE DISTRIBUTION ON PERMEABLE VERTICAL WALLS Hendrik Bergmann, Hocine Oumeraci The pressure distribution at permeable vertical walls is investigated within a comprehensive large-scale
More informationUsing sea bed roughness as a wave energy dissipater
Island Sustainability II 203 Using sea bed roughness as a wave energy dissipater T. Elgohary 1, R. Elgohary 1 & M. Hagrass 2 1 Department of Civil Engineering (Irrigation and Hydraulic), The Tenth of Ramadan
More informationCHAPTER 135. Influence of the core configuration on the stability of berm breakwaters. Nikolay Lissev 1 AlfT0rum 2
CHAPTER 135 Influence of the core configuration on the stability of berm breakwaters Nikolay Lissev 1 AlfT0rum 2 Abstract An experimental study has been carried out to investigate the concept of extending
More informationAustralian Journal of Basic and Applied Sciences
AENSI Journals Australian Journal of Basic and Applied Sciences ISSN:1991-8178 Journal home page: www.ajbasweb.com Developing a Stability Formula for Breakwater-An Overview 1,2 Nur Aini Mohd Arish, 2 Othman
More informationInternational Journal of Innovative Research in Advanced Engineering (IJIRAE) ISSN:
RANSMISSION COEFFICIEN (K) AND REFLECION COEFFICIEN () ON BREAKWAER YPE CUBE Setiyawan Department of Civil Engineering, adulako University, Palu, Central Sulawesi, Indonesia setiyawanvip@yahoo.co.id; Manuscript
More informationYasuyuki Hirose 1. Abstract
Study on Tsunami force for PC box girder Yasuyuki Hirose 1 Abstract In this study, a waterway experiment was performed in order to understand the influence of tsunami forms on tsunami forces acting on
More informationThree-Dimensional Physical Modeling on Perforated Skirt Breakwater
Three-Dimensional Physical Modeling on Perforated Skirt Breakwater Harman Ajiwibowo #1 # Ocean Engineering Department, Institut Teknologi Bandung, Jalan Ganesa 10, Bandung 40132, Indonesia 1 harman.ajiwibowo17@gmail.com
More informationShoreline Evolution Due to Oblique Waves in Presence of Submerged Breakwaters. Nima Zakeri (Corresponding Author), Mojtaba Tajziehchi
Shoreline Evolution Due to Oblique Waves in Presence of Submerged Breakwaters Nima Zakeri (Corresponding Author), Mojtaba Tajziehchi Department of Civil Engineering, Faculty of Engineering, University
More informationAalborg Universitet. Published in: Proceedings of Offshore Wind 2007 Conference & Exhibition. Publication date: 2007
Aalborg Universitet Design Loads on Platforms on Offshore wind Turbine Foundations with Respect to Vertical Wave Run-up Damsgaard, Mathilde L.; Gravesen, Helge; Andersen, Thomas Lykke Published in: Proceedings
More informationPresent Practices in Design of Rubblemound Breakwaters for Coastal Harbours-A Review
International Journal of Current Engineering and Technology E-ISSN 2277 4106, P-ISSN 2347 5161 2018 INPRESSCO, All Rights Reserved Available at http://inpressco.com/category/ijcet Review Article Present
More informationMODELING OF CLIMATE CHANGE IMPACTS ON COASTAL STRUCTURES - CONTRIBUTION TO THEIR RE-DESIGN
Proceedings of the 14 th International Conference on Environmental Science and Technology Rhodes, Greece, 3-5 September 2015 MODELING OF CLIMATE CHANGE IMPACTS ON COASTAL STRUCTURES - CONTRIBUTION TO THEIR
More informationStudy of Passing Ship Effects along a Bank by Delft3D-FLOW and XBeach1
Study of Passing Ship Effects along a Bank by Delft3D-FLOW and XBeach1 Minggui Zhou 1, Dano Roelvink 2,4, Henk Verheij 3,4 and Han Ligteringen 2,3 1 School of Naval Architecture, Ocean and Civil Engineering,
More informationControl of surge and pitch motions of a rectangular floating body using internal sloshing phenomena. Minho Ha and *Cheolung Cheong 1)
Control of surge and pitch motions of a rectangular floating body using internal sloshing phenomena Minho Ha and *Cheolung Cheong 1) School of Mechanical Engineering, PNU, Busan 609-735, Korea 1) ccheong@pusan.ac.kr
More informationArtificial headlands for coastal restoration
Artificial headlands for coastal restoration J. S. Mani Professor, Department of Ocean Engineering, Indian Institute of Technology Madras, Chennai 636, India Abstract Construction of a satellite harbour
More informationMONITORING SEDIMENT TRANSPORT PROCESSES AT MANAVGAT RIVER MOUTH, ANTALYA TURKEY
COPEDEC VI, 2003 in Colombo, Sri Lanka MONITORING SEDIMENT TRANSPORT PROCESSES AT MANAVGAT RIVER MOUTH, ANTALYA TURKEY Isikhan GULER 1, Aysen ERGIN 2, Ahmet Cevdet YALCINER 3 ABSTRACT Manavgat River, where
More informationA CHOICE MODEL ON TRIP MODE CHAIN FOR INTER-ISLANDS COMMUTERS IN MOLUCCA-INDONESIA: A CASE STUDY OF THE TERNATE ISLAND HALMAHERA ISLAND TRIP
International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 7, July 2017, pp. 1050 1057, Article ID: IJCIET_08_07_112 Available online at http://http://ww www.iaeme.com/ijciet/issues.asp?jtype=ijciet&v
More informationINTRODUCTION TO COASTAL ENGINEERING AND MANAGEMENT
Advanced Series on Ocean Engineering Volume 16 INTRODUCTION TO COASTAL ENGINEERING AND MANAGEMENT J. William Kamphuis Queen's University, Canada World Scientific Singapore New Jersey London Hong Kong Contents
More informationNumerical modeling of refraction and diffraction
Numerical modeling of refraction and diffraction L. Balas, A. inan Civil Engineering Department, Gazi University, Turkey Abstract A numerical model which simulates the propagation of waves over a complex
More informationLONG WAVES IN FLUME EXPERIMENTS
LONG WVES IN FLUME EPERIMENTS J. William Kamphuis, M.SCE 1 bstract This paper addresses the influence of long waves on the design wave height of structures in shallow water. Wave heights, wave periods,
More informationWAVE REFLECTION AND WAVE RUN-UP AT RUBBLE MOUND BREAKWATERS
WAVE REFLECTION AND WAVE RUN-UP AT RUBBLE MOUND BREAKWATERS Markus Muttray, ocine Oumeraci, Erik ten Oever Wave reflection and wave run-up at rubble mound breakwaters with steep front slope were investigated
More informationHydrodynamic analysis of submersible robot
International Journal of Advanced Research and Development ISSN: 2455-4030, Impact Factor: RJIF 5.24 www.advancedjournal.com Volume 1; Issue 9; September 2016; Page No. 20-24 Hydrodynamic analysis of submersible
More informationFINAL-REPORT for the M.Sc.Thesis. Influence of foreshore steepness on wave velocity and acceleration at the breakwater interface
FINAL-REPORT for the M.Sc.Thesis Influence of foreshore steepness on wave velocity and acceleration at the breakwater interface Student: Supervisors: N.J.Oortman prof.dr.ir.m.j.f.stive ir.h.j.verhagen
More informationUsing Half Pipes as Permeable Breakwater
Using Half Pipes as Permeable Breakwater Mohammed Ibrahim 1, Hany Ahmed 1, Mostafa Abd Alall 1 1Irrigation and Hydraulics sector, Civil Engineering, Al-Azhar University, Cairo, Egypt ---------------------------------------------------------------------***---------------------------------------------------------------------
More informationExperimental Investigation of Clear-Water Local Scour at Pile Groups
Experimental Investigation of Clear-Water Local Scour at Pile Groups B. Ataie-Ashtiani 1 and A. A. Beheshti 2 Abstract: Experiments of local scour around pile groups are carried out under steady clear-water
More informationIMAGE-BASED STUDY OF BREAKING AND BROKEN WAVE CHARACTERISTICS IN FRONT OF THE SEAWALL
IMAGE-BASED STUDY OF BREAKING AND BROKEN WAVE CHARACTERISTICS IN FRONT OF THE SEAWALL Weijie Liu 1 and Yoshimitsu Tajima 1 This study aims to study the breaking and broken wave characteristics in front
More informationLABORATORY EXPERIMENTS ON EROSION CONTROL PERFORMANCE OF AN L- SHAPED PERMEABLE STRUCTURE. Abstract
LABORATORY EXPERIMENTS ON EROSION CONTROL PERFORMANCE OF AN L- SHAPED PERMEABLE STRUCTURE Yuuji Maeda 1, Masayuki Unno 2, Masafumi Sato 2, Takao Kurita 2, Takaaki Uda 3 and Shinji Sato 4 Abstract A new
More informationCOMPUTATIONAL FLUID DYNAMIC ANALYSIS OF AIRFOIL NACA0015
International Journal of Mechanical Engineering and Technology (IJMET) Volume 8, Issue 2, February 2017, pp. 210 219 Article ID: IJMET_08_02_026 Available online at http://www.iaeme.com/ijmet/issues.asp?jtype=ijmet&vtype=8&itype=2
More informationLOCALLY CONCENTRATED SEVERE BEACH EROSION ON SEISHO COAST CAUSED BY TYPHOON T0709
F-4 Fourth International Conference on Scour and Erosion 2008 LOCALLY CONCENTRATED SEVERE BEACH EROSION ON SEISHO COAST CAUSED BY TYPHOON T0709 Yoshimitsu TAJIMA 1 and Shinji SATO 2 1 Member of JSCE, Associate
More informationWave Breaking and Wave Setup of Artificial Reef with Inclined Crown Keisuke Murakami 1 and Daisuke Maki 2
Wave Breaking and Wave Setup of Artificial Reef with Inclined Crown Keisuke Murakami 1 and Daisuke Maki 2 Beach protection facilities are sometimes required to harmonize with coastal environments and utilizations.
More informationStability of Cubipod Armoured Roundheads in Short Crested Waves Burcharth, Hans Falk; Andersen, Thomas Lykke; Medina, Josep R.
Aalborg Universitet Stability of Cubipod Armoured Roundheads in Short Crested Waves Burcharth, Hans Falk; Andersen, Thomas Lykke; Medina, Josep R. Published in: Coastal Engineering 2010 Publication date:
More informationScour Analysis at Seawall in Salurang, Sangihe Islands Regency, North Sulawesi
PROCEEDING OF 3 RD INTERNATIONAL CONFERENCE ON RESEARCH, IMPLEMENTATION AND EDUCATION OF MATHEMATICS AND SCIENCE YOGYAKARTA, 16 17 MAY 2016 M 04 Scour Analysis at Seawall in Salurang, Sangihe Islands Regency,
More informationSTRUCTURAL STABILITY OF CUBE AND ROCK-ARMOURED SUBMERGED BREAKWATERS FOR BEACH PROTECTION
STRUCTURAL STABILITY OF CUBE AND ROCK-ARMOURED SUBMERGED BREAKWATERS FOR BEACH PROTECTION José F. Sánchez-González 1, Joaquín Garrido Checa 2 ; Mª Dolores Ortiz Sánchez 3 and Manuel Martín Huescar 1 This
More informationWave Transmission on Submerged Rubble Mound Breakwater Using L-Blocks
2011 2nd International Conference on Environmental Science and Technology IPCEE vol.6 (2011) (2011) IACSIT Press, Singapore Wave Transmission on Submerged Rubble Mound reakwater Using L-locks Dayat Indri
More informationCHAPTER 68. RANDOM BREAKING WAVES HORIZONTAL SEABED 2 HANS PETER RIEDEl. & ANTHONY PAUL BYRNE
CHAPTER 68 RANDOM BREAKING WAVES HORIZONTAL SEABED 2 HANS PETER RIEDEl. & ANTHONY PAUL BYRNE ABSTRACT According to wave theories the depth limited wave height over a horizontal seabed has a wave height
More informationINSTRUMENT INSTRUMENTAL ERROR (of full scale) INSTRUMENTAL RESOLUTION. Tutorial simulation. Tutorial simulation
Lab 1 Standing Waves on a String Learning Goals: To distinguish between traveling and standing waves To recognize how the wavelength of a standing wave is measured To recognize the necessary conditions
More informationWIND WAVES REFLECTIONS - A CASE STUDY
WIND WAVES REFLECTIONS - A CASE STUDY J. Rytktinen Rak enteiden Mekaniikka, Vol 1 No 1 1988, s. 55... 65 This study describes s ome o f t h e wa v e r eflection measur ements conducted at the Hydraulic
More informationINTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 1, No 4, 2010
Effect of geometric dimensions on the transmission coefficient of floating breakwaters Mohammad Hosein Tadayon, Khosro Bargi 2, Hesam Sharifian, S. Reza Hoseini - Ph.D student, Department of Civil Engineering,
More informationINVESTIGATION OF WAVE AGITATION INSIDE THE NEW FISHERY PORT (CASE STUDY: NEW MRZOUKA FISHERY PORT, LIBYA)
INVESTIGATION OF WAVE AGITATION INSIDE THE NEW FISHERY PORT (CASE STUDY: NEW MRZOUKA FISHERY PORT, LIBYA) Abdelazim M. Ali Researcher, The Hydraulics Research Institute, National Water Research Center,
More informationEffect of Depth of Periphery Beams on Behavior of Grid Beams on Grid Floor
International Journal of Current Engineering and Technology E-ISSN 2277 4106, P-ISSN 2347 5161 2015 INPRESSCO, All Rights Reserved Available at http://inpressco.com/category/ijcet Research Article Effect
More informationEXPERIMENTAL MEASUREMENT OF THE WASH CHARACTERISTICS OF A FAST DISPLACEMENT CATAMARAN IN DEEP WATER
EXPERIMENTAL MEASUREMENT OF THE WASH CHARACTERISTICS OF A FAST DISPLACEMENT CATAMARAN IN DEEP WATER A.F. Molland, P.A. Wilson and D.J. Taunton Ship Science Report No. 124 University of Southampton December
More informationBEACH EROSION COUNTERMEASURE USING NEW ARTIFICIAL REEF BLOCKS
BEACH EROSION COUNTERMEASURE USING NEW ARTIFICIAL REEF BLOCKS Kyuhan Kim 1, Sungwon Shin 1, Chongkun Pyun 2, Hyundong Kim 3, and Nobuhisa Kobayashi 4 Two-dimensional and three-dimensional laboratory experiments
More informationINCLINOMETER DEVICE FOR SHIP STABILITY EVALUATION
Proceedings of COBEM 2009 Copyright 2009 by ABCM 20th International Congress of Mechanical Engineering November 15-20, 2009, Gramado, RS, Brazil INCLINOMETER DEVICE FOR SHIP STABILITY EVALUATION Helena
More informationBILLY BISHOP TORONTO CITY AIRPORT PRELIMINARY RUNWAY DESIGN COASTAL ENGINEERING STUDY
Bâtiment Infrastructures municipales Transport Industriel Énergie Environnement BILLY BISHOP TORONTO CITY AIRPORT PRELIMINARY RUNWAY DESIGN COASTAL ENGINEERING STUDY N. Guillemette 1, C. Glodowski 1, P.
More informationAvailable online at ScienceDirect. Procedia Engineering 116 (2015 )
Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 116 (2015 ) 320 325 8th International Conference on Asian and Pacific Coasts (APAC 2015) Department of Ocean Engineering, IIT
More informationCHAPTER ONE HUNDRED NINETY FIVE
CHAPTER ONE HUNDRED NINETY FIVE Wave Forces and Impacts on a Circular and Square Caisson J.W. van der Meer and E. Benassal Abstract The existing breakwater at Civitavecchia Harbour, Italy, will be extended
More informationIMPACTS OF COASTAL PROTECTION STRATEGIES ON THE COASTS OF CRETE: NUMERICAL EXPERIMENTS
IMPACTS OF COASTAL PROTECTION STRATEGIES ON THE COASTS OF CRETE: NUMERICAL EXPERIMENTS Tsanis, I.K., Saied, U.M., Valavanis V. Department of Environmental Engineering, Technical University of Crete, Chania,
More informationCFD ANALYSIS AND COMPARISON USING ANSYS AND STAR-CCM+ OF MODEL AEROFOIL SELIG 1223
International Journal of Mechanical Engineering and Technology (IJMET) Volume 8, Issue 11, November 2017, pp. 312 318, Article ID: IJMET_08_11_034 Available online at http://www.iaeme.com/ijmet/issues.asp?jtype=ijmet&vtype=8&itype=11
More informationWAVE OVERTOPPING OF RUBBLE MOUND BREAKWATERS
WAVE OVERTOPPING OF RUBBLE MOUND BREAKWATERS Mogens Hebsgaard 1, Peter Sloth 1, and tegen Juhl 2 Abstract A general expression for the overtopping discharge of a rubble mound breakwater has been derived
More informationVibration Analysis and Test of Backup Roll in Temper Mill
Sensors & Transducers 2013 by IFSA http://www.sensorsportal.com Vibration Analysis and Test of Backup Roll in Temper Mill Yuanmin Xie College of Machinery and Automation, Wuhan University of Science and
More informationA New Generator for Tsunami Wave Generation
Journal of Energy and Power Engineering 10 (2016) 166-172 doi: 10.17265/1934-8975/2016.03.004 D DAVID PUBLISHING Tetsuya Hiraishi 1, Ryokei Azuma 1, Nobuhito Mori 2, Toshihiro Yasuda 2 and Hajime Mase
More informationAvailable online at ScienceDirect. Procedia Engineering 116 (2015 )
Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 116 (2015 ) 905 911 8th International Conference on Asian and Pacific Coasts (APAC 2015) Department of Ocean Engineering, IIT
More informationIMAGE-BASED FIELD OBSERVATION OF INFRAGRAVITY WAVES ALONG THE SWASH ZONE. Yoshimitsu Tajima 1
IMAGE-BASED FIELD OBSERVATION OF INFRAGRAVITY WAVES ALONG THE SWASH ZONE Yoshimitsu Tajima 1 This study develops an image-based monitoring techniques for observations of surf zone hydrodynamics especially
More informationInternational Journal of Technical Research and Applications e-issn: , Volume 4, Issue 3 (May-June, 2016), PP.
DESIGN AND ANALYSIS OF FEED CHECK VALVE AS CONTROL VALVE USING CFD SOFTWARE R.Nikhil M.Tech Student Industrial & Production Engineering National Institute of Engineering Mysuru, Karnataka, India -570008
More informationEfficacy of Beach Vegetation in Controlling Wave Run up and Rundown an Experimental Investigation
ICHE 2014, Hamburg - Lehfeldt & Kopmann (eds) - 2014 Bundesanstalt für Wasserbau ISBN 978-3-939230-32-8 Efficacy of Beach Vegetation in Controlling Wave Run up and Rundown an Experimental Investigation
More informationOvertopping Breakwater for Wave Energy Conversion at the Port of Naples: Status and Perspectives
Overtopping Breakwater for Wave Energy Conversion at the Port of Naples: Status and Perspectives Diego Vicinanza, Pasquale Contestabile, Enrico Di Lauro 1. INTRODUCTION Nowadays over 1500 Wave Energy Converter
More informationLarge scale wave run-up tests on a rubble mound breakwater
Large scale wave run-up tests on a rubble mound breakwater Van de Walle Björn 1, De Rouck Julien 2, Grüne Joachim 3, Helgason Einar 4 Introduction Large scale wave run-up tests have been performed in the
More informationWind Blow-out Hollow Generated in Fukiage Dune Field, Kagoshima Prefecture, Japan
R. Nishi Wind Blow-out Hollow Generated in Fukiage Dune Field, Kagoshima Prefecture, Japan Ryuichiro Nishi, Li Elikson and Myokhin PREFACE A sand dune is vulnerable to severe waves and wind. Therefore,
More informationWave Reflection: Small and Large Scale Experiments on Wave Absorbing Quay Walls
Wave Reflection: Small and Large Scale Experiments on Wave Absorbing Quay Walls C. Altomare Postdoctoral Researcher, Flanders Hydraulics Research, Antwerp, BELGIUM X. Gironella Associate Professor, Maritime
More informationStanding Waves in a String
Standing Waves in a String OBJECTIVE To understand the circumstances necessary to produce a standing wave. To observe and define the quantities associated with a standing wave. To determine the wavelength
More informationStructure Failure Modes
US Army Corps Monitoring and Maintenance of Coastal Infrastructure Structure Failure Modes Steven A. Hughes, PhD, PE Coastal and Hydraulics Laboratory US Army Engineer Research and Development Center Waterways
More informationModel Test Setup and Program for Experimental Estimation of Surface Loads of the SSG Kvitsøy Pilot Plant from Extreme Wave Conditions
Model Test Setup and Program for Experimental Estimation of Surface Loads of the SSG Kvitsøy Pilot Plant from Extreme Wave Conditions according to Co-operation Agreement (phase 4) between WAVEenergy (Norway)
More informationTRANSPORT OF NEARSHORE DREDGE MATERIAL BERMS
Proceedings of the 6 th International Conference on the Application of Physical Modelling in Coastal and Port Engineering and Science (Coastlab16) Ottawa, Canada, May 10-13, 2016 Copyright : Creative Commons
More informationSTUDY ON TSUNAMI PROPAGATION INTO RIVERS
ABSTRACT STUDY ON TSUNAMI PROPAGATION INTO RIVERS Min Roh 1, Xuan Tinh Nguyen 2, Hitoshi Tanaka 3 When tsunami wave propagation from the narrow river mouth, water surface is raised and fluctuated by long
More informationWAVE PROPAGATION ON A FLUME: PHYSICAL MODELLING
WAVE PROPAGATION ON A FLUME: PHYSICAL MODELLING J. M. P. Conde a,b,c, R. Reis b, C. J. Fortes b, and D. R. C. B. Neves b a Universidade Nova de Lisboa Faculty of Science and Technology Dep. Mechanical
More informationPREDICTION OF ERODED VERSUS ACCRETED BEACHES
CETN-II-2 6/88 PREDICTION OF ERODED VERSUS ACCRETED BEACHES PURPOSE: To present revised procedures for predicting whether a beach profile of a specified sand size will tend to erode or accrete under incident
More informationEffect of channel slope on flow characteristics of undular hydraulic jumps
River Basin Management III 33 Effect of channel slope on flow characteristics of undular hydraulic jumps H. Gotoh, Y. Yasuda & I. Ohtsu Department of Civil Engineering, College of Science and Technology,
More informationTHE REDUCTION OF RUN-UP AND RUN-DOWN WITH PERFORATED BLOCK BREAKWATER
THE REDUCTION OF RUN-UP AND RUN-DOWN WITH PERFORATED BLOCK BREAKWATER Tamrin 1,, S.Pallu 1, H.Parung 1 and A.Thaha 1 1 Civil Engineering Department, Hasanuddin University, Jl. Perintis Kemerdekaan km.
More informationSimulating Long Waves in a Coffs Harbour 3D Physical Model Using Short Wave Spectra
Journal of Shipping and Ocean Engineering 6 (2016) 15-21 doi 10.17265/2159-5879/2016.01.002 D DAVID PUBLISHING Simulating Long Waves in a Coffs Harbour 3D Physical Model Using Short Wave Spectra Indra
More informationEvaluation of Tsunami Fluid Force Acting on a Bridge Deck Subjected to Breaker Bores
Available online at www.sciencedirect.com Procedia Engineering 14 (2011) 1079 1088 The Twelfth East Asia-Pacific Conference on Structural Engineering and Construction Evaluation of Tsunami Fluid Force
More informationTransmission studies on horizontal interlaced multi-layer moored floating pipe breakwater (HIMMFPB) with three layers of pipes
Indian Journal of Geo-Marine Sciences Vol. 42(6), October 2013, pp. 722-728 Transmission studies on horizontal interlaced multi-layer moored floating pipe breakwater (HIMMFPB) with three layers of pipes
More informationChapter 4 EM THE COASTAL ENGINEERING MANUAL (Part I) 1 August 2008 (Change 2) Table of Contents. Page. I-4-1. Background...
Chapter 4 EM 1110-2-1100 THE COASTAL ENGINEERING MANUAL (Part I) 1 August 2008 (Change 2) Table of Contents I-4-1. Background... Page I-4-1 a. Shore Protection Planning and Design, TR 4... I-4-1 b. Shore
More information+)) Lower Churchill Project RIPRAP DESIGN FOR WIND-GENERATED WAVES SNC LAVALIN. SLI Document No HER
+)) SNC LAVALIN Lower Churchill Project RIPRAP DESIGN FOR SLI Document No. 505573-3001-4HER-0011-00 Nalcor Reference No. MFA-SN-CD-0000-CV-RP-0006-01 Rev. 81 Date: 07 -Dec-2012 Prepared by: Checked by:
More informationValidatingWindProfileEquationsduringTropicalStormDebbyin2012
Global Journal of Researches in Engineering: e Civil And Structural Engineering Volume 4 Issue Version. Year 24 Type: Double Blind Peer Reviewed International Research Journal Publisher: Global Journals
More informationHARBOUR SEDIMENTATION - COMPARISON WITH MODEL
HARBOUR SEDIMENTATION - COMPARISON WITH MODEL ABSTRACT A mobile-bed model study of Pointe Sapin Harbour, in the Gulf of St. Lawrence, resulted in construction of a detached breakwater and sand trap to
More informationAerodynamic Analysis of a Symmetric Aerofoil
214 IJEDR Volume 2, Issue 4 ISSN: 2321-9939 Aerodynamic Analysis of a Symmetric Aerofoil Narayan U Rathod Department of Mechanical Engineering, BMS college of Engineering, Bangalore, India Abstract - The
More informationWIND-INDUCED LOADS OVER DOUBLE CANTILEVER BRIDGES UNDER CONSTRUCTION
WIND-INDUCED LOADS OVER DOUBLE CANTILEVER BRIDGES UNDER CONSTRUCTION S. Pindado, J. Meseguer, J. M. Perales, A. Sanz-Andres and A. Martinez Key words: Wind loads, bridge construction, yawing moment. Abstract.
More informationClarification of Behavior of Huge Tsunami Action on Bridges - Hydraulic Model Experiment and Simulation Technology -
Clarification of Behavior of Huge Tsunami Action on Bridges - Hydraulic Model Experiment and Simulation Technology - 21 TOSHIMITSU SUZUKI *1 RIKUMA SHIJO *2 KAORU YOKOYAMA *3 SYUNICHI IKESUE *4 HIROFUMI
More informationWAVE OVERTOPPING AND RUBBLE MOUND STABILITY UNDER COMBINED LOADING OF WAVES AND CURRENT
WAVE OVERTOPPING AND RUBBLE MOUND STABILITY UNDER COMBINED LOADING OF WAVES AND CURRENT Sepehr Eslami A. and Marcel R.A. van Gent Coastal structures such as breakwaters are usually studied under wave loading
More informationStructural Design and Analysis of the New Mobile Refuge Chamber
Key Engineering Materials Online: 2013-09-10 ISSN: 1662-9795, Vol. 584, pp 175-178 doi:10.4028/www.scientific.net/kem.584.175 2014 Trans Tech Publications, Switzerland Structural Design and Analysis of
More informationPhysical Model for the Filling and Emptying System of the Third Set of Panama locks
Physical Model for the Filling and Emptying System of the Third Set of Panama locks Roumieu P. CNR - Consorcio Pos Panamax France p.roumieu@cnr.tm.fr De Regge J Technum Consorcio Pos Panamax Belgium jdr@technum.be
More informationNumerical Simulations of a Train of Air Bubbles Rising Through Stagnant Water
Numerical Simulations of a Train of Air Bubbles Rising Through Stagnant Water Hong Xu, Chokri Guetari ANSYS INC. Abstract Transient numerical simulations of the rise of a train of gas bubbles in a liquid
More informationInfluence of Relative Water Depth on Wave Run-up Over Costal Structures; Smooth Slopes
ENGINEER - Vol. XXXVIII, No. 03, pp. 7-13, 2005 The Institution of Engineers, Sri Lanka Influence of Relative Water Depth on Wave Run-up Over Costal Structures; Smooth Slopes D. A. Peiris and J. J. Wijetunga
More informationCHAPTER 113 Impact Loading and Dynamic Response of Caisson Breakwaters
CHAPTER 113 Impact Loading and Dynamic Response of Caisson Breakwaters - Results of Large-Scale Model Tests - H.Oumeraci 1 ), H.W. Partenscky 2 ), S. Kohlhase 3 ), P. Klammer 4 ) Abstract The results of
More informationCOASTAL PROTECTION AGAINST WIND-WAVE INDUCED EROSION USING SOFT AND POROUS STRUCTURES: A CASE STUDY AT LAKE BIEL, SWITZERLAND
COASTAL PROTECTION AGAINST WIND-WAVE INDUCED EROSION USING SOFT AND POROUS STRUCTURES: A CASE STUDY AT LAKE BIEL, SWITZERLAND Selim M. Sayah 1 and Stephan Mai 2 1. Swiss Federal Institute of Technology
More informationAppendix E Cat Island Borrow Area Analysis
Appendix E Cat Island Borrow Area Analysis ERDC/CHL Letter Report 1 Cat Island Borrow Area Analysis Multiple borrow area configurations were considered for Cat Island restoration. Borrow area CI1 is located
More informationNumerical and Experimental Investigation of the Possibility of Forming the Wake Flow of Large Ships by Using the Vortex Generators
Second International Symposium on Marine Propulsors smp 11, Hamburg, Germany, June 2011 Numerical and Experimental Investigation of the Possibility of Forming the Wake Flow of Large Ships by Using the
More informationA Review of the Bed Roughness Variable in MIKE 21 FLOW MODEL FM, Hydrodynamic (HD) and Sediment Transport (ST) modules
A Review of the Bed Roughness Variable in MIKE 1 FLOW MODEL FM, Hydrodynamic (HD) and Sediment Transport (ST) modules by David Lambkin, University of Southampton, UK 1 Bed roughness is considered a primary
More informationA Scale Model Test on Hydraulic Resistance of Tunnel Elements during Floating Transportation
Advanced Materials Research Online: 2014-04-17 ISSN: 1662-8985, Vols. 919-921, pp 841-845 doi:10.4028/www.scientific.net/amr.919-921.841 2014 Trans Tech Publications, Switzerland A Scale Model Test on
More informationHRPP 464. Wave pressures in and under rubble mound breakwaters. Clemente Cantelmo, William Allsop and Scott Dunn
HRPP 464 Wave pressures in and under rubble mound breakwaters Clemente Cantelmo, William Allsop and Scott Dunn Reproduced from a paper published in: Proceedings of the Fifth International Conference on
More information