Aspects related to design and construction of breakwaters in deep water by Hans F. Burcharth Aalborg University, Denmark
|
|
- Sherman Garrett
- 6 years ago
- Views:
Transcription
1 Aspects related to design and construction of breakwaters in deep water by Hans F. Burcharth Aalborg University, Denmark Contents of presentation Introductory characterization of the environment Rubble mound breakwaters Armour placement, reallocation and settlements Armour stability Crane capacity Toe stability Construction roads Rear slope stability Caisson breakwaters Determination of wave loadings Safety of rubble mound and caisson breakwaters New Breakwater at Punto Langosteira, La Coruña 1
2 Introductory characterization of the field Environmental conditions Water depth 20 m Exposed locations facing the ocean giving large and long design waves Wave climates Frequent storms, always some wave disturbance during construction (generally seasonal) Rare (infrequent) storms, generally very little wave disturbance during construction (typical for some tropical zones) The main difficulties are related to the construction and depends on the environmental conditions. The design should minimize the difficulties. 2
3 Rubble Mound Breakwaters Usual specifications for placement of main armour Case 1 Bulky units like cubes placed in two layers 1. Random placement specified as positioning (x, y) in accordance with a defined grid, ± m. 2. Number of units N ± X % within a given area A. 3. Porosity P% ± X % within a given area A. 4. Layer thickness t m and tolerances ± X m within a given area A. 3
4 Comments: ad. 1. Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007 Random placement Means random orientation. The term random placement is used by designers only to distringuish from regular (pattern) placement. The degree of random orientation is inherent in the defined set of N, P and t. The accurate position of a block when placed is not known. - only the position at the moment of hook release. Visual checking or (if not possible) advanced sonar measurements are needed if more close control is needed, but generally control of N, P and t should besufficient if A is not defined too large. ad. 2. Number of units, N Generally no problems in fulfilling N. ad. 3. Porosity, P Given N then P depends only on t. ad. 4. Layer thickness t t is always defined in drawings (theoretical layer thickness) but cannot be verified on site unless a method of measuring the layer surface is given. 4
5 Link between porosity P and layer thickness t Porevolume concretevolume / area P = = 1 total volume t Increasing surface roughness and permeability (and settlements) Decreasing run-up and overtopping (and stability) The layer thickness determines the porosity (degree of random orientation) when the number of blocks per area is given. Their tolerances are linked. 5
6 ad. 1-4 The tolerances given in the technical specification should reflect the safety margin of the design. A small safety margin demands smaller tolerances. Design of large structures is based on model tests. The block placement and the related accuracies applied in the model should correspond to the project specifications or be more relaxed in the model. On very exposed locations I recommend to deliberately built-in irregularities like cavities in the models, and base the design on the performance of such models. Regular placement (pattern placed) like a pavement is easier to construct than irregular placement because the first layer of cubes tends to lay on a flat side on the underlayer. The consequence is a more smooth surface which gives more overtopping. On the other hand, the hydraulic stabillity of the armour increases (very high stability can be obtained if the boundaries are intact). 6
7 Case 2 Single layer of complex interlocking armour on steep slopes. Compared to placement specifications for bulky units the specifications are more restrictive with respect to orientation of the units in order to ensure stability. Therefore, I do not recommend such armour in exposed places where visual underwater inspection by divers cannot be performed almost continously during placement of the armour units. 7
8 Settlement of armour layers Settlement caused by wave action cannot be avoided. Contributing to armour settlement can be Compaction of under layers (vertical) Sliding of armour on under layers Sliding of armour blocks relative to each other Deformation of supporting toe The higher and steeper the slope, the larger settlements (SOGREAH limits the height of Accropode armour to 20 rows). The higher the initial porosity, the larger settlements. The smoother the under layer (wide gradation, relative small stone sizes) the larger settlements. 8
9 Settlements generally cause opening (cavities) in the middle to upper part of the slope. dddddd 1:28.5 scale model of proposal for main cross section of Punto Langosteira Port Breakwater, La Coruña (CEDEX 2007). Main armour placed by crane on the slope. Pattern placed on upper berm. 150 t cubes in two layers except 50 t cubes in three layers in six bottom rows. Toe berm of 5 t quarry rock. Armour layer after exposure to design waves. (Hs = 15 m). 9
10 10
11 The major part of settlements should preferably occur in the construction period by occurrence of wave action of some severity (but not damaging) in order to avoid repair by refilling after construction (might be almost impossible due to lack of space in the cavities and due to very large mobilization costs). Armour layers with good self healing ability (generally two-layers) are to be preferred, especially in climates where severe wave actions are so rare that settlement-waves cannot be expected to occur during construction. Settlements cannot be studied quantitatively in models due to severe scale effects. 11
12 Influence of limited crane capacity on toe design 12
13 Reduction of crane capacity by use of high-density armour units in roundheads. Researcher Armour Weight of roundhead armour Weight of trunk armour Jensen Tetrapods 2.3 (1984) Vidal et al. (1991) Cubes Madrigal (1992) Burcharth et al. (1995) Berenguer (1999) Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007 Parallelepipeds Accropods Dolos Holowed cubes Antifer Number of displaced cubes in 180º sector % 5 % 1% Normal density cubes =2.40t/m 3, W= 150t Significant wave height Hs [m] High density cubes =2.80t/m 3, W= 180t 13
14 Roundhead design by use of high mass density blocks Block weight in the most critical sector of roundhead must be app. double of block weight in trunk. Double crane capacity needed for placement in roundheads if mass density is not changed. Solution: Example: Increase mass density of blocks placed in the critical sector. Hudson formula p N s H s = = s 1 Dn w ( K cot ) 1/3 Hs = 15 m, T = 20 s, crest level +25 m, slope 1:2 (cotá = 2) D Trunk 150 t cubes, 4x4x4 m, ñ = 2.40 t/m, K = 10.9, N = s D s 300 t cubes, 5x5x5 m, ñ s = 2.40 t/m Roundhead 3, K D = 5.59, N s = t cubes, 4x4x4 m, ñ s = 2.74 t/m, K D = 5.59, N s =
15 ROUNDHEAD ARMOUR STABILITY Normal density, regular placement, waves from NW, water level +4.5 m H s = 14.2 m H s = 13.2 m 15
16 ROUNDHEAD ARMOUR STABILITY High density, regular placement, waves from NW, water level +4.5 m H s = 14.3 m H s = 13.2 m 16
17 Comparison of normal and high density armour stability Random placement Water level +4.5, Waves from NW Number of displaced cubes % 5% 1% Normal density cubes, 154 t High density cubes, 179 t Hs [m] Design wave condition 17
18 ROUNDHEAD ARMOUR STABILITY High density, regular placement, waves from NW, water level
19 New stability formula for cube armoured roundheads (Maciñeira and Burcharth 2004) H s R = e nm cot g D D n 0. 2 % S 0. 4 op S op R nm = radius at SWL in numbers of D n 19
20 20
21 21
22 22
23 Construction roads (Landbased equipment) Criteria lorries Width sufficient for crane operation and passing dumpers, trucks and Level sufficiently high to avoid damaging overtopping (person, materiel, road surface) during the defined limiting sea states. Sufficient hydraulic performance 23
24 Construction roads Levels 24
25 Design for construction Example: Determination of level and exposure of construction road for land based equipment. SWL Run-up wedge Run-up Internal water table Temporary road +1.5m Beirut Airport breakwater Illustration of run-up on Antifer blocks 25
26 Influence of crest width on rear slope stability Splash down from the large overtopping waves hits slope instead of water surface Rear slope stability a problem if settlement occur Hollowed blocks for rear slope armour 26
27 27
28 Spatial Distribution of Overtopping Formula by Lykke Andersen & Burcharth, 2006 Ratio of overtopping passing travel distance x at splash down level h level : q = exp - ( 0.15 x / cos() h s, ) passing x max level 0p s0p qtotal L 0p where is the angle of incidence x(hlevel=0) H hlevel x(hlevel=h) x 28
29 Temporary construction road with high crest level 29
30 Optimum safety levels in design of breakwaters Main types of breakwaters and typical damage development Damage Damage Hs Hs Design wave conditions and optimum safety levels depend on the damage development 30
31 International standard Organization ISO New standard ISO Actions from waves and currents on coastal structures 7.2 Reliability assessment of structures Structures subject to the actions from waves and currents should be assessed for their reliability at the serviceability and ultimate limit states with due consideration for their economic and social functions, environmental influences, and the consequences of failure. The nature and extents of the uncertainties in Subclause 7.1. should be duly taken into account when assessing the reliability of structures during their design working life. The probability of failure during the design working life should preferably be assessed and confirmed to be less than the minimum value assigned to a specific class of structure, which is to be preset or approved by responsible agencies. The probability of failure may be evaluated by the use of reliability index method or with direct calculation by numerical integration of their probability density functions or Monte Carlo simulations. For a structure that permits a certain degree of deformation at the serviceability and ultimate limit states, the expected amount of deformation should preferably be evaluated. 31
32 Example of safety levels specified in Spanish Recommendations for Maritime Structures ROM 0.0 Economic repercussion index (ERI) (cost of rebuilding and downtime costs) Low economic repercussion ERI < 5 Moderate economic repercussion 5 < ERI < 20 High economic repercussion ERI > 20 Social and environmental repercussion index (SERI) No social and environmental repercussion impact SERI < 5 Low social and environmental repercussion impact 5 < SERI < 20 High social and environmental repercussion impact 20 < SERI < 30 Very high social and environmental repercussion impact SERI > 30 32
33 From ERI is determined service lifetime of the structure ERI < > 20 Service life in years From SERI is determined maximum overall probability of failure within service lifetime, Pf SERI < >30 Serviceability limit state (SLS) Ultimate limit state (ULS)
34 Example a large breakwater in deep water protecting a container port and/or berths for oil tanker would have ERI around 20. This means 50 years service life time. SERI might be low corresponding to 5 < SERI < 20 giving the Pf values SLS 0.10 in 50 years ULS 0.10 in 50 years How does this fit with economical optimization? 34
35 Objective of present study To identify the safety levels related to minimum total costs over the service life. This includes capital costs, maintenance and repair costs, and downtime costs. Capitalized costs (present valu Optimum safety level Total costs Construction costs Maintenenance, repair and economic loss due to downtime etc. Safety of breakwater 35
36 Studied influences on optimum safety levels Real interest rate, inflation included Service lifetime of the breakwater Downtime costs due to malfunction Damage accumulation ISO prescription The ISO-Standard 2394 on Reliability of Structures demands a safety-classification based on the importance of the structure and the consequences in case of malfunction. Also, for design both a serviceability limit state (SLS) and an ultimate limit state (ULS) must be considered, and damage criteria assigned to these limit states. Moreover, uncertainties on all parameters and models must be taken into account. 36
37 Performance (damage) criteria related to limit states Besides SLS and ULS is introduced Repairable Limit State (RLS) defined as the maximum damage level which allows foreseen maintenance and repair methods to be used. Functional classification Tentative performance criteria I Wave transmission SLS: H s, T = m Outer basin Inner basins Jetties Damage to main armour SLS: D = 5 %, RLS: D = 15 % ULS: D = 30 % Sliding distance of caissons SLS: 0.2 m, ULS: 2 m 37
38 Cross sections Shallow water 4Dn Dn relates to main armour 2Dn 1:2 1:1.5 min. 1.5m h 3Dn 3Dn Deep water 1.5Hs 1:2 h 2Dn 3Dn 2.3Dn Dn relates to main armour Only rock and concrete cube armour considered. Crest level determined from criteria of max. transmitted Hs = 0.50 m by overtopping of sea state with return period equal to service life. 38
39 Repair policy and cost of repair and downtime Damage levels S (rock) N od (cubes) Estimated D Repair policy Initial % no repair Serviceability (minor damage, only to armour) Repairable (major damage, armour + filter 1) Ultimate (failure) % repair of armour % repair of armour + filter % repair of armour + filter 1 and 2 39
40 Formulation of cost functions All costs are discounted back to the time when the breakwater is built. T { L 1 CR ( T ) PR ( t) + CR ( T ) PR ( t) + CF ( T ) PF ( t) } t= ( + ) t 1 1 r min C( T ) = CI ( T ) + 2 T Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007 where T return period used for deterministic design TL design life time CI(T) initial costs (building costs) CR1(T) cost of repair for minor damage PR1(t) probability of minor damage in year t CR2(T) cost of repair for major damage PR2(t) probability of major damage in year t CF(T) cost of failure including downtime costs PF(t) probability of failure t r real rate of interest 40
41 Optimum safety levels for concrete cube armoured breakwater. 30 m water depth. 50 years and 100 years lifetime. Damage accumulation included. Downtime costs of 200,000 EURO per day in 3 month for damage D > 15%. Lifetime (years) Real Interest Rate (%) Optimum design data for deterministic design Optimized design return period, T (years) H s T (m) Optimum armour unit mass W (t) Freeboard Rc (m) Optimum limit state average number of events within structure lifetime SLS RLS ULS Construction costs for 1 km length (1,000 EURO) Total lifetime costs for 1 km length (1,000 EURO) ,907 86, ,722 81, ,635 78, ,423 93, ,201 84, ,675 79,955 41
42 Case 2.3. Concrete cube armour. 30 m water depth. 50 years and 100 years lifetime. Damage accumulation included. Downtime costs of 200,000 Euro per day in 3 month for damage D > 15 % Total costs in 1,000 Euro year - 2% 50 year - 5% 50 year - 8% 100 year - 2% 100 year - 5% 100 year - 8% Design armour weight in ton 42
43 Conclusions related to rubble mound breakwaters without crown walls. Optimum safety levels correponds to: Approximately one repair of small armour layer damage (D = 5%) in 50 years corresponding SLS repair probability of app (ROM specifies 0.1). This corresponds to the use of the years return period waves in deterministic design! Chances of major damage and collapse will be marginal (ULS: Failure probability < 0.03, where ROM specifies 0.1). Very flat cost minimum. No significant increase in lifetime costs by designing a safer structure. No or marginal influence of downtime costs on optimum safety levels. 43
44 44
45 Economical optimization of Icelandic berm breakwaters Structure lifetime 50 years. Interest rate incl. inflation 5% p.a. Downtime costs in case of failure 18,000 Euro per metre structure Rock mass density 2.70 t/m 3. Wave steepness S op = Case 11. Water depth 11 m. Shallow water waves. Case 12. Water depth 20 m. Deep water waves. 45
46 Cross sections of outer caisson breakwater Caisson on bedding layer bf B br hc Freeboard h = 0. 6 TL c H s h d h' 1:1.5 1:1.5 tf tr Caisson on high mound foundation 46
47 Bulk unit prices for completed caisson structure in Euro/m 3 Structure part Europe Japan Caisson Armour layers Foundation core Repair unit prices Blocks in front of caisson: Europe, 150 Euro/m 3, Japan, 200 Euro/m 3 Mound behind caisson: Europe, 25 Euro/m 3, Japan, 50 Euro/m 3 Limit state performances Limit states Sliding distance (m) Repair Serviceability SLS Repairable RLS Ultimate ULS No Dissipation blocks in front, or mound behind Both 47
48 Table Case B1a. Optimum safety levels for outer breakwater in 25 m water depth. 100 years service lifetime. RLS repair with blocks in front of caisson. 48
49 Lifetime costs, Euro/m h'/h=0.70 h'/h=0.77 h'/h=0.83 h'/h=0.90 h'/h= design return period years Fig Case B1a. Dependence of lifetime costs on relative height of caisson rubble mound foundation and on return period applied in deterministic design. 49
50 Table Case S1a. Optimum safety levels for outer breakwaters in 40 m water depth. 100 years service lifetime RLS repair with blocks in front of caisson. 50
51 Fig Case S1a. Dependence of lifetime costs on relative height of caisson rubble mound foundation and on return period applied in deterministic design. 51
52 Geotechnical failure modes Caisson breakwaters 52
53 Table Case B1b, sand 30o. Optimum safety level for outer caisson breakwater in 25 m water depth. 100 years lifetime. RLS with mound behind caisson. 53
54 case B Lifetime costs, Euro/m h'/h=0.70 h'/h=0.77 h'/h=0.83 h'/h=0.90 h'/h= design return period, years Fig Case B1 b, sand 30o. Dependence of lifetime costs on relative height of caisson rubble mound foundation and on return period applied in deterministic design. 54
55 Table Case S1b, sand 30o. Optimum safety level for outer caisson breakwater in 40 m water depth. 100 years lifetime. RLS with mound behind caisson. 55
56 case S Lifetime costs, Euro/m h'/h=0.70 h'/h=0.77 h'/h=0.83 h'/h=0.90 h'/h= design return period, years Fig Case S1 b, sand 30o. Dependence of lifetime costs on relative height of caisson rubble mound foundation and on return period applied in deterministic design. 56
57 57
58 case B Lifetime costs, Euro/m h'/h=0.70 h'/h=0.77 h'/h=0.83 h'/h=0.90 h'/h= design return period, years 58
59 59
60 case S Lifetime costs, Euro/m h'/h=0.70 h'/h=0.77 h'/h=0.83 h'/h=0.90 h'/h= design return period, years 60
61 Conclusions related to outer caisson breakwaters allowed to slide moderably. Sand seabed, =35º. Wide rear berm. Optimum safety levels for cost optimized designs correspond to the following probabilities. Failure probabilities in 50 years lifetime Water depth Sliding Geotechn. slip failure ROM 0.0 SLS ULS 15 m m m Optimum safety levels seem much more restrictive than recommended in ROM 0.0, and are significantly higher than for conventional rubble mound breakwaters. 61
62 62
63 NUEVAS INSTALACIONES PORTUARIAS EN PUNTA LANGOSTEIRA (A CORUÑA) V JORNADAS DE PROYECTOS Y OBRAS DE LAS AUTORIDADES PORTUARIAS A CORUÑA, 27 DE SEPTIEMBRE DE 2007 Fernando J. Noya Arquero. Subdirector General de Infraestructuras. Autoridad Portuaria de A Coruña. 63
64 ANTECEDENTES: BASES DE DISEÑO: OLEAJE (2/3) TRAMOS RESULTADOS Hs, 140 años MORRO 1A 1B QUIEBRO A 2B 2C 2D
65 TEMPORALES ANTECEDENTES: BASES DE DISEÑO: OLEAJE AÑO FECHA H S (m) Hmax (m) Tp (seg) nov 7,42 13,18 17, ene 7,58 13,54 14, nov 9,61 14,76 13, ene 11,91 18,06 14, nov 8,02 10,69 14, ene 8,76 13,8 15, abr 6,8 10,65 12, ene 9,36 14,65 16, dic 7,81 13,24 15, feb 9,04 13,77 16,7 65
66 Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007 PROYECTO: PLANTA Y SECCIONES TIPO. Dique de Abrigo 66
67 SECCIÓN PRINCIPAL DIQUE DE ABRIGO PROYECTO: PLANTA Y SECCIONES TIPO. 67
68 DIQUE DEFINITIVO AGO 2007
69 DIQUE DEFINITIVO AGO 2007
70 DIQUE DEFINITIVO SEP
71 71
72 72
73 73
Stability 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 informationREVETMENTS. Purposes and Operational Constraints. Purposes Erosion control o o. Revetment Design 4/5/2016. CE A676 Coastal Engineering
REVETMENTS Ijsseldam, the Netherlands Orson P. Smith, PE, Ph.D. Instructor Purposes and Operational Constraints Purposes Erosion control o o Embankment Toe protection for a seawall, retaining wall or other
More information(Refer Slide Time: 1:01)
Port and Harbour Structures. Professor R. Sundaradivelu. Department of Ocean Engineering. Indian Institute of Technology, Madras. Module-3. Lecture-11. Breakwater. So we have so far discussed 5 lectures,
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 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 informationSteven A. Hughes. Ph.D., P.E. David R. Basco. Ph.D., P.E.
Steven A. Hughes. Ph.D., P.E. Coastal and Hydraulics Laboratory US Army Engineer Research and Development Center David R. Basco. Ph.D., P.E. Coastal Engineering Center Old Dominion University Overview
More informationCHAPTER 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 informationOECS Regional Engineering Workshop September 29 October 3, 2014
B E A C H E S. M A R I N A S. D E S I G N. C O N S T R U C T I O N. OECS Regional Engineering Workshop September 29 October 3, 2014 Coastal Erosion and Sea Defense: Introduction to Coastal/Marine Structures
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 informationECONOMIC OPTIMIZATION OF BREAKWATERS
Delft University of Technology Additional Graduation Work (CIE5050-09) ECONOMIC OPTIMIZATION OF BREAKWATERS Case study: Maintenance of Port of Constantza s Northern Breakwater CAROLINA PICCOLI Supervision:
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 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 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 informationBreakwaters and closure dams CT 5308 Exercise 2011: Pointe Noire, Congo
Breakwaters and closure dams CT 5308 Exercise 2011: Pointe Noire, Congo The town of Pointe Noire is the main port city in the Republic of the Congo and sits on the south-western African coast some 150
More informationLow-crested offshore breakwaters: a functional tool for beach management
Environmental Problems in Coastal Regions VI 237 Low-crested offshore breakwaters: a functional tool for beach management K. Spyropoulos & E. Andrianis TRITON Consulting Engineers, Greece Abstract Beach
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 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 informationWAVE OVERTOPPING AT BERM BREAKWATERS IN LINE WITH EUROTOP
WAVE OVERTOPPING AT BERM BREAKWATERS IN LINE WITH EUROTOP Sigurdur Sigurdarson 1 and Jentsje W. van der Meer 2 The paper presents the development of a new overtopping formula for berm breakwaters. Overtopping
More informationPhysical Modelling of A-Jacks Units in Wave Flume Stage 2
Physical Modelling of A-Jacks Units in Wave Flume Stage 2 Report MHL1901 March 2009 PHYSICAL MODELLING OF A-JACKS UNITS IN WAVE FLUME STAGE 2 Report No. MHL1901 Department of Commerce Manly Hydraulics
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 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 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 informationRisk Awareness Key to a Sustainable Design Approach for Breakwater Armouring
Risk Awareness Key to a Sustainable Design Approach for Breakwater Armouring J.S. Reedijk, Delta Marine Consultants, Gouda, The Netherlands M. Muttray, Delta Marine Consultants, Gouda, The Netherlands
More informationA: Formalities. DELOS WP 1.1 Inventory on LCS, questionnaire, detailed description, revision D AUTH GR. Participant code and who to contact.
A: Formalities Participant code and who to contact. AUTH GR J. Avgeris E-mail iavgeris@civil.auth.gr This date (today, mm:dd:yyyy) and revision number (A..Z). 17/09/01 Rev A Location of LCS. Patras Gulf,
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 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 informationCHAPTER 101 REDUCTION OF WAVE FORCES AND OVERTOPPING BY SUBMERGED STRUCTURES IN FRONT OF A VERTICAL BREAKWATER.
CHAPTER 101 REDUCTION OF WAVE FORCES AND OVERTOPPING BY SUBMERGED STRUCTURES IN FRONT OF A VERTICAL BREAKWATER. 1.- ABSTRACT: B. Gonzalez Madrigal (1) J. Olivares Prud'Homme (2) This paper describes some
More informationINTRODUCTION TO COASTAL ENGINEERING
The University of the West Indies Organization of American States PROFESSIONAL DEVELOPMENT PROGRAMME: COASTAL INFRASTRUCTURE DESIGN, CONSTRUCTION AND MAINTENANCE A COURSE IN COASTAL DEFENSE SYSTEMS I CHAPTER
More informationCHAPTER 25 AKMON ARMOUR UNIT FOR COVER LAYERS OF RUBBLE MOUND BREAKWATERS. A. Paape and A.W. Walther
CHAPTER 25 AKMON ARMOUR UNIT FOR COVER LAYERS A. Paape and A.W. Walther Hydraulics Laboratory Delft Netherlands k new specially shaped concrete block, the "Akmon", to be used as armour unit for protective
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 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 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 informationCharacterizing Ireland s wave energy resource
Snapshots of Doctoral Research at University College Cork 2011 Characterizing Ireland s wave energy resource Brendan Cahill Hydraulics & Maritime Research Centre, UCC Introduction In theory, the energy
More informationCHAPTER 2. Types and Functions of Coastal Structures TABLE OF CONTENTS. VI-2-1. Applications... VI-2-1
EM 1110-2-1100 (Part VI) CHAPTER 2 Types and Functions of Coastal Structures TABLE OF CONTENTS VI-2-1. Applications... VI-2-1 Page a. Sea dikes... VI-2-1 b. Seawalls... VI-2-1 c. Revetments... VI-2-1 d.
More informationPort of Zeebrugge: Upgrading the Brittannia Dock
ABSTRACT Port of Zeebrugge: Upgrading the Brittannia Dock by L. Missinne 1 and L. Van Damme 2 The Flemish authority started with the upgrading of the Brittannia Dock in the port of Zeebrugge. The Brittannia
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 informationDISTRIBUTION OF WAVE LOADS FOR DESIGN OF CROWN WALLS IN DEEP AND SHALLOW WATER. Jørgen Quvang Harck Nørgaard 1, Thomas Lykke Andersen 1
DISTRIBUTION OF WAVE LOADS FOR DESIGN OF CROWN WALLS IN DEEP AND SALLOW WATER Jørgen Quvang arck Nørgaard 1, Thomas Lykke Andersen 1 This paper puts forward a new method to determine horizontal wave loads
More informationPrevention of Coastal Erosion
PDHonline Course C219 (5 PDH) Prevention of Coastal Erosion Instructor: Jeffrey Havelin, PE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030-6658 Phone & Fax: 703-988-0088 www.pdhonline.org
More informationPHYSICAL MODELLING INVESTIGATION FOR DIKKOWITA FISHERY HARBOUR
8 th INTERNATIONALCONFERENCEONCOASTALANDPORT ENGINEERINGINDEVELOPINGCOUNTRIES COPEDEC2012,IITMadras,Chennai,INDIA. 2024Feb.2012 PHYSICAL MODELLING INVESTIGATION FOR DIKKOWITA FISHERY HARBOUR I. G. I. Kumara
More informationThe risk assessment of ships manoeuvring on the waterways based on generalised simulation data
Safety and Security Engineering II 411 The risk assessment of ships manoeuvring on the waterways based on generalised simulation data L. Gucma Maritime University of Szczecin, Poland Abstract This paper
More informationDESIGN OF SCOUR PROTECTION FOR THE BRIDGE PIERS OF THE 0RESUND LINK
DESIGN OF SCOUR PROTECTION FOR THE BRIDGE PIERS OF THE 0RESUND LINK Lars Kirkegaard 1, Mogens Hebsgaard 2 and Ole Juul Jensen 3 Abstract The 0resund Link between Denmark and Sweden consists of a cable
More informationPHYSICAL MODELLING OF EMERGENCY REPAIRS TO THE MAIN BREAKWATER OF CALSHOT HARBOUR ON TRISTAN DA CUNHA ISLAND
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 informationShoreline Response to an Offshore Wave Screen, Blairgowrie Safe Boat Harbour, Victoria, Australia
Shoreline Response to an Offshore Wave Screen, Blairgowrie Safe Boat Harbour, Victoria, Australia T.R. Atkins and R. Mocke Maritime Group, Sinclair Knight Merz, P.O. Box H615, Perth 6001, Australia ABSTRACT
More informationWave Loads in Shallow Water 12th International Workshop on Wave Hindcasting and Forecasting, Hawaii s Big Island, Oct. 30th Nov.
Wave Loads in Shallow Water 12th International Workshop on Wave Hindcasting and Forecasting, Hawaii s Big Island, Oct. 30th Nov. 4th 2011 Hans Fabricius Hansen Iris Pernille Lohmann Flemming Schlütter
More informationQuantitative Risk of Linear Infrastructure on Permafrost Heather Brooks, PE. Arquluk Committee Meeting November 2015
Slide 1 Quantitative Risk of Linear Infrastructure on Permafrost Heather Brooks, PE Arquluk Committee Meeting November 2015 Welcome to the meeting of the committee for Arquluk s Quantitative Risk of Linear
More informationSTRUCTURAL STABILITY ASSESSMENT
STRUCTURAL STABILITY ASSESSMENT CFR 257.73(d) Fly Ash Reservoir II Cardinal Plant Brilliant, Ohio October, 2016 Prepared for: Cardinal Operating Company Cardinal Plant Brilliant, Ohio Prepared by: Geotechnical
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 informationA New Strategy for Harbor Planning and Design
A New Strategy for Harbor Planning and Design Xiuying Xing, Ph.D Research Associate Sonny Astani Department of Civil and Environmental Engineering University of Southern California Los Angeles, CA 90089-2531
More informationCHAPTER ONE HUNDRED SIXTY SIX
CHAPTER ONE HUNDRED SIXTY SIX ABSTRACT STABILITY OF BREAKWATERS WITH VARIATIONS IN CORE PERMEABILITY G.W. Timco*, E.P.D. Mansard* and J. Ploeg* In setting-up a breakwater test in a laboratory flume, the
More informationPHYSICAL MODELING SUPPORTING DESIGN AND CONSTRUCTION OF LOW CRESTED BREAKWATER FOR THE AYIA NAPA MARINA, CYPRUS
PHYSICAL MODELING SUPPORTING DESIGN AND CONSTRUCTION OF LOW CRESTED BREAKWATER FOR THE AYIA NAPA MARINA, CYPRUS M. WESSON 1, M. PROVAN 2, J. COX 3,P. KNOX 4 1 SmithGroupJJR, Madison, USA, Mauricio.Wesson@SmithgroupJJR.com
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 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 informationBreakwater development in Spain. The last ten years
Gutierrez-Serret, R., Grassa, J.M. and Grau, J.I. 1 Breakwater development in Spain. The last ten years Gutierrez-Serret Ramón, Centro de Estudios de Puertos y Costas - Centro de Estudios y Experimentación
More informationCHAPTER 83. DESIGN OF A DETACHED BREAKWATER SYSTEM by Osarau Toyoshima Director, Sea Coast Division, River Bureau, Ministry of Construction, JAPAN
CHAPTER 83 ABSTRUCT DESIGN OF A DETACHED BREAKWATER SYSTEM by Osarau Toyoshima Director, Sea Coast Division, River Bureau, Ministry of Construction, JAPAN Beach erosion is one of the serious problem in
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 informationComparison of Predicted and Measured Shoaling at Morro Bay Harbor Entrance, California
Comparison of Predicted and Measured Shoaling at Morro Bay Harbor Entrance, California by Edward F. Thompson, Inocencio P. DiRamos, and Robert R. Bottin, Jr. PURPOSE: This Coastal and Hydraulics Engineering
More informationRevisions to the EurOtop manual version 2. Writing EurOtop 2 why?
Revisions to the EurOtop manual version 2 Life at the seaside: the sunny view Contents 1. Admissible 2. Summary of the changes 3. Calculation tools 4. Smooth slopes: dikes to vertical walls; zero freeboard,
More informationCosta de Benalmadena Malaga PART III COASTAL STRUCTURES. Playa D'Aro Gerona, costa Brava
Costa de Benalmadena Malaga PART III COASTAL STRUCTURES Playa D'Aro Gerona, costa Brava CHAPTER 147 GENTLE SLOPE SEAWALLS COVERED WITH ARMOUR UNITS uy Osamu Toyoshima ABSTRACT Since the early 1960's,
More informationStability of Rock Armoured Beach Control Structures
Stability of Rock Armoured Beach Control Structures Allsop NW H Jones R J Report SR 289 December 1994 {revised October 1995) Stability of Rock Armoured Beach Control Structures Allsop NW H Jones R J Report
More informationTechnical Brief - Wave Uprush Analysis Island Harbour Club, Gananoque, Ontario
Technical Brief - Wave Uprush Analysis RIGGS ENGINEERING LTD. 1240 Commissioners Road West Suite 205 London, Ontario N6K 1C7 October 31, 2014 Table of Contents Section Page Table of Contents... i List
More informationComparisons of Physical and Numerical Model Wave Predictions with Prototype Data at Morro Bay Harbor Entrance, California
Comparisons of Physical and Numerical Model Wave Predictions with Prototype Data at Morro Bay Harbor Entrance, California by Robert R. Bottin, Jr. and Edward F. Thompson PURPOSE: This Coastal and Hydraulics
More informationCHAPTER 157. On the Behavior of Armour Unit in the Coverlayer. Hans Werner Partenscky, John Rutte and Reinold Schmidt
CHAPTER 157 On the Behavior of Armour Unit in the Coverlayer Hans Werner Partenscky, John Rutte and Reinold Schmidt 1 INTRODUCTION As a result of the large-scale failure of the rubblemound breakwater at
More informationTECH TIPS: ROPE DEFECTS
Hoist Ropes: Why must they be inspected? A hoist rope is not made to last forever. This is a useful fact, as the kinds of wear that appear on a rope can indicate areas of problems within an installation
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 informationSOME GEOTECHNICAL CONSIDERATIONS FOR PROBABILISTIC ANALYSIS IN SLOPE DESIGN
SOME GEOTECHNICAL CONSIDERATIONS FOR PROBABILISTIC ANALYSIS IN SLOPE DESIGN ESTEBAN HORMAZABAL Managing Director SRK Consulting Chile USM Estática de Estructuras (CIV-131) Some geotechnical considerations
More informationmethods and construction sequences for the modifications and
CONSTRUCTION SEQUENCE MODELLING FOR HARBOUR BREAKWATER ROGER W HENDRY* Pr Eng BSc MICE MSAICE Abstract Gansbaai fishing and pleasure craft harbour is situated approximately 160km east of Cape Town. Modifications
More informationWave Overtopping of Seawalls. Design and Assessment Manual. HR Wallingford Ltd. February R&D Technical Report W178. R&D Technical Report W178
Wave Overtopping of Seawalls Design and Assessment Manual HR Wallingford Ltd February 1999 R&D Technical Report W178 R&D Technical Report W178 Commissioning Organisation Environment Agency Rio House Waterside
More informationREPORT GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-7 SUB-STATION SY NO-225, NEAR RAYACHERLU VILLAGE
REPORT ON GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-7 SUB-STATION SY NO-225, NEAR RAYACHERLU VILLAGE CLIENT: KARNATAKA SOLAR POWER DEVELOPMENT CORPORATION BANGALORE 0 GEO-TECHNICAL INVESTIGATION
More informationBRRAKING WAVE FORCES ON WALLS
CETN-III-38 3/88 BRRAKING WAVE FORCES ON WALLS PURPOSE: To introduce the Goda method as an alternative to the Minikin method for the determination of breaking wave forces on semirigid wall structures.
More informationCAISSON BREAKWATER DESIGN FOR SLIDING
CAISSON BREAKWATER DESIGN FOR SLIDING Steven Hutchinson 1, Martin Young 2, and Alasdair Macleod 3 The offshore caisson breakwater at Costa Azul installed in 25m water depth is designed to withstand Pacific
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 informationApplication of pushover analysis in estimating seismic demands for large-span spatial structure
28 September 2 October 2009, Universidad Politecnica de Valencia, Spain Alberto DOMINGO and Carlos LAZARO (eds.) Application of pushover analysis in estimating seismic demands for large-span spatial structure
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 informationLAKKOPETRA (GREECE) EUROSION Case Study. Contact: Kyriakos SPYROPOULOS. TRITON Consulting Engineers. 90 Pratinou Str Athens (GREECE)
LAKKOPETRA (GREECE) Contact: Kyriakos SPYROPOULOS TRITON Consulting Engineers 90 Pratinou Str. 11634 Athens (GREECE) Tel: +32 10 729 57 61 Fax: +32 10 724 33 58 e-mail: kspyropoulos@tritonsa.gr 19 1 1.
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 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 information2. Water levels and wave conditions. 2.1 Introduction
18 2. Water levels and wave conditions 2.1 Introduction This Overtopping Manual has a focus on the aspects of wave run-up and wave overtopping only. It is not a design manual, giving the whole design process
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 informationTaranaki Tsunami Inundation Analysis. Prepared for Taranaki Civil Defence Emergency Management Group. Final Version
Taranaki Tsunami Inundation Analysis Prepared for Taranaki Civil Defence Emergency Management Group Final Version June 2012 AM 12/07 HBRC Plan Number 4362 Asset Management Group Technical Report Prepared
More informationMECHANICAL ASPECTS OF SUBMARINE CABLE ARMOUR
MECHANICAL ASPECTS OF SUBMARINE CABLE ARMOUR Ernesto Zaccone ARMORING OF SUBMARINE CABLES Submarine cables must be robust Mechanical aspects are at least as important as the electrical o nes Must withstand
More information1-32 NOME HARBOR, ALASKA (CWIS NOS , 87755, 12270, & 10422) Condition of Improvement 30 September 2012
NOME HARBOR 1-32 NOME HARBOR, ALASKA (CWIS NOS. 72742, 87755, 12270, & 10422) Condition of Improvement 30 September 2012 AUTHORIZATION: (1) Rivers and Harbors Act, 8 August 1917 (House Doc. 1932, 64th
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 Challenge of Wave Scouring Design for the Confederation Bridge
13: Coastal and Ocean Engineering ENGI.8751 Undergraduate Student Forum Faculty of Engineering and Applied Science, Memorial University, St. John s, NL, Canada MARCH 2013 Paper Code. (13 - walsh) The Challenge
More informationREPORT GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-1 SUB-STATION SY NO-44, NEAR KYATAGANACHERLU VILLAGE
REPORT ON GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-1 SUB-STATION SY NO-44, NEAR KYATAGANACHERLU VILLAGE CLIENT: KARNATAKA SOLAR POWER DEVELOPMENT CORPORATION BANGALORE 0 GEO-TECHNICAL INVESTIGATION
More informationCHAPTER 180. Abrasion at the Tanah Lot Temple - Bali - Indonesia, and Its Counter Measures. Syamsudin and Kardan,a * ]
CHAPTER 180 Abrasion at the Tanah Lot Temple - Bali - Indonesia, and Its Counter Measures 1. INTRODUCTION Syamsudin and Kardan,a * ] Tanah Lot Temple is situated in Tabanan Regency - Bali, on the coast
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 informationSPH applied to coastal engineering problems
2 nd Iberian Workshop Ourense, 3 rd and 4 th December 2015 SPH applied to coastal engineering problems (validating the SPH concept) ALTOMARE, CRESPO, DOMINGUEZ, SUZUKI http://www.flandershydraulicsresearch.be/
More informationTHE WAVE CLIMATE IN THE BELGIAN COASTAL ZONE
THE WAVE CLIMATE IN THE BELGIAN COASTAL ZONE Toon Verwaest, Flanders Hydraulics Research, toon.verwaest@mow.vlaanderen.be Sarah Doorme, IMDC, sarah.doorme@imdc.be Kristof Verelst, Flanders Hydraulics Research,
More informationUSE OF SEGMENTED OFFSHORE BREAKWATERS FOR BEACH EROSION CONTROL
.. CETN-III-22 4/84 PURPOSE: USE OF SEGMENTED OFFSHORE BREAKWATERS FOR BEACH EROSION CONTROL To provide information on the functional application of and general design considerations for using offshore
More informationAssessment and operation of Wind Turbine Installation Vessels.
Noble Denton Marine Services Assessment and operation of Wind Turbine Installation Vessels. Risk reduction through implementation of good practice recommendations Mark Hayward 24 January 2017 1 DNV GL
More informationWave Dragon A slack moored wave energy converter
Wave Dragon A slack moored wave energy converter J. P. KOFOED 1, P. FRIGAARD 1, H. C. SØRENSEN 2 and E. FRIIS-MADSEN 3 1 Hydraulics and Coastal Engineering Laboratory, Aalborg University, Aalborg, Denmark.
More informationSTATUS REPORT FOR THE SUBMERGED REEF BALL TM ARTIFICIAL REEF SUBMERGED BREAKWATER BEACH STABILIZATION PROJECT FOR THE GRAND CAYMAN MARRIOTT HOTEL
August 23 STATUS REPORT FOR THE SUBMERGED REEF BALL TM ARTIFICIAL REEF SUBMERGED BREAKWATER BEACH STABILIZATION PROJECT FOR THE GRAND CAYMAN MARRIOTT HOTEL performed by Lee E. Harris, Ph.D., P.E. Consulting
More informationShoreline Erosion Control Failures and How To Avoid Them
2008 Illinois Lake Management Association Shoreline Erosion Control Failures and How To Avoid Them by: Hank Sutton, President, Lake Rip Rap, Inc. www.lakeriprap.com - www.macoupinboats.com Setting the
More informationRisk Assessment and Mitigating Measures Regarding Pile Installation at EBS Biohub Jetty
Geotechnical Safety and Risk V T. Schweckendiek et al. (Eds.) 2015 The authors and IOS Press. This article is published online with Open Access by IOS Press and distributed under the terms of the Creative
More informationBYPASS HARBOURS AT LITTORAL TRANSPORT COASTS
BYPASS HARBOURS AT LITTORAL TRANSPORT COASTS by K. Mangor 1, I. Brøker 2, R. Deigaard 3 and N. Grunnet 4 ABSTRACT Maintaining sufficient navigation depth in front of the entrance at harbours on littoral
More informationRISK AND STANDARDS BASED APPROACH TO RIP RAP DESIGN ALTERNATIVES FOR GRAHAMSTOWN DAM STAGE 2 AUGMENTATION
RISK AND STANDARDS BASED APPROACH TO RIP RAP DESIGN ALTERNATIVES FOR GRAHAMSTOWN DAM STAGE 2 AUGMENTATION M. B. Barker 1 and D. Holroyde 2 ABSTRACT. A detailed study was completed for the Stage 2 works
More informationTechnical Brief - Wave Uprush Analysis 129 South Street, Gananoque
Technical Brief - Wave Uprush Analysis 129 South Street, Gananoque RIGGS ENGINEERING LTD. 1240 Commissioners Road West Suite 205 London, Ontario N6K 1C7 June 12, 2013 Table of Contents Section Page Table
More informationReinforced Soil Retaining Walls-Design and Construction
Lecture 32 Reinforced Soil Retaining Walls-Design and Construction Prof. G L Sivakumar Babu Department of Civil Engineering Indian Institute of Science Bangalore 560012 Example calculation An 8 m high
More informationThe Failure of the Kamaishi Tsunami Protection Breakwater
PT-13: Coastal and Ocean Engineering ENGI.8751 Undergraduate Student Forum Faculty of Engineering and Applied Science, Memorial University, St. John s, NL, Canada March, 2013 Paper Code. (PT-13 - Tucker)
More informationGENERAL SAFETY NOTICE
GENERAL SAFETY NOTICE ActSafe wants to share the outcome of recent investigations in rope damaging incidents. We want to heighten the users awareness that poor operation can potentially lead to rope damages
More information