DOCSLIB.ORG

HYDRAULIC STUDY on TSUNAMI Phenomenon Must Be

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
HYDRAULIC STUDY on TSUNAMI Phenomenon Must Be Coastal Engineeringin Japan, Vol. 6,1963 HYDRAULIC STUDY ON TSUNAMI Yoshiro Fukui* Makoto Nakamura** Hidehiko Shiraishi** Yasuo Sasaki** I.INTRODUCTION Up to present, the visitation of tsunami has inflicted great damageupon our àountry repeatedly.Especially, the fact that the Pacific Ocean coast suffered from the serious disaster due to the Chilean Earthquake tsunami. is fresh inour memory. Tsunami is generated in the open sea as the long wave with very small steepness and draws toward the shoreline.The coast where the great energy of tsunami is transported without reduction has, generally speaking, fairly deep water depth from offshore to the vicinity of the shore line.The Sanriku Coast, north- eastern coast of Japan, that has been frequently attacked by tsunami has a typi- cal feature as mentioned above.Namely, the submarine ditch with 5,000-8,000 metres of water depth lies along the shore line and prevents the decrement of the energy of tsunami. As far as the two-dimensional deformation of tsunami is concerned, the seiche phenomenon must be considered first.In the case of a tsunami the period of which is nearly equal to the specific period of the bay, the energy of tsunami is conserved in the form of seiche motion.Therefore it is accumulated in making the tsunami height inside the bay larger and larger.Secondly, the reflection and contraction of thunami must be taken into consideration.Owing to these pheno- mena mentioned above, the tsunami concentrates its energy in the most interior part of the bay. And the above phenomena become more conspicuous with the increase of the reflection of tsunami from the bay cliff. On the other hand, inside the bay where the near shore water depth is shal- low, the tsunami is breaking and the reflected and concentrated energy is dis- sipated there.Accordingly the tsunami induces a great force of destruction in this zone. Differing from the gravity wave, the breaker of tsunami is more akin to bore because ofts very long wave length and large scale.Moreover, in the case that the water depth becomes shallow abruptly, the above tendency is accelerated. On the other hand, the tsunami that approaches to the entrance of bay in the shape of non-breaker transports its energy to the inside of the bay in the shape of flow.In this paper, the tsunami is classified into two types;i.e.the one is the "progressive breaker type" and the other is the "seiche type." There are many difficulties in .establishing the planning of counter-tsunami measures; that is, how to estimate 1) the tsunami run-up height on shore-land and on dike, 2) the quantity of overflow discharge across a dike crown and 3) the tsu- *Japan Engineering Consultants Co., Ltd. **Agricultural Engineering Research Station, Ministry of Agriculture and Forestry. 68 nami pressure actingon a dike. As to the progressive breaker type oftsunami that is consideredto have the strongest destructivepower against shore land, the authors have analysed itsin. fluence upon dikesexperimentally and theoretically. conventional formulas nd the The authors obtainedthe necessary data to design dikesagainst tsunami. 11. LABORATORY APPARATUS AND TESTPROCEDURE Most of the actual dikesagainst tsunami is zone at very shallow constructed on shore or in inshore water depth.Accordingly, the tsunami those dikes isone of the progressive breaker which strikes against type and may be treatedas a typical bore.The tsunami of thistype has great destructive, tioned.The authors power as Previously men- conducted the experimentalstudy on the tsunami behavior in the shape of bccre.in this experiment size and the other two different water tanks,one is large small, were used inorder to test the scale effect. 1. Laboratory, Apparatusfor Small Scale Tests Thewater tank as shownin Fig. 1 and Photo. 1 one sidewas glassed. was made of steel and its The movable single slopewas set as a dike model and three pressure Plane view gauges were attach. ed on the slope.The bore genera tor of flap gate typewas installed D.M.EtCtnC oscillograph at the other end of thewater tank. / In order to obtain Strain meter many kinds of the length and shapeof bore, the 21.Qm quantity of water stored insi1ethe (c) Sido view (b)Bore generator (a)' flap gate was variedby selecting five positions of theflap gate. The Wave essrire gauges flap gate was fixedvertically by a ,wire rope stretched 'Fig. 1 obliquely to Experimental apparatusfor a small ,ward the storage tank, scale test. and also connectedto two Counterweights through two wires the opposite side ofwater tank in order stretched toward after it is operied. to keep the gate horizontallyin the air V After the waterwas C 1, the flap gate' stored as shown in theside-view of Fig. was opened in a mo- p ment by thecounterweights as soon as the wire fixing thegate was taken off. 2.LaboratoryApparatsgfor Large Scale Tests The water tankshown in ,Fig. 2 and Photos. 2, 3and 4 was used for large scaletests.The system of bore generator,was almost thesame as that for smallscale tests and six pressure gaugeswere attached at intervals of twenty Photo. 1Experimental water tank fora centimeters along small scale test. 69 )lar.eai Oikm made) H _en-mailflg omellOgeap Etectnc oscdtognma' Stesin mate, Stran male,- Sde nev (a). Bose genta1o. )b) ( I. 3Q.er- 1Wave p,enswe gangeS I 30.5.' 25.5.- 75.5', FIg. 2 Experimental apparatus for a large Photo. 2Experimental water tank for a scale test. large scale test. Photo. 3Bore generator for a large scale Photo. 4 Large scale model of dike. test. the slope of dike model. 3.Measuring Apparatus The water stage gauges were arranged as shownin Figs. 1 and 2.' The water stage .gauges installed in frontof the flap gate and the slope recordthe change of bore shape and the velocity ofbore travelling through these measuring points, and that installed inside the flap gaterecords the decrease of water depth in - r :: attached on Photo. 5 Recorder of wave gauges (large - Photo. 6 Pressure gauges scale test). the slope (large scale model). 70 the storage tank. The lengthof bore was determined from its twosuc- ceeding troughs.The principle of the water stage gauges isas follows; the change of water levelwas replac- ed with that of electric resistanceof two parallel wires, and thissystem was included in a bridge circuit. A portion of recording system is shown in Photo. 5..Strain gauges wereus- ed as pressure gauges, and Photo.6 shows the reverse side of theslope attatched with pressuregauges. The Photo.7Part of pressure gauges ona recordingsystemof the pressure large scale. gauges for large scale tests is shown inPhoto.7. 4.Experimental Results A sample record of theelectric oscillnr is shown in Fig. 3. aph in the case of small scaletests The curves of (a), (b) and(c) were recorded by thewater stage gauges.The curve (a) of the water ® I2O(g/cm) stage gauge installed inside the flap -1 ,.ReIle, bore 9I(g/crs) gauge gate shows that the water depth t Bore presowe SCa1>*. began to decrease just after &02( the gate r a essu gaug opened and kept low waterlevel sI Pressure gauge until the arrival of the reflexbore. ( Pressure gauge The curve'(b) of thewater stage Cl gauge installed in front of the gate p shows the shape of the initialbore. f Ware gauge The curve (c) of the 'j15 water stage gauge installed, in front of the. slope shows first the shape of theincident Fig. 3 Sample recordsby electricoscillo- graph (small scale test). bore and next theduplication of the incident and reflexbore with an ts bo in fir in Photo. SIncident cr breaking borein a Photo. 9 small scale tank. Reflection of bore afterrun- w ning up the slope ina small ar sccale test tank. m 71 Photo. 10Reflex bore. Photo. 11Run-up on the slope in a large scale test tank. the lapse of time.Photographies 8, 9 and 10 show the situation mentioned above. Figure 4 is a sample record of water stage gauges by a pen-writing oscillograph in the caseoflarge scale tests and has the same charac- C Sec - I Sec - teristics as in the case of small scale tests.Photographies 11 shows the Fig. 4 Sample records of wave gauges by run-up phenomena of bore on the pen-writing oscillograph(large slope in a large tank.The curves of scale test). (d), (e) and (f) in Fig. 3 and the six - a curves in Fig. 5 were recorded by pressure gauges.Itisconsidered a from these data that bore pressure a operated impulsively on the slope at the moment when the bore struck ,1 the slope, and kept almost constant value continuously.The height of bore run-up was measured with the 0 1 2 3 4 5 naked eye. Fig. 5Sample records of wave pressure byelectricoscillograph(large scale test). III. VELOCITY OF THE BORE TYPE TSUNAMI In order to explain the hydraulic and dynamic characteristics of the tsunami which Is classifiedas the.. bore type, the velocity of bore and induced flow must binvestigated first of all.The symbols as shown. in Fig. 6 are adopted and the two cross-sections, II and between which the head of bore is included, are determined. The following for- mulas are introduced from the continuity condition of flow. UHüh=CC cUHüh in which C and U are shown in thefollowing formulas. C=Hh (2) H Uand ü in. the above formulas present therespective mean values of U and u. Euler's law of iiiomentum is adoptedin regard to the portion of fluidbetween the two cross-section, I-I and 11-11.The following formula taking inthe direction of flow is led.
Load more

Recommended publications
  • Waves and Structures
    WAVES AND STRUCTURES By Dr M C Deo Professor of Civil Engineering Indian Institute of Technology Bombay Powai, Mumbai 400 076 Contact: [email protected]; (+91) 22 2572 2377 (Please refer as follows, if you use any part of this book: Deo M C (2013): Waves and Structures, http://www.civil.iitb.ac.in/~mcdeo/waves.html) (Suggestions to improve/modify contents are welcome) 1 Content Chapter 1: Introduction 4 Chapter 2: Wave Theories 18 Chapter 3: Random Waves 47 Chapter 4: Wave Propagation 80 Chapter 5: Numerical Modeling of Waves 110 Chapter 6: Design Water Depth 115 Chapter 7: Wave Forces on Shore-Based Structures 132 Chapter 8: Wave Force On Small Diameter Members 150 Chapter 9: Maximum Wave Force on the Entire Structure 173 Chapter 10: Wave Forces on Large Diameter Members 187 Chapter 11: Spectral and Statistical Analysis of Wave Forces 209 Chapter 12: Wave Run Up 221 Chapter 13: Pipeline Hydrodynamics 234 Chapter 14: Statics of Floating Bodies 241 Chapter 15: Vibrations 268 Chapter 16: Motions of Freely Floating Bodies 283 Chapter 17: Motion Response of Compliant Structures 315 2 Notations 338 References 342 3 CHAPTER 1 INTRODUCTION 1.1 Introduction The knowledge of magnitude and behavior of ocean waves at site is an essential prerequisite for almost all activities in the ocean including planning, design, construction and operation related to harbor, coastal and structures. The waves of major concern to a harbor engineer are generated by the action of wind. The wind creates a disturbance in the sea which is restored to its calm equilibrium position by the action of gravity and hence resulting waves are called wind generated gravity waves.
    [Show full text]
  • Nearshore Current Pattern and Rip Current Occurrence at Jungmun Beach, Jeju by Numerical Computation 1. Introduction
    한국항해항만학회지 제41권 제2호 J. Navig. Port Res. Vol. 41, No. 2 : 55-62, April 2017 (ISSN:1598-5725(Print)/ISSN:2093-8470(Online)) DOI : http://dx.doi.org/10.5394/KINPR.2017.41.2.55 Nearshore Current Pattern and Rip Current Occurrence at Jungmun Beach, Jeju by Numerical Computation Seung-Hyun An*․†Nam-Hyeong Kim *Coastal, Harbor and Disaster Prevention Research Institute, Sekwang Engineering Consultants Co., LTD. †Department of Civil Engineering, J eju National University, Jeju 63243, Korea Abstract : A nearshore current or a wave-induced current is an important phenomenon in a nearshore zone, which is composed of longshore, cross-shore, and rip currents. The nearshore current is closely related to the occurrence of coastal accidents by beachgoers. A considerable number of coastal accidents by beachgoers involving the rip current have been reported at Jungmun Beach. However, in studies and observations of the nearshore current of Jungmun Beach, understanding of the rip current pattern remains unclear. In this study, a scientific approach is taken to understand the nearshore current and the rip current patterns at Jungmun Beach by numerical computation for year of 2015. From results of numerical computation, the occurrence and spatial characteristics of the rip current, and the similarities between the rip current and incident wave conditions are analyzed. The primary results of this study reveal that the rip currents are frequently generated at Jungmun Beach, especially in the western parts of the beach, and that the rip currents often occur with a wave breaking height of around 0.5 ~ 0.7 m, a wave period of around 6 ~ 8 seconds, and a breaking angle of around 0 ~ 15 degrees.
    [Show full text]
  • Beach Accretion with Erosive Waves : "Beachbuilding" Accrétion Sur Les Plages Avec Vagues Érosives : "La Technique De Construction De Plage "
    Beach accretion with erosive waves : "Beachbuilding" Accrétion sur les plages avec vagues érosives : "la technique de construction de plage " Melville W. BEARDSLEY US Army Corps of Engineers, Beachbuilder Company Roger H. CHARLIER HAECON Inc., Free University of BRUSSELS - Belgique Abstract : A new method of beach preservation, theBeachbuilder Technique , proposes to harness the energy of normally erosive waves to produce beach accretion. A "flow control sheet" located in the surf zone directs the flow of swash and backwash causing net transport of sediment onto the beach. Beach and surf zone profiles created by the wave-tank tests show that the technique leads to accretion on this beach, during every test run with erosive waves. The successful wave tank results should reproduce on actual beaches ; rapid accretion on real beaches can be expected from the scaled wave-tank results. It is anticipated that by use of this new technique, costs of beach preservation would be cut by as much as 66%. Furthermore, rapid beach accretion, quick reaction, high mobility, good durability, «nd provision of employment for making the installations are major benefits to be derived. K e y w o rd s . Erosion - Waves - Accretion - Nourishment - Beach Résum é : Une nouvelle méthode de protection de plages, Techniquela de Construction de Plage, est proposée. Un "drap de contrôle d’écoulement" placé dans la zone des brisants dirige le clapotis et le remous et provoque un transport de sédiment vers la plage. Les profils de plage et de brisants créés par des tests conduits en bassins montrent que la technique produit une accumulation sur la plage pendant chaque test avec vagues érosives.
    [Show full text]
  • Air-Sea Interactions - Jacques C.J
    OCEANOGRAPHY – Vol.I - Air-Sea Interactions - Jacques C.J. Nihoul and François C. Ronday AIR-SEA INTERACTIONS Jacques C.J. Nihoul and François C. Ronday University of Liège, Belgium Keywords: Wind waves, fully developed sea, tsunamis, swell, clapotis, seiches, littoral current, rip current, air-sea interactions, sea slicks, drag coefficient. Contents 1. Introduction 2. Wind waves 3. Air-Sea Interactions Glossary Bibliography Biographical Sketches Summary The marine system is part of the general geophysical system. Physical and chemical boundary interactions at the air-sea interface are essential factors in the marine system's dynamics Wind blowing over the sea generates surface waves and energy is transferred from the wind to the ocean's upper layer. The fluxes of the momentum, heat, chemicals... at the air-sea interface are usually parameterized by bulk formula which assumed that the fluxes are proportional to the magnitude of the wind velocity at some reference height (10m, say). Although these bulk formulas have abundantly been used in several generations of models, they can only give a rough representation of the mechanisms of air-sea interactions where wave’s field’s characteristics, bubbles and spray, surface slicks, heavy rainfalls...can play a significant role. 1. Introduction Incoming short wave solar radiation and outgoing long wave radiation emitted by the earth surface, mediated by back and forth long wave emissions by clouds and aerosols - with its spatial variability due, in particular, to the earth’s sphericity - constitute
    [Show full text]
  • Two-Dimensional Wave-Making Problem C.R. Chou, R.S. Shih, J.Z. Yim Department of Harbor and River Engineering, National Taiwan O
    Transactions on Modelling and Simulation vol 12, © 1996 WIT Press, www.witpress.com, ISSN 1743-355X Two-dimensional wave-making problem C.R. Chou, R.S. Shih, J.Z. Yim Department of Harbor and River Engineering, National Taiwan Ocean University, Bee-Ning Road 2, Keelung 202, Taiwan Abstract In this study, generation of two dimensional nonlinear waves is simulated numerically using boundary clement method. The present scheme is based on a Lagrangian description together with finite differencing of the time step. An algorithm to generate waves with any prescribed form is also implantec in the scheme. The numerical model was first verified by studying the case of finite amplitude waves impinging against a vertical wall. Time histories of evolution of a soliton running up on a sloping beach, as well as over a submerged obstacle are then presented. 1 Introduction Problems associated with generation, propagation and deformatio.i have been studied numerically by many researchers. Based on a mixed Eulerian- Lagrangian method, solitary wave interacting with a gentle slope, and wave breaking on water of gradually varying depth are simulated numerically in two- dimensional fluid region by Sujjino and Tosaka[l], Ouyama[2] explored soli- tary wave set up on a slope by boundary element method. Pedersen & Gjevik[3 ] developed a numerical model to study run-up of long waves governed by a set of Boussinesq equations. Lagrangian coordinate description was used to sim- plify the numerical treatment of a moving shoreline. Based on the Green';* formular, Nakayama[4] applied a new boundary element technique to analyze nonlinear water wave problems.
    [Show full text]
  • Title on the Effect of Wind on Wave Overtopping on Vertical Seawalls Author(S)
    View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by Kyoto University Research Information Repository On the Effect of Wind on Wave Overtopping on Vertical Title Seawalls Author(s) IWAGAKI, Yuichi; TSUCHIYA, Yoshito; INOUE, Masao Bulletin of the Disaster Prevention Research Institute (1966), Citation 16(1): 11-30 Issue Date 1966-09 URL http://hdl.handle.net/2433/124717 Right Type Departmental Bulletin Paper Textversion publisher Kyoto University Bull. Disas. Prey. Res. Inst. Kyoto Univ., Vol. 16, Part 1, No. 105, Sept., 1965 On the Effect of Wind on Wave Overtopping on Vertical Seawalls By Yuichi IWAGAKI, Yoshito TSUCHIYA and Masao INOUE (Manuscript received June 30. 1966) Synopsis In designing seawalls and seadikes, it is very important to estimate the quantity of wave overtopping on them as exactly as possible. The estimation, however, is difficult because of complicated phenomenaof wave overtopping, and in particular the effect of wind on wave overtopping is entirely unknown. With this in view, the authors have begun the study to disclose the effect of wind on wave overtopping quantitatively. As a first step of the study. the present paper describes some experimental results of wave overtoppingon vertical seawalls for the wave steepnesses of 0.01 and 0.02, accompanied with wind created by a high-speed wind-wave tunnel, which is 0.8 m wide. 2.3m to 4.0 m high and 40 m long, having a blower of 100HP and a wave generator of submerged piston type with a motor of 10 HP. The main results obtained from the experiments are summarized as follows.
    [Show full text]
  • Chapter 31 WAVE FORCES AGAINST SEA WALL Masashi Hom-Ma and Kiyoshi Horikawa Department of Civil Engineering, University of Tokyo
    Chapter 31 WAVE FORCES AGAINST SEA WALL Masashi Hom-ma and Kiyoshi Horikawa Department of Civil Engineering, University of Tokyo Tokyo, Japan INTRODUCTION The study concerning the wave forces acting on breakwater has been conducted by numerous scientists and engineers both in field and in laboratory,, While few studies have been car- ried out on the wave forces acting on sea wall which is located inside the surf zone. In this paper are summarized the main results of the experimental studies conducted at the University of Tokyo, Japan, in relation to the subject on the wave forces against a vertical or inclined surface wall located shorewards from the breaking point, and also is proposed an empirical formula of wave pressure distribution on a sea wall on the basis of the experimental data. The computed results obtained by using the above formula are compared with the field data of wave pressure on a vertical wall measured at the Niigata West Coast, Niigata Prefecture, Japan, and also with the experimen- tal data of total wave forces on a vertical wall; the project of the latter is now in progress at the University of Tokyo, PRESENTATION OP EXPERIMENTAL RESULTS LABORATORY PROCEDURES The wave channel which is used for the present studies is 18 m long, 0.6 m high and 0.7 m wide, and a model of sea wall is installed on a gentle uniform slope of l/l5. The face angle of the model is adjustable in a wide range, and six pres- sure gauges are attached on the surface of model sea wall at different levels to measure simultaneously the time history of pressure workxng on a sea wall.
    [Show full text]
  • 2. Coastal Processes
    CHAPTER 2 2. Coastal processes Coastal landscapes result from by weakening the rock surface and driving nearshore sediment the interaction between coastal to facilitate further sediment transport processes. Wind and tides processes and sediment movement. movement. Biological, biophysical are also significant contributors, Hydrodynamic (waves, tides and biochemical processes are and are indeed dominant in coastal and currents) and aerodynamic important in coral reef, salt marsh dune and estuarine environments, (wind) processes are important. and mangrove environments. respectively, but the action of Weathering contributes significantly waves is dominant in most settings. to sediment transport along rocky Waves Information Box 2.1 explains the coasts, either directly through Ocean waves are the principal technical terms associated with solution of minerals, or indirectly agents for shaping the coast regular (or sinusoidal) waves. INFORMATION BOX 2.1 TECHNICAL TERMS ASSOCIATED WITH WAVES Important characteristics of regular, Natural waves are, however, wave height (Hs), which is or sinusoidal, waves (Figure 2.1). highly irregular (not sinusoidal), defined as the average of the • wave height (H) – the difference and a range of wave heights highest one-third of the waves. in elevation between the wave and periods are usually present The significant wave height crest and the wave trough (Figure 2.2), making it difficult to off the coast of south-west • wave length (L) – the distance describe the wave conditions in England, for example, is, on between successive crests quantitative terms. One way of average, 1.5m, despite the area (or troughs) measuring variable height experiencing 10m-high waves • wave period (T) – the time from is to calculate the significant during extreme storms.
    [Show full text]
  • Second-Order Time-Dependent Mild-Slope Equation for Wave Transformation
    Hindawi Publishing Corporation Mathematical Problems in Engineering Volume 2014, Article ID 341385, 15 pages http://dx.doi.org/10.1155/2014/341385 Research Article Second-Order Time-Dependent Mild-Slope Equation for Wave Transformation Ching-Piao Tsai,1 Hong-Bin Chen,2 and John R. C. Hsu3,4 1 Department of Civil Engineering, National Chung Hsing University, Taichung 402, Taiwan 2 Department of Leisure and Recreation Management, Chihlee Institute of Technology, New Taipei 220, Taiwan 3 Department of Marine Environment & Engineering, National Sun Yat-Sen University, Kaohsiung 804, Taiwan 4 School of Civil & Resources Engineering, University of Western Australia, Crawley, WA 6009, Australia Correspondence should be addressed to Ching-Piao Tsai; [email protected] Received 16 October 2013; Accepted 1 May 2014; Published 4 May 2014 Academic Editor: Efstratios Tzirtzilakis Copyright © 2014 Ching-Piao Tsai et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited. This study is to propose a wave model with both wave dispersivity and nonlinearity for the wave field without water depth restriction. A narrow-banded sea state centred around a certain dominant wave frequency is considered for applications in coastal engineering. A system of fully nonlinear governing equations is first derived by depth integration of the incompressible Navier-Stokes equation in conservative form. A set of second-order nonlinear time-dependent mild-slope equations is then developed by a perturbation scheme. The present nonlinear equations can be simplified to the linear time-dependent mild-slope equation, nonlinear longwave equation, and traditional Boussinesq wave equation, respectively.
    [Show full text]
  • The Water Waves Problem Mathematical Analysis and Asymptotics
    Mathematical Surveys and Monographs Volume 188 The Water Waves Problem Mathematical Analysis and Asymptotics David Lannes American Mathematical Society http://dx.doi.org/10.1090/surv/188 The Water Waves Problem Mathematical Analysis and Asymptotics Mathematical Surveys and Monographs Volume 188 The Water Waves Problem Mathematical Analysis and Asymptotics David Lannes American Mathematical Society Providence, Rhode Island EDITORIAL COMMITTEE Ralph L. Cohen, Chair Benjamin Sudakov MichaelA.Singer MichaelI.Weinstein 2010 Mathematics Subject Classification. Primary 76B15, 35Q53, 35Q55, 35J05, 35J25. For additional information and updates on this book, visit www.ams.org/bookpages/surv-188 Library of Congress Cataloging-in-Publication Data Lannes, David, 1973– The water waves problem : mathematical analysis and asymptotics / David Lannes. pages cm. – (Mathematical surveys and monographs ; volume 188) Includes bibliographical references and index. ISBN 978-0-8218-9470-5 (alk. paper) 1.Water waves–Mathematical models. 2. Hydrodynamics–Mathematical models. I. Title. TC172.L36 2013 551.46301515–dc23 2012046540 Copying and reprinting. Individual readers of this publication, and nonprofit libraries acting for them, are permitted to make fair use of the material, such as to copy a chapter for use in teaching or research. Permission is granted to quote brief passages from this publication in reviews, provided the customary acknowledgment of the source is given. Republication, systematic copying, or multiple reproduction of any material in this publication is permitted only under license from the American Mathematical Society. Requests for such permission should be addressed to the Acquisitions Department, American Mathematical Society, 201 Charles Street, Providence, Rhode Island 02904-2294 USA. Requests can also be made by e-mail to [email protected].
    [Show full text]
  • Final Report and Determination
    MARINE STEWARDSHIP COUNCIL FISHERY ASSESSMENT Final Report and Determination For The Association des Pêcheurs Propriétaires des Îles-de-la-Madeleine (APPIM) Îles-de-la-Madeleine lobster (Homarus americanus) Trap Fishery Assessors: Clare Murray, R.J. (Bob) Allain, Jean-Claude Brêthes, Géraldine Criquet, Dave Garforth Report Code: MSC 010 Date: 20th June 2013 Global Trust Certification Ltd. Head Office, 3rd Floor, Block 3, Quayside Business Park, Mill Street, Dundalk, Co. Louth. T: +353 42 9320912 F: +353 42 9386864 web: www.GTCert.com Global Trust Certification Ltd, 3rd Floor, Block 3, Quayside Business Park, Mill Street, Dundalk, Co. Louth, Ireland T: +353 42 932 0912 F: +353 42 938 6864E: [email protected]: w w w .GTcert.com Table of contents Glossary ....................................................................................................................................... 4 1.0 MSC FISHERY ASSESSMENT REPORT ..................................................................................... 5 1.1 Executive Summary ...................................................................................................... 6 1.2 Authorship and Peer Reviewers ............................................................................... 9 2.0 Description of the Fishery .................................................................................................. 11 2.1 Unit(s) of Certification and scope of certification sought ......................................... 11 2.1.1 Scope of Assessment in Relation to Enhanced Fisheries
    [Show full text]
  • Toe Structures Management Manual
    Toe structures management manual Project: SC070056/R The Environment Agency is the leading public body protecting and improving the environment in England and Wales. It’s our job to make sure that air, land and water are looked after by everyone in today’s society, so that tomorrow’s generations inherit a cleaner, healthier world. Our work includes tackling flooding and pollution incidents, reducing industry’s impacts on the environment, cleaning up rivers, coastal waters and contaminated land, and improving wildlife habitats. This report is the result of research commissioned and funded by the Environment Agency’s Evidence Directorate. Published by: Author(s): Environment Agency, Horison House, Deanery Road, Andy Bradbury Bristol, BS1 9AH Jonathan Rogers www.environment-agency.gov.uk Dick Thomas ISBN: 978-1-84911-290-1 Dissemination Status: Publicly available © Environment Agency – December 2012 Keywords: All rights reserved. This document may be reproduced Coastal structures, structure toe, asset management, with prior permission of the Environment Agency. condition assessment, beach, scour The views and statements expressed in this report are Research Contractor: those of the author alone. The views or statements Halcrow Group Ltd expressed in this publication do not necessarily Ash House, Falcon Road, Sowton, Exeter, Devon represent the views of the Environment Agency and the EX2 7LB Environment Agency cannot accept any responsibility for Tel: 01392 444252 such views or statements. Environment Agency’s Project Manager: Further copies of this report are available from our Dave Hart, Manley House, Exeter publications catalogue: http://publications.environment- agency.gov.uk or our National Customer Contact Collaborator(s): Centre: T: 08708 506506 None E: [email protected].
    [Show full text]