Beach Development and Protection of Resort Coastline Using Geotextile Tubes C

Total Page:16

File Type:pdf, Size:1020Kb

Beach Development and Protection of Resort Coastline Using Geotextile Tubes C DREDGING SUMMIT & EXPO ’18 PROCEEDINGS BEACH DEVELOPMENT AND PROTECTION OF RESORT COASTLINE USING GEOTEXTILE TUBES C. D. Timpson1 and T. C. Stephens2 ABSTRACT Shore erosion is a serious problem that is present in many countries with coastal regions. Mexico is not an exception with coasts on the Pacific Ocean, the Gulf of Mexico, and the Caribbean Sea suffering from erosion. Climate change has played an important role in this matter, increasing the strength of storms that hit the Mexican coasts every year. These vulnerable coasts need to be protected to avoid beach retreat and property damage. Knowing how to design suitable coastal protection is important to help recover and stabilize a beach. This paper will present the wave modeling and analysis to design and evaluate performance of structures incorporating geotextile tubes in protecting and stabilizing a 500 meter stretch of Caribbean beach at a resort in the state of Quintana Roo, Mexico. Also, after 9 years of observation of what has happened on the protected beach, this paper will detail how it has made it possible to better understand erosion protection projects more fully for this area and to incorporate the lessons learned to design projects for adjacent properties including beach renourishment dredging. Keywords: Dredging, geotextile tubes, erosion, wave attack, shoreline. INTRODUCTION The coasts of Quintana Roo, in Mexico have been experiencing increasing erosion, especially in the past 10 years, as storms have been more frequent and stronger than they have been historically. In October 2005, Hurricane Wilma (Category 5 on the Saffir-Simpson Hurricane Scale) passed over the northern part of the state, affecting the beaches of Cozumel, Playa del Carmen and Cancun. All beaches were severely damaged and eroded with many hotels affected by damage to their structure, installations and furniture. This study is about a property where there was a hotel called Capitan Laffite, at coordinates 20º 40’30.7935” N, 087º o1’17.9711” W (fig. 1). The hotel lost around 20 m of beach and its’ foundations were submerged in the sea. As recovery would be too expensive, the land was sold to a developer, who planned to build a new hotel; the Gran Vela, Riviera Maya. This developer invested in hydrographic studies for a project to recover and stabilize the beach to the original extent of the seaward property line for the following reasons: The hotels in the Riviera Maya and Quintana Roo live from tourism and need wide white sand beaches for people from all over the world who come to see and enjoy them. Seasonal storms develop medium to high waves with enough energy to make sand move and erode beaches. In winter, cold fronts generate waves from the Northeast that last up to a week in duration. In the summer, winds from the Southeast and East generate waves that for weeks. All this movement displaces the sand in front of the hotels, resulting in the narrowing of the beaches and which exposes the hotel facilities, especially public areas such as pools, restaurants, and bars. Protecting the beaches from erosion helps the hotels to maintain the hotels their facilities in good condition. Mexican law states that the “Maritime Federal Zone” in 20 m from the High Sea Level, measured inland. Therefore, if the beach is eroded, the maritime Federal Zone moves, resulting in the hotel property becoming part of the Federal Zone. Then the property limits are adjusted and the hotel loses. It is important for developers to keep the width of the beach so that there is at least 20 m before the High Sea Level. 1 Engineer, TenCate Geosynthetics, 365 South Holland Drive, Pendergrass, Georgia 30567, USA, T:706-206-9683, Email: [email protected]. 2 Director, TenCate Geosynthetics, 365 South Holland Drive, Pendergrass, Georgis 30567, USA, T:404-660-2317, Email: [email protected]. 1 DREDGING SUMMIT & EXPO ’18 PROCEEDINGS Mexico Yucatan Quintana Roo Punta Bete Figure 1. Location of Study In the case of Gran Vela Hotel, bathymetric and topographic surveys were performed, and a project was initiated to protect, recover and stabilize the shoreline of 500 m of beach front. The project planned five 70 m breakwaters, parallel to the shoreline, with 30 m separation between the first four and 130 m between the last breakwater. In addition, a 600 m line of sand filled geotextile tubes were set parallel to the property line and covered with sand to form the core of a sand dune. The dune was vegetated with the objective being to catch sand moved by the wind and to fix the dune with roots of the plants. 2 DREDGING SUMMIT & EXPO ’18 PROCEEDINGS The project was finished in 2008 and has been working well. The beach has been widened. However, no salient due to sand accretion has been clearly formed, so the question is now being, “Was the design the best option?”. The beach has been widening and narrowing a little with the different local wave conditions, so that it has now reached equilibrium. The sea bottom is rocky and no sand banks are found close to the project site. Sand moves only alongshore specifically from South to North. Neighboring beaches are still being eroded every year but the Gran Vela Hotel beach is wide and pleasant for the tourist to use. CHARACTERISTICS OF THE STUDY AREA The study area is vulnerable to hurricanes and it is necessary to consider that year after year tropical storms hit the area. The Gran Vela Hotel location has the typical characteristics of Quintana Roo coasts; flat and low. The average elevation at the dune is about 2 m above sea level, rising slowly inland. The beach slope is 20:1 and the sea bottom is rocky continental platform with sandy areas of between 5 cm and 2 m. Small reef heads may be present on the sea floor. The sea bottom gradually deepens slowly up to about 50 or 55 m offshore where a ledge appears and the bottom drops to 400 m deep. The average tidal range between the Mean High Water and Mean Low Water is about 30 cm. Predominant waves and winds are from Southeast and East, with winds from the Northeast in winter due to cold fronts. Several field studies were carried out such as a topography survey, a bathymetric survey, current measurements, and exploration dives with SCUBA equipment to look for marine sand banks. Figure 2 provides details of the field work being conducted. Figure 2. Examples of Field Work Work was carried out using computer programs to determine wave patterns. The surveys provided the following information: Topography and bathymetry Currents mainly travel from Southwest to Northeast No nearby sand banks of importance for beach nourishment Good movement of sand parallel to the beach from South to North for most of the year with some episodes in the opposite direction in winter due to the cold fronts that last between 2 and 7 days From the mathematical model Wave Watch III, information based on 9 years of measurements made by NOAA at a deep-water points North of Cozumel Island with coordinates 21º n, 86.5º W, and using program STWAVE (Figure 3). Table 1 was obtained (http://polar.ncep.noaa.gov/waves/index2.shtml). 3 DREDGING SUMMIT & EXPO ’18 PROCEEDINGS Figure 3. Deep Water Wave Characteristics Table 1. Characteristic of Waves in Deep Waters Wave propagation from the numerical simulation provided wave heights and periods in front of the property at a distance of 100m offshore according to Table 2 and Figure 4. Table 2. Shallow Water Wave Characteristics 4 DREDGING SUMMIT & EXPO ’18 PROCEEDINGS Figure 4. Wave Directions, Wave Period, and Wave Height SHORELINE PROTECTION ALTERNATIVES The following possible solutions for shoreline protection were taken into consideration when developing the mitigation strategy for the beach at the Gran Vela Hotel. Beach Nourishment: This option represents a solution with a low-impact on the coastal ecosystem and tourism. However, it requires a sediment supply source (e.g. a big sand bank close to the beach). It is obvious that it would be necessary to continue this nourishment, since sand will continue to be mobilized under storm wave conditions and go downdrift or move out to sea. For this reason, a structure retaining the sand would be preferable. Jetty: The local ecological authority does not allow the building of jetties or any other structure that stops the long shore sediment transport. Therefore, this alternative was not considered. Breakwaters parallel to shore: Breakwaters parallel to the shoreline were the only option that could be authorized, so this was the solution that was adopted. Additionally, an artificial dune made of the sand filled geotextile tube and aligned in front of the hotel is perfect for vegetation, protecting the sand from erosion caused by wind and providing a barrier in case of extraordinary storm waves. The geotextile tube line should be heavy enough to withstand wave impact and should have an anti-scouring apron to prevent the geotextile tube from rotating forward. This solution selected is the construction of several breakwaters parallel to the shoreline. This system would help dissipate wave energy, and capture sand. No side effects would impact neighboring properties. There would be no interruption of longshore sediment transport. The quantity, size, and separation between breakwaters would be determined by formulas to obtain the optimum results for wave energy reduction. MODELING OF WAVE CONDITIONS IN FRONT OF THE PROTECTED COAST Modeling of different wave conditions was performed using Genesis software (Gravens et al 1991) with four of the breakwater structures. The wave conditions modeled a) Height = 0.7 m, Time = 6.6 s and Direction = 259º, b) Height = 0.7 m, Time = 6.6 s, and Direction = 281º, c) Height = 0.7 m, Time = 6.6 s, and Direction = 238º, and d) Height = 2.45 m, Time = 6.6 s, and Direction = 333º.
Recommended publications
  • GEOTEXTILE TUBE and GABION ARMOURED SEAWALL for COASTAL PROTECTION an ALTERNATIVE by S Sherlin Prem Nishold1, Ranganathan Sundaravadivelu 2*, Nilanjan Saha3
    PIANC-World Congress Panama City, Panama 2018 GEOTEXTILE TUBE AND GABION ARMOURED SEAWALL FOR COASTAL PROTECTION AN ALTERNATIVE by S Sherlin Prem Nishold1, Ranganathan Sundaravadivelu 2*, Nilanjan Saha3 ABSTRACT The present study deals with a site-specific innovative solution executed in the northeast coastline of Odisha in India. The retarded embankment which had been maintained yearly by traditional means of ‘bullah piling’ and sandbags, proved ineffective and got washed away for a stretch of 350 meters in 2011. About the site condition, it is required to design an efficient coastal protection system prevailing to a low soil bearing capacity and continuously exposed to tides and waves. The erosion of existing embankment at Pentha ( Odisha ) has necessitated the construction of a retarded embankment. Conventional hard engineered materials for coastal protection are more expensive since they are not readily available near to the site. Moreover, they have not been found suitable for prevailing in in-situ marine environment and soil condition. Geosynthetics are innovative solutions for coastal erosion and protection are cheap, quickly installable when compared to other materials and methods. Therefore, a geotextile tube seawall was designed and built for a length of 505 m as soft coastal protection structure. A scaled model (1:10) study of geotextile tube configurations with and without gabion box structure is examined for the better understanding of hydrodynamic characteristics for such configurations. The scaled model in the mentioned configuration was constructed using woven geotextile fabric as geo tubes. The gabion box was made up of eco-friendly polypropylene tar-coated rope and consists of small rubble stones which increase the porosity when compared to the conventional monolithic rubble mound.
    [Show full text]
  • Shore Protection by Offshore Breakwaters
    l§lHydraulics Research Wallingford SHORE PROTECTION BY OFFSHORE BREAKWATERS A H Brampton Ph .D J V Smallman Ph.D Report No SR 8 July 1985 Registered Office: Hydraulics Research Limited, Wallingford, Oxfordshire OX 10 8BA. Telephone: 0491 35381. Telex: 848552 Thi s report describes work carri ed out wi thin the research programme Commission B for the Ministry of Agriculture, Fisheri es and Food . The study was carri ed ou t in the Coas tal Processes Sect ion of the Mari time Engineering Department of Hydraulics Research . The departmental nominated officer is Mr A Alli son . The Company's nominated project officer is Dr S W Huntington. The report is publi s hed on behalf of MAFF but any op inions expressed are not necessarily those of the Ministry . C Crown copyri ght 19 85 ABSTRACT This report reviews the information available for the design and use of offshore breakwaters in shore protection. As an introduction to the subject the physical processes occurring in the lee of an offshore breakwater are described with reference to natural examples. This is followed by a survey of case histories, and mathematical and physical modelling techniques for offshore breakwaters. Some of the methods which are available for the design of a breakwater system are reviewed. Possible future developments in the design process are described, and the areas in which further research on the effects of offshore breakwaters is required are highlighted. CONTENTS Page EXECUTIVE SUMMARY 1 INTRODUCTION 1 2 OFFSHORE BREAKWATERS - THE PHYSICAL PROCESSES 2 2.1 Natural Examples 2 2.2 Physical processes 4 3 LITERATURE STUDY 6 3.1 Review of case histories 6 3.2 Physical model studies 10 3 .3 Ma thematical model studies 16 4 DESIGN METHODS FOR AN OFFSHORE BREAKWATER SYSTEM 19 4.1 Developing the initial design 19 4.2 Methods for improving the breakwa ter design 22 5 FUTURE DEVELOPMENT 26 6 CONCLUS IONS AND RECOMMENDATIONS 28 7 ACKNOWLEDGE MENTS 29 8 REFERENCES 30 FIGURES PLATES EXECUTIVE SUMMARY 1.
    [Show full text]
  • The Impact of Submerged Breakwaters on Sediment Distribution Along Marsh Boundaries
    water Article The Impact of Submerged Breakwaters on Sediment Distribution along Marsh Boundaries Iacopo Vona *, Matthew W. Gray and William Nardin Horn Point Laboratory, University of Maryland Center for Environmental Science, Cambridge, MD 21613, USA; [email protected] (M.W.G.); [email protected] (W.N.) * Correspondence: [email protected] Received: 7 February 2020; Accepted: 31 March 2020; Published: 2 April 2020 Abstract: Human encroachment and development on coastlines have led to greater amounts of armoring of shorelines. Breakwaters are a common feature along coastlines, which are used to dampen wave energy and protect shorelines from flash floods or overwash events. Although common, their effects on sediment transport and marsh geomorphology are poorly understood. To address this gap, our study quantifies the effects of breakwaters on sediment transport and marsh evolution under different wave regimes using Delft3D-SWAN, a dynamic geomorphodynamic numerical model. Model configurations used the same numerical domain, but scenarios had different sediments, waves, tides, basin slopes and breakwater distances from the shoreline to explore how waves and tidal currents shape coastal margins. Model results suggested breakwaters were responsible for an average wave damping between 10–50%, proportional to the significant wave height across all modeled scenarios. Shear stress at the beginning of the marsh and the volume of sediment deposited at the end of the simulation (into the marsh behind the breakwater) increased on average between 20–40%, proportional to the slope and distance of the breakwater from the shoreline. Sediment trapping, defined as the ratio between the volume of sediment housed into the salt marsh behind and away from the breakwater, was found to be less than 1 from most model runs.
    [Show full text]
  • Harbor Protection Through Construction of Artificial Submerged Reefs
    Harbor Protection through Construction of Artificial Submerged Reefs Amarjit Singh, Vallam Sundar, Enrique Alvarez, Roberto Porro, Michael Foley (www.hawaii.gov) 2 Outline • Background of Artificial Reefs • Multi-Purpose Artificial Submerged Reefs (MPASRs) ▫ Coastline Protection ▫ Harbor Protection • MPASR Concept for Kahului Harbor, Maui ▫ Situation ▫ Proposed Solution • Summary 3 Background First documented First specifically Artificial reefs in First artificial reef Artificial reefs in artificial reefs in designed artificial Hawaii– concrete/tire in Hawaii Hawaii – concrete Z- U.S. reefs in U.S. modules modules 1830’s 1961 1970’s 1985-1991 1991- Present • Uses • Materials ▫ Create Marine Habitat ▫ Rocks; Shells ▫ Enhance Fishing ▫ Trees ▫ Recreational Diving Sites ▫ Concrete Debris ▫ Surfing Enhancement ▫ Ships; Car bodies ▫ Coastal Protection ▫ Designed concrete modules ▫ Geosynthetic Materials 4 Multi-Purpose Artificial Submerged Reefs (MPASRs) Specifically designed artificial reef which can provide: • Coastline Protection or Harbor Protection ▫ Can help restore natural beach dynamics by preventing erosion ▫ Can reduce wave energy transmitted to harbor entrances • Marine Habitat Enhancement ▫ Can provide environment for coral growth and habitat fish and other marine species. ▫ Coral can be transplanted to initiate/accelerate coral growth • Recreational Uses ▫ Surfing enhancement: can provide surfable breaking waves where none exist ▫ Diving/Snorkeling: can provide site for recreational diving and snorkeling 5 MPASRs as Coastal Protection Wave Transmission: MPASRs can reduce wave energy transmitted to shoreline. Kt = Ht/Hi K = H /H t t i Breakwater K = wave transmission t Seabed coefficient, (Pilarczyk 2003) Ht= transmitted wave height shoreward of structure Hi = incident wave height seaward of structure. 6 MPASRs as Coastal Protection • Wave Refraction: MPASR causes wave refraction around the reef, focusing wave energy in a different direction.
    [Show full text]
  • Shoreline Stabilisation
    Section 5 SHORELINE STABILISATION 5.1 Overview of Options Options for handling beach erosion along the western segment of Shelley Beach include: • Do Nothing – which implies letting nature take its course; • Beach Nourishment – place or pump sand on the beach to restore a beach; • Wave Dissipating Seawall – construct a wave dissipating seawall in front of or in lieu of the vertical wall so that wave energy is absorbed and complete protection is provided to the boatsheds and bathing boxes behind the wall for a 50 year planning period; • Groyne – construct a groyne, somewhere to the east of Campbells Road to prevent sand from the western part of Shelley Beach being lost to the eastern part of Shelley Beach; • Offshore Breakwater – construct a breakwater parallel to the shoreline and seaward of the existing jetties to dissipate wave energy before it reaches the beach; and • Combinations of the above. 5.2 Do Nothing There is no reason to believe that the erosion process that has occurred over at least the last 50 years, at the western end of Shelley Beach, will diminish. If the water depth over the nearshore bank has deepened, as it appears visually from aerial photographs, the wave heights and erosive forces may in fact increase. Therefore “Do Nothing” implies that erosion will continue, more structures will be threatened and ultimately damaged, and the timber vertical wall become undermined and fail, exposing the structures behind the wall to wave forces. The cliffs behind the wall will be subjected to wave forces and will be undermined if they are not founded on solid rock.
    [Show full text]
  • Functional Design of Coastal Structures
    FUNCTIONALFUNCTIONAL DESIGNDESIGN OFOF David R. Basco, Ph.D, P.E. Director, The Coastal Engineering Center Old Dominion University,Norfolk, Virginia USA 23529 [email protected] DESIGNDESIGN OFOF COASTALCOASTAL STRUCTURESSTRUCTURES •• FunctionFunction ofof structurestructure •• StructuralStructural integrityintegrity •• PhysicalPhysical environmentenvironment •• ConstructionConstruction methodsmethods •• OperationOperation andand maintenancemaintenance OUTLINEOUTLINE •• PlanPlan formform layoutlayout - headland breakwaters - nearshore breakwaters - groin fields • WaveWave runuprunup andand overtopping*overtopping* - breakwaters and revetments (seawalls, beaches not covered here) •• WaveWave reflectionsreflections (materials(materials includedincluded inin notes)notes) * materials from ASCE, Coastal Engineering Short Course, CEM Preview, April 2001 SHORESHORE PARALLELPARALLEL BREAKWATERS:BREAKWATERS: HEADLANDHEADLAND TYPETYPE Design Rules, Hardaway et al. 1991 • Use sand fill to create tombolo for constriction from land • Set berm elevation so tombolo always present at high tide • Set Yg/Lg =• 1.65 for stable shaped beach • Set Ls/Lg = 1 • Always combine with new beach fill • See CEM 2001 V-3 for details KEYKEY VARIABLESVARIABLES FORFOR NEARSHORENEARSHORE BREAKWATERBREAKWATER DESIGNDESIGN Dally and Pope, 1986 Definitions: Y = breakwater distance from nourished shoreline Ls = length of breakwater Lg = gap distance d = water depth at breakwater (MWL) ds = water depth• at breakwater (MWL) •Tombolo formation: Ls/Y = 1.5 to 2 single = 1.5 system •Salient formation: Ls/ = 0.5 to 0.67 = 0.125 long systems (a) (b) Process Parameter Description 1. Bypassing Dg/Hb Depth at groin tip/breaking wave height 2. Permeability • Over-passing Zg (y) Groin elevation across profile, tidal range • Through-passing P(y) Grain permeability across shore • Shore-passing Zb/R Berm elevation/runup elevation 3. Longshore transport Qn/Qg Net rate/gross rate Property Comment 1. Wave angle and wave height Accepted.
    [Show full text]
  • A Case Study of the Holly Beach Breakwater System Andrew Keane Woodroof Louisiana State University and Agricultural and Mechanical College, [email protected]
    Louisiana State University LSU Digital Commons LSU Master's Theses Graduate School 2012 Determining the performance of breakwaters during high energy events: a case study of the Holly Beach breakwater system Andrew Keane Woodroof Louisiana State University and Agricultural and Mechanical College, [email protected] Follow this and additional works at: https://digitalcommons.lsu.edu/gradschool_theses Part of the Civil and Environmental Engineering Commons Recommended Citation Woodroof, Andrew Keane, "Determining the performance of breakwaters during high energy events: a case study of the Holly Beach breakwater system" (2012). LSU Master's Theses. 2184. https://digitalcommons.lsu.edu/gradschool_theses/2184 This Thesis is brought to you for free and open access by the Graduate School at LSU Digital Commons. It has been accepted for inclusion in LSU Master's Theses by an authorized graduate school editor of LSU Digital Commons. For more information, please contact [email protected]. DETERMINING THE PERFORMANCE OF BREAKWATERS DURING HIGH ENERGY EVENTS: A CASE STUDY OF THE HOLLY BEACH BREAKWATER SYSTEM A Thesis Submitted to the Graduate Faculty of the Louisiana State University and Agricultural and Mechanical College In partial fulfillment of the Requirements for the degree of Master of Science in The Department of Civil and Environmental Engineering by Andrew K. Woodroof B.S., Louisiana State University, 2008 December 2012 ACKNOWLEDGEMENTS First and foremost, I would like to express my love and passion for the infinite beauty of south Louisiana. The vast expanse of wetlands, coastlines, and beaches in south Louisiana harbors people, industry, natural resources, recreation, and wildlife that is truly special. The intermingling of these components creates a multitude of unique cultures with such pride, passion, and zest for life that makes me thankful every day that I can enjoy the bounty of this region.
    [Show full text]
  • The Study of the Coastal Management Criteria Based on Risk Assessmeant: a Case Study on Yunlin Coast, Taiwan
    water Article The Study of the Coastal Management Criteria Based on Risk Assessmeant: A Case Study on Yunlin Coast, Taiwan Wei-Po Huang 1,2,* ID , Jui-Chan Hsu 1, Chun-Shen Chen 3 and Chun-Jhen Ye 1 1 Department of Harbor and River Engineering, National Taiwan Ocean University, Keelung 20224, Taiwan; [email protected] (J.-C.H.); [email protected] (C.-J.Y.) 2 Center of Excellence for Ocean Engineering, National Taiwan Ocean University, Keelung 20224, Taiwan 3 Water Resources Planning Institute, Water Resources Agency, Ministry of Economic Affairs, Taichung 41350, Taiwan; [email protected] * Correspondence: [email protected]; Tel.: +886-2-2462-2192 (ext. 6154) Received: 18 June 2018; Accepted: 25 July 2018; Published: 26 July 2018 Abstract: In this study, we used the natural and anthropogenic characteristics of a coastal region to generate risk maps showing vulnerability and potential hazards, and proposed design criteria for coastal defense and land use for the various kinds of risks faced. The Yunlin coast, a first-level protection area in mid-west Taiwan, was then used as an example to illustrate the proposed design criteria. The safety of the present coastal defenses and land use of the Yunlin coastal area was assessed, and coastal protection measures for hazard prevention were proposed based on the generated risk map. The results can be informative for future coastal management and the promotion of sustainable development of coastal zones. Keywords: coastal defense; risk maps; non-engineering measure; coastal vulnerability 1. Introduction Like most developing countries, Taiwan’s coast has been alternatively used for settlement, agriculture, trade, industry, and recreation without careful and thorough planning in the development stage since 70s.
    [Show full text]
  • Coastal Hazards and Vulnerability 4-1 by Gillian Cambers Coastal Zone/Island Systems Management CDCM Professional Development Programme, 2001
    The University of the West Indies Organization of American States PROFESSIONAL DEVELOPMENT PROGRAMME: COASTAL INFRASTRUCTURE DESIGN, CONSTRUCTION AND MAINTENANCE A COURSE IN COASTAL ZONE/ISLAND SYSTEMS MANAGEMENT CHAPTER 4 COASTAL HAZARDS AND VULNERABLITY By GILLIAN CAMBERS, PhD Sea Grant College Programme University of Puerto Rice Mayaguez, Puerto Rico Organized by Department of Civil Engineering, The University of the West Indies, in conjunction with Old Dominion University, Norfolk, VA, USA and Coastal Engineering Research Centre, US Army, Corps of Engineers, Vicksburg, MS , USA. Antigua, West Indies, June 18-22, 2001 Coastal Hazards and Vulnerability 4-1 By Gillian Cambers Coastal Zone/Island Systems Management CDCM Professional Development Programme, 2001 1.0 INTEGRATED COASTAL MANAGEMENT Definition: Integrated coastal management is a dynamic process in which a coordinated strategy is developed and implemented for the allocation of environmental, socio cultural and institutional resources to achieve the conservation and sustainable multiple use of the coastal zone. Other names for ICM: Integrated coastal management (ICM) is sometimes called by other names e.g. integrated coastal zone management, integrated coastal area management etc. Limits of the coastal area: The coastal area is defined by Sorenson and McCreary (1990) as the interface or transition zone, specifically ‘that part of the land affected by its proximity to the sea and that part of the ocean affected by its proximity to the land … an area in which processes depending on the interaction between land and sea are most intense’. However, the boundaries of this area are not fixed, they change with tides, the moon, seasons etc. The boundaries of the coastal zone may be drawn to fit a particular country’s needs, e.g.
    [Show full text]
  • Gulf Intracoastal Waterway in Texas (GIWW-T)
    TEXAS GULF INTRACOASTAL WATERWAY MASTER PLAN: TECHNICAL REPORT by C. James Kruse Director, Center for Ports & Waterways Texas A&M Transportation Institute David Ellis Research Scientist Texas A&M Transportation Institute Annie Protopapas Associate Research Engineer Texas A&M Transportation Institute Nicolas Norboge Assistant Research Scientist Texas A&M Transportation Institute and Brianne Glover Assistant Research Scientist Texas A&M Transportation Institute Report 0-6807-1 Project 0-6807 Project Title: Texas Gulf Intracoastal Waterway Master Plan Performed in cooperation with the Texas Department of Transportation and the Federal Highway Administration Resubmitted: August 2014 TEXAS A&M TRANSPORTATION INSTITUTE College Station, Texas 77843-3135 DISCLAIMER This research was performed in cooperation with the Texas Department of Transportation (TxDOT) and the Federal Highway Administration (FHWA). The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official view or policies of the FHWA or TxDOT. This report does not constitute a standard, specification, or regulation. iii ACKNOWLEDGMENTS This project was conducted in cooperation with TxDOT and FHWA. We acknowledge the guidance and support that the following members of the TxDOT Project Monitoring Committee (PMC) provided: • Sarah Bagwell, planning and strategy director, Maritime Division (project coordinator). • Caroline Mays, freight planning branch manager, Transportation Planning & Programming Division. • Peggy Thurin, systems planning director, Transportation Planning & Programming Division. • Andrea Lofye, Federal Legislative Affairs. • Jay Bond, State Legislative Affairs. • Jennifer Moczygemba, systems section director, Rail Division. • Matthew Mahoney, waterways coordinator, Maritime Division (not a member of the PMC, but provided valuable assistance).
    [Show full text]
  • 3.8 Pile-Type Breakwaters Public Notice Article 36 the Performance
    PART III FACILITIES, CHAPTER 4 PROTECTIVE FACILITIES FOR HARBORS 3.8 Pile-type Breakwaters Public Notice Performance Criteria of Pile-type Breakwaters Article 36 The performance criteria of the pile-type breakwaters under the variable action situations, in which the dominant actions are variable waves and Level 1 earthquake ground motions, shall be as specified in the subsequent items: (1) The risk that the axial force acting on the piles may exceed the resistance based on failure of the ground shall be equal to or less than the threshold level. (2) The risk that the stress generated in the piles may exceed the yield stress shall be equal to or less than the threshold level. [Commentary] (3) Performance Criteria of Pile-type Breakwaters ① Pile-type breakwaters Settings of the performance criteria and the design situations excluding accidental situations of pile- type breakwaters shall be as shown in Attached Table 19. The performance criteria of the superstructure and curtain wall of pile-type breakwaters shall be equivalent to the settings in Article 23 through Article 27, corresponding to the type of members comprising the objective pile-type breakwater. Attached Table 19 Settings for Performance Criteria and Design Situations (excluding accidental situations) of Pile-type Breakwaters Ministerial Ordinance Public Notice Design situation Performance requirements Non- Verification item Index of standard limit value Situation Dominating dominating Item Item actions Article Article actions Paragraph Paragraph 14 1 2 36 1 1 Serviceability
    [Show full text]
  • Managing Climate Change Hazards in Coastal Areas
    CATALOGUE OF HAZARD MANAGEMENT OPTIONS CI-12 CI-11 CI-10 TSR CI-9 CI-8 PL-1 PL-2 PL-3 CI-7 PL-4 CI-6 PL-5 4 4 3 PL-6 CI-5 2 4 2 4 3 PL-7 CI-4 4 4 PL-8 2 4 4 3 3 PL-9 4 3 2 3 2 3 CI-3 3 3 3 2 PL-10 2 2 3 3 2 3 CI-2 4 2 3 3 4 PL-11 4 3 4 3 2 3 3 2 3 3 3 2 1 PL-12 CI-1 4 4 4 3 3 2 2 1 1 3 3 3 4 4 3 2 3 PL-13 2 3 3 4 2 1 1 3 3 2 R-4 3 4 3 4 4 Tidal inlet/Sand spit/River mouth 1 1 2 2 2 2 2 4 3 3 4 4 4 2 4 2 4 PL-14 R-3 3 4 4 4 2 2 4 3 4 3 4 2 3 3 PL-15 R-2 1 3 4 4 N Y N 4 2 4 4 Y N Y Y N 4 2 3 3 3 PL-16 R-1 1 2 4 N Y N 2 4 Y Y 4 2 2 2 PL-17 1 1 1 4 4 N N 2 FR-22 Y Y 4 4 3 2 3 1 2 1 2 4 N N PL-18 FR-21 1 4 Y Y 4 2 2 3 1 1 N N 2 2 1 2 4 2 2 3 3 PL-19 FR-20 1 Y Sur B/D Sur Y 2 4 3 3 1 1 A B/D B/D N 2 PL-20 2 Sur Sur 4 1 FR-19 1 3 1 A B/D Y 4 2 2 2 A B/D N 4 3 1 PL-21 1 3 4 Sur Sur 2 2 3 FR-18 3 2 A Y 2 3 1 3 4 B/D N 2 PL-22 2 N B B/D 2 3 2 FR-17 2 3 NB Y 4 3 1 3 Y Sur 4 2 PL-23 2 3 N B Any N 3 FR-16 3 3 NB Any Any 4 1 1 Y Any Intermit B/D Y 4 3 2 PL-24 2 2 1 2 1 FR-15 3 Any Any marsh N 2 BA-1 2 1 N Intermit Sur 2 4 2 C 2 4 3 2 3 Y Any mangr Y 2 FR-14 2 4 A 4 BA-2 3 Marsh/ B/D N 2 3 2 4 N C Any Any 1 3 1 Any Any Any tidal at Y 3 FR-13 2 3 Y 1 2 4 BA-3 3 4 M/M Any Sur 3 1 Micro N 4 BA-4 FR-12 2 3 N B Mangr/ 1 1 3 2 4 No Any B/D 2 2 2 2 Y tidal at Y 1 1 BA-5 FR-11 3 1 P Ex Meso/ 3 4 3 N NB Mx Mx N 4 2 2 3 Any Ex macro Sur 2 3 1 C A Y 3 BA-6 FR-10 Y P Any 3 3 2 1 2 B 2 3 3 1 B/D N N P Coral Any 4 3 3 BA-7 FR-9 3 1 R 2 2 2 3 1 NB Any Any isl Sediment Y Y Ex Any Sur 2 2 2 1 2 BA-8 FR-8 2 2 2 3 4 Mx plain Any N N Flat Mx B Y 4 4 4 3 4 BA-9 FR-7 3 2
    [Show full text]