Appendix G. Flood Hazard Management Risk Areas
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Protection Against Wave-Based Erosion
Protection against Wavebased Erosion The guidelines below address the elements of shore structure design common to nearly all erosion control structures subject to direct wave action and run-up. 1. Minimize the extent waterward. Erosion control structures should be designed with the smallest waterward footprint possible. This minimizes the occupation of the lake bottom, limits habitat loss and usually results in a lower cost to construct the project. In the case of stone revetments, the crest width should be only as wide as necessary for a stable structure. In general, the revetment should follow the cross-section of the bluff or dune and be located as close to the bluff or dune as possible. For seawalls, the distance that the structure extends waterward of the upland must be minimized. If the seawall height is appropriately designed to prevent the majority of overtopping, there is no engineering rationale based only on erosion control which justifies extending a seawall out into the water. 2. Minimize the impacts to adjacent properties. The design of the structure must consider the potential for damaging adjacent property. Projects designed to extend waterward of the shore will affect the movement of littoral material, reducing the overall beach forming process which in turn may cause accelerated erosion on adjacent or down-drift properties with less protective beaches. Seawalls, (and to a lesser extent, stone revetments) change the direction (wave reflection) and intensity of wave energy along the shore. Wave reflection can cause an increase in the total energy at the seawall or revetment interface with the water, allowing sand and gravel to remain suspended in the water, which will usually prevent formation of a beach directly fronting the structure. -
Felixstowe Central and South
Management Responsibilities SCDC: Fel 19.1 to Fel 19.3 SCDC Assets: Fel 19.1 Reinforced concrete block revetment with groynes, rock armour revetment in front of concrete wall, two fishtail breakwaters Fel 19.2 Concrete seawall with rock groynes, concrete splash wall, mass concrete seawall with promenade, timber groynes with concrete cladding Fel 19.3 Mass concrete sea wall with promenade, timber groynes with concrete cladding EA: Fel 19.4 to Fel 20.1 (with flood wall responsibility in SCDC frontages) EA Assets: Fel 19.2 / 19.3 Secondary flood wall Fel 19.4 Manor Terrace sea wall, concrete block-work revetment with toe piling, Landguard Common sea wall with concrete apron SMP Information Area vulnerable to flood risk: Approx. 7,017,000m² No. of properties vulnerable to flooding: 1071 Area vulnerable to erosion: Approx. 640,000m² (2105 prediction – no defences) No. of properties vulnerable to erosion: 111 Vulnerable infrastructure / assets: Felixstowe Leisure Centre, Bartlet Hospital, Felixstowe Docks, Martello Tower, Landguard caravan park, Harwich Harbour Ferry, Landguard Common, Landguard Fort, Orwell Estuary, Stour Estuary SMP Objectives To improve Felixstowe as a viable commercial centre and tourist destination in a sustainable manner; To protect the port of Felixstowe and provide opportunities for its development; To develop and maintain the Blue Flag beach; To maintain flood protection to residential properties; To maintain a high standard of ongoing defence to the area; To maintain existing facilities essential in supporting ongoing regeneration; To integrate maintenance of coastal defence, while promoting sustainable development of the hinterland; To maintain the historical heritage of the frontage; To maintain biological and geological features of Landguard Common SSSI in a favourable condition. -
URBAN COASTAL FLOOD MITIGATION STRATEGIES for the CITY of HOBOKEN & JERSEY CITY, NEW JERSEY by Eleni Athanasopoulou
©[2017] Eleni Athanasopoulou ALL RIGHTS RESERVED URBAN COASTAL FLOOD MITIGATION STRATEGIES FOR THE CITY OF HOBOKEN & JERSEY CITY, NEW JERSEY By Eleni Athanasopoulou A dissertation submitted to the Graduate School- New Brunswick Rutgers, The State University of New Jersey In partial fulfillment of requirements For the degree of Doctor of Philosophy Graduate Program in Civil and Environmental Engineering Written under the direction of Dr. Qizhong Guo And approved by New Jersey, New Brunswick January 2017 ABSTRACT OF THE DISSERTATION URBAN COASTAL FLOOD MITIGATION STRATEGIES FOR THE CITY OF HOBOKEN & JERSEY CITY, NEW JERSEY by ELENI ATHANASOPOULOU Dissertation Director: Dr. Qizhong Guo Coastal cities are undeniably vulnerable to climate change. Coastal storms combining with sea level rise have increased the risk of flooding and storm surge damage in coastal communities. The communities of the City of Hoboken and Jersey City are low-lying areas along the Hudson River waterfront and the Newark Bay/Hackensack River with little or no relief. Flooding in these areas is a result of intense precipitation and runoff, tides and/or storm surges, or a combination of all of them. During Super-storm Sandy these communities experienced severe flooding and flood-related damage as a result of the storm surge. ii Following the damage that was created on these communities by flooding from Sandy, this research was initiated in order to develop comprehensive strategies to make Hoboken and Jersey City more resilient to flooding. Commonly used flood measures like storage, surge barrier, conveyance, diversion, pumping, rainfall interception, etc. are examined, and the research is focused on their different combination to address different levels of flood risk at different scales. -
Marine Nearshore Restoration Recommendations Whatcom County Shoreline Management Project
Marine Nearshore Restoration Recommendations Whatcom County Shoreline Management Project 1 7 Old Fish 6 Packers Pier Tongue Point Blaine Marina Site Specific Recommendations t pi S o o hm ia m e S Semiahmoo Restoration Site 5 Marina Shoreline Reach Breaks The large platform and foundation could be removed to restore the beach and fringing marsh D Shoreline Modifications 1 2 a kota Cr 3 Removal of bulkheads that protrude into 4 Retaining Walls Remove the intertidal dilapidated Groins and Jetties dock 5 6 Miscellaneous Structures 1 7 C al 8 Piers ifo rn ia 9 2 C r Platforms 4 3 C r 4 nd Bulkheads ra rt Birch Point 5 e Outfall PipesB Cottonwood Beach 6 Building (Shorelines Only) 7 Administrative Boundries r 2 e Birch Bay v Village Marina 3 i 8 R Lummi Nation k Remove groins and bulkheads c a along Birch Bay Drive to restore upper s k beach and backshore habitats Whatcom County oo N e m ns t Mai 2 For more information on restoration sites, includi1ng non site-specific recommendations, see the Whatcom County Shoreline Management Project Inventory & 1 Characterization Report (Backgr1ound document Vol. I) and the Marine Resources Committee Document, Restoration Recommendations by Shoreline Reach by Coastal Ge1o1logic Services and Adolfson and9 Assoc1ia0 tes (2006). 2 DATA SOURCES: Restoration Sites - Coastal Geologic Remove bulkheads along these bluffs, which are the sole Services, Inc., Mod8ifications - WC 2005 (Pictometry 2004), T sediment source for accretionary shoreforms and valuable er r ell C Outfall Pipes - REsources, DNR, Pictometry, Contour lines 2 habitat in Birch Bay and State Park reaches r 1 10 meter intervals, USGS Elevation labels in feet. -
LOUISIANA K. Meyer-Arendt Department of Geography
65. USA--LOUISIANA K. Meyer-Arendt D.W. Davis Department of Geography Department of Earth Science Mississippi State University Nicholls State University Starkville, Mississippi 38759 Thibodaux, Louisiana 70301 United States of America United States of America INTRODUCTION Louisiana's 40,000 Inn 2 coastal zone developed over the last 7,000 years by the progradation, aggradation, and accretion of sediments introduced via various courses of the Mississippi River (Frazier 1967). The deltaic plain (32,000 km'), through which the modern river cuts diagon ally !Fig , 1), consists of vast wetlands and waterbodies. With eleva tions ranging from sea level up to 1.5 m, it is interrupted by natural levee ridges which decrease distally until they disappear beneath the marsh surface. The downdrift chenier plain of southwest Louisiana (8,000 km') consists of marshes, large round-to-oblong lakes, and stranded, oak covered beach ridges known as cheniers (Howe et al. 1935). This landscape is the result of alternating long-term phases of shoreline accretion and erosion that were dependent upon the proximit of an active sediment-laden river, and a low-energy marine environment (Byrne et al. 1959). Since the dyking of the Mississippi River, fluvial sedimentation in the deltaic plain has effectively been halted. Today, most Missis sippi River sediment is deposited on the outer continental shelf; only at the mouth of the Atchafalaya River distributary is deltaic sedimen tation subaerially significant (Adams and Baumann 1980). Over mos of the coastal zone, subsidence, saltwater intrusion, wave erosion, canalization, and other hydrologic modification have led to a rapid increase in the surface area of water (Davis 1986, Walker e al. -
MF2294 Streambank Revetment
Outdated Publication, for historical use. CAUTION: Recommendations in this publication may be obsolete. Kansas State University Agricultural Experiment Station and Cooperative Extension Service Kansas State University, Division of Biology Kansas Cooperative Fish and Wildlife Research Unit U.S. Environmental Protection Agency Kansas Department of Wildlife & Parks STREAMBANK REVETMENT 1 Outdated Publication, for historical use. CAUTION: Recommendations in this publication may be obsolete. Introduction Streambank erosion is a naturally occurring process in streams and rivers throughout the United States. Accelerated streambank erosion occurs when natural events or human activities cause a higher than expected amount of erosion, and is typically a result of reduced or eliminated riparian (streamside) vegetation. The removal of riparian vegetation is the primary factor influenc- ing streambank stability. Historically, channel straightening (channelization) was the primary method used to control streambank erosion. However, since the 1970s, riparian and in-stream habitat restoration by natural or artificial meth- ods has grown in popularity because channel- ization typically caused problems, such as ero- sion and flooding dowstream. Natural resource agencies throughout the Midwest have been using tree revetments as one type of streambank stabilization structure. What are tree revetments? Tree revetments are a series of trees laid in the stream along the eroding bank. They are de- signed to reduce water velocity, increase siltation within the trees, and reduce slumping of the streambank. Tree revetments are not designed to permanently stabilize eroding streambanks. They should stabilize the streambank until other stabi- lization techniques, such as tree plantings in the riparian area become established. Tree revet- ments are not designed to fix problems at a watershed level. -
Channel Stabilization Publications Available in Corps of Engineers Offices
TECHNICAL REPORT NO. 4 CHANNEL STABILIZATION PUBLICATIONS AVAILABLE IN CORPS OF ENGINEERS OFFICES i <SESS> ¡01 101 LfU U-U lOi 00¡DE November 1966 Committee on Channel Stabilization CORPS OF ENGINEERS, U. S. ARMY REPORTS OF COMMITTEE ON CHANNEL STABILIZATION ¿i BUREAU OF RECLAMATION DENVER Lll 92035635 VT ■ieD3Sb3S nsJjfe-» TECHNICAL REPORT 4 7 3 CHANNEL STABILIZATION PUBLICATIONS AVAILABLE IN CORPS OF ENGINEERS OFFICES j f November 1966 f Committee on Channel Stabilization - i / y > CORPS OF ENGINEERS/ U. S. ARMY ARM Y-MRC VICKSBURG. MISS. PRESENT MEMBERSHIP OF COMMITTEE ON CHANNEL STABILIZATION J. H. Douma Office, Chief of Engineers Chairman E. B. Lipscomb Lower Mississippi Valley Division Recorder D. C. Bondurant Missouri River Division R. H. Haas Lower Mississippi Valley Division W. E. Isaacs Little Rock District C. P. Lindner South Atlantic Division E. B. Madden Southwestern Division H. A. Smith North Pacific Division J. B. Tiffany Waterways Experiment Station G. B. Fenwick Consultant FOREWORD Establishment of the Committee on Channel Stabilization in April 1962 was confirmed by Engineer Regulation 15-2-1, dated 1 November 1962. As stated in ER 15-2-1, the objectives of the Committee with respect to channel stabilization are: a. To review and evaluate pertinent information and disseminate the results thereof. b. To determine the need for and recommend a program of research; and to have advisory technical review responsibility for research assigned to the Committee. £. To determine basic principles and design criteria. d. To provide, at the request of field offices, advice on design and operational problems. In accordance with the desire of the Committee to inventory available data, reports, papers, etc., pertaining to channel stabilization, arrangements were made for the Research Center Library, U. -
Tree Revetments
Tree Revetments Tree revetments are cut increase bank erosion. It trees anchored at the bottom is extremely important (or toe) of unstable stream- to anchor each tree in the banks. These anchored trees revetment at the base or toe serve to slow the current of the eroding bank. This is along the bank, decreasing the point of the bank where erosion and allowing the vertical bank meets the sediment to be deposited horizontal bottom (Figure 2). within the tree branches. If the trees are anchored too Trees with many fine limbs high on the bank, the water and branches are best at may undercut the structure. slowing near-bank currents, If they are placed out in the catching sediment carried channel too far, the current in the stream, and catching Figure 1. Cedar revetment and willow stakes after 3 months. will continue to erode the slump material from the bank. bank behind the revetment. example of this would be stream For this reason, eastern redcedar Another consideration is the soil straightening (or channelization). is usually the best choice. Eastern type and texture that the anchors One indication of this situation redcedar is also more resistant to will be driven into. Sandy or rocky is when a streambank is covered decay than hardwood trees. soils will usually require a larger with trees and vegetation and is The sediment trapped in and anchor driven to a greater depth still eroding. If that is the case, behind revetments provides a while smaller anchors may be a tree revetment may not work. moist, fertile seedbed for vegetation used in heavier clay soils. -
APPENDIX L L.1 Principal Mechanism of Sea Dike and Revetment Failure In
APPENDIX L FAILURE MECHANISMS AND PROTECTION OF DIKE SLOPE AND DIKE TOE L.1 Principal mechanism of sea dike and revetment failure in Vietnam Fig. L-1 illustrates common failure mechanism for sea dikes. Note that the occurrence of a certain mechanism will sequentially result in others, and consequently leads to dike breach. For example, the foreshore erosion or dike toe erosion will cause the instability of toe structures or dike toe. This instability will result in the instability and failure of the revetment if no remedial solutions are adopted. Consequently, under the impacts of waves, unprotected dike slopes will be eroded. The erosion continues until the dike body is entirely destroyed, leading to dike failure. Figure L-1. Diagram of dike & revetment failure 4 2 3 DWL 0 i 1 h original cross-shore profile h at design situation scour holes 1- instability of toe structures 2- instability of slope protection 3- erosion of outer slope 4- erosion of dike crest and inner slope Foreshore erosion (3) Instability of toe protection structures (1) Overflow due to foreshore erosion and local erosion of dike toe (1a) Overtopping; resulting in erosion (4) Inner slope sliding of crest and inner slope (1b) Overtopping; resulting in inner (5) Outer slope sliding slope sliding (6) Internal erosion; piping (2) Instability of outer amour structures/dike slope and body erosion Figure L-2. Typical failure of sea dike In the following sections, details of common failure mechanism of sea dike and revetment system in Vietnam will be given. L.1.1 Wave overtopping Wave overtopping is the dominant mechanism of sea dike failure in Vietnam, as most of sea dikes are overtopped during storms and flood, even in the long-lasting monsoon period. -
Design of Riprap Revetment HEC 11 Metric Version
Design of Riprap Revetment HEC 11 Metric Version Welcome to HEC 11-Design of Riprap Revetment. Table of Contents Preface Tech Doc U.S. - SI Conversions DISCLAIMER: During the editing of this manual for conversion to an electronic format, the intent has been to convert the publication to the metric system while keeping the document as close to the original as possible. The document has undergone editorial update during the conversion process. Archived Table of Contents for HEC 11-Design of Riprap Revetment (Metric) List of Figures List of Tables List of Charts & Forms List of Equations Cover Page : HEC 11-Design of Riprap Revetment (Metric) Chapter 1 : HEC 11 Introduction 1.1 Scope 1.2 Recognition of Erosion Potential 1.3 Erosion Mechanisms and Riprap Failure Modes Chapter 2 : HEC 11 Revetment Types 2.1 Riprap 2.1.1 Rock Riprap 2.1.2 Rubble Riprap 2.2 Wire-Enclosed Rock 2.3 Pre-Cast Concrete Block 2.4 Grouted Rock 2.5 Paved Lining Chapter 3 : HEC 11 Design Concepts 3.1 Design Discharge 3.2 Flow Types 3.3 Section Geometry 3.4 Flow in Channel Bends 3.5 Flow Resistance 3.6 Extent of Protection 3.6.1 Longitudinal Extent 3.6.2 Vertical Extent 3.6.2.1 Design Height 3.6.2.2 Toe Depth Chapter 4 : HEC 11 Design Guidelines for Rock Riprap 4.1 Rock Size Archived 4.1.1 Particle Erosion 4.1.1.1 Design Relationship 4.1.1.2 Application 4.1.2 Wave Erosion 4.1.3 Ice Damage 4.2 Rock Gradation 4.3 Layer Thickness 4.4 Filter Design 4.4.1 Granular Filters 4.4.2 Fabric Filters 4.5 Material Quality 4.6 Edge Treatment 4.7 Construction Chapter 5 : HEC 11 Rock -
A Stream Evolution Model Integrating Habitat and Ecosystem Benefits
RIVER RESEARCH AND APPLICATIONS River Res. Applic. (2013) Published online in Wiley Online Library (wileyonlinelibrary.com) DOI: 10.1002/rra.2631 A STREAM EVOLUTION MODEL INTEGRATING HABITAT AND ECOSYSTEM BENEFITS B. CLUERa* and C. THORNEb a Fluvial Geomorphologist, Southwest Region, NOAA’s National Marine Fisheries Service, Santa Rosa, California, USA b Chair of Physical Geography, University of Nottingham, Nottingham, UK ABSTRACT For decades, Channel Evolution Models have provided useful templates for understanding morphological responses to disturbance associated with lowering base level, channelization or alterations to the flow and/or sediment regimes. In this paper, two well-established Channel Evolution Models are revisited and updated in light of recent research and practical experience. The proposed Stream Evolution Model includes a precursor stage, which recognizes that streams may naturally be multi-threaded prior to disturbance, and represents stream evolution as a cyclical, rather than linear, phenomenon, recognizing an evolutionary cycle within which streams advance through the common sequence, skip some stages entirely, recover to a previous stage or even repeat parts of the evolutionary cycle. The hydrologic, hydraulic, morphological and vegetative attributes of the stream during each evolutionary stage provide varying ranges and qualities of habitat and ecosystem benefits. The authors’ personal experience was combined with information gleaned from recent literature to construct a fluvial habitat scoring scheme that distinguishes -
COWI World-Wide
COWI has over 7,000 employees COWI World-wide JANUARY 17, 2013 2 PANYNJ FLOOD BARRIER Ben C. Gerwick, Inc. › Internationally renowned engineering consulting firm HQ in Oakland, CA › History of creative solutions that minimize risk, cost, and time › Focused on constructability, serviceability, maintenance, and durability of structures in waterways and marine sites › Conceptual design, cost estimates planning, permitting, final design and construction support › Documentation & quality control › Decades of experience with government design criteria to streamline the approval and permitting process › Work is exemplified by New Orleans IHNC Floodgates, Braddock Dam, Olmsted Dam, and Chickamauga Lock. IHNC Swing Gate Tow 3 Select projects Experience › IHNC Lake Borgne Barrier (Design/ Constr. Supt.) › Montezuma Slough Salinity Barrier (Concept. Des./ Constr. Eng.) › Braddock Dam (Design/ Constr. Supt.) › Chickamauga Lock (Design/ Constr. Eng.) › Olmsted Lock and Dam (Design/ Constr. Eng.) › Venice Storm Surge Barrier (Conceptual Des.) › Yeong-Am Lift Gate (Conceptual Des.) 4 Venice Storm Surge Barrier Compressed air is used to raise gates during a storm. Gerwick performed detailed constructability review for this project. 5 Montezuma Slough Salinity Barrier Complex Radial gate structure for Salinity Barrier in the California Delta. Offsite prefabrication & float-in. 6 Chickamauga Lock Cofferdam, Chattanooga, TN 7 Olmsted Dam Construction Photos › Over 4,000-ton Elements have Been Placed with 1-Inch Accuracy in Six Degrees of Freedom JANUARY 17, 2013 8 PANYNJ FLOOD BARRIER Braddock Dam – Dam Segment Tow to Site Float-in of dam elements allows for minimal construction time, saving money and time 9 Braddock Dam, Pittsburgh, PA – Graving Site Two-Level Graving Dock for Float-in Shell 10 IHNC Hurricane Protection Project New Orleans, Louisiana Sector Gate (150') & • Gerwick is the Lead Designer Swing Gate (150') for the $1.3-billion design-build contract for the USACE Hurricane Protection Office.