Channel Stabilization Publications Available in Corps of Engineers Offices
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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. -
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. -
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 -
Final Mountain Loop Road Repair Environmental Assessment
Figure 1-Vicinity Map, Location of Damage Forest-wide, 2003 Flood i Table of Content Chapter 1 –Need for Action ....................................................................................................... 1 Introduction ......................................................................................................................................... 1 Mountain Loop History, Desired Road Condition ............................................................................................. 1 October 2003 Flood Event ................................................................................................................................. 3 Need for Action .................................................................................................................................... 6 Proposed Action................................................................................................................................... 7 Proposed Repair at Milepost 33.1 (T30N, R11E, Section 29) ........................................................................... 7 Proposed Repair at Milepost 33.6 (T30N, R11E, Section 29) ......................................................................... 11 Proposed Repair at Milepost 34.8 (T30N, R11E, Section 28) ......................................................................... 16 Proposed Repair at Milepost 35.6 (T30N, R11E, Section 21) ......................................................................... 18 Project Scope..................................................................................................................................... -
Crescent Beach Seawall and Revetment Repair Hull, Massachusetts June 30, 2015
Environmental Notification Form Crescent Beach Seawall and Revetment Repair Hull, Massachusetts June 30, 2015 Prepared by: Applied Coastal Research and Engineering, Inc. 766 Falmouth Road, Suite A1 Mashpee, Massachusetts 02649 Prepared for: Town of Hull Conservation Department 253 Atlantic Avenue Hull, Massachusetts 02045 Environmental Notification Form Crescent Beach, Hull, MA TABLE OF CONTENTS ENF Distribution List .................................................................................................... iv Environmental Notification Form ................................................................................. v USGS Map ..................................................................................................................... vi 1.0 Project Overview ................................................................................................ 1 1.1 Introduction ....................................................................................................... 1 1.1 Description of Project Area ................................................................................ 1 1.2 Project Area History .......................................................................................... 2 1.3 MEPA Review Thresholds ................................................................................. 5 2.0 Existing Conditions ............................................................................................ 6 2.1 Existing Seawall and Revetment ...................................................................... -
Preliminary Draft Levy Rate Scenarios for Capital Projects
King County Regional Flood Control Zone District Advisory Committee Preliminary Draft: Levy Rate Scenarios for Capital Projects Notes: 1. Questions for Advisory Committee meeting on 6/22: (a) Do you want to include projects that address coastal erosion and inundation hazards? (b) Do you support including new project submittals as part of this list? (c) What levy rate do you support? (d) Do you want to fund subregional projects? If so, at what level? 2. Project costs are planning estimates only. Constant dollar (2006) costs are used to control for the effect of inflation on project sequencing. Operating costs for programmatic elements of work program are not included. 3. All new capital projects submitted to the BTCs as 'Regional' are included in this list and shaded. New capital projects total $55 million. New project submittals range in cost from $100,000 (Carnation - Tolt Supplemental Study) to $21,900,000 (Bellevue- Coal Creek Phase 1 and 2). 4. Projects submitted as 'subregional' are included at the end of this list. No call for proposals was issued for this category, and no scoring has been conducted by the BTCs. We have received $57.8 million in proposals to date, and expect that this amount would increase substantially if an RFP were issued. 5. Changes from the 6/8/07 List: (a) The two Bellevue projects submitted as 'Regional' are included. Coal Creek project sequenced in two phases of $12.5 million and $9.4 million based on discussions with Bellevue staff (b) Dorre Don Meanders phased to reduce costs to $7.5 million in the 10-yr window, remaining acquisition costs of $7 million assumed in Phase 2. -
Erosion Control and Slope Stabilization of Embankments Using Vetiver System
EROSION CONTROL AND SLOPE STABILIZATION OF EMBANKMENTS USING VETIVER SYSTEM SHAMIMA NASRIN MASTER OF SCIENCE IN CIVIL ENGINEERING (GEOTECHNICAL) Department of Civil Engineering BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY September, 2013 EROSION CONTROL AND SLOPE STABILIZATION OF EMBANKMENTS USING VETIVER SYSTEM A Thesis Submitted by SHAMIMA NASRIN In partial fulfillment of the requirement for the degree of MASTER OF SCIENCE IN CIVIL ENGINEERING Department of Civil Engineering BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY September, 2013 DEDICATED TO MY PARENTS The thesis titled “Erosion Control and Slope Stabilization of Embankments using Vetiver System”, submitted by Shamima Nasrin, Roll No. 0409042245F, Session April 2009 has been accepted as satisfactory in partial fulfillment of the requirement for the degree of Master of Science in Civil Engineering on 30th September, 2013. BOARD OF EXAMINERS Dr. Mohammad Shariful Islam Chairman Associate Professor (Supervisor) Department of Civil Engineering BUET, Dhaka-1000 Dr. A.M.M. Taufiqul Anwar Member Professor and Head (Ex-Officio) Department of Civil Engineering BUET, Dhaka-1000 Dr. Abdul Muqtadir Member Professor Department of Civil Engineering BUET, Dhaka-1000 Prof. Dr. Ainun Nishat Member Vice-Chancellor (External) BRAC University 66 Mohakhali, Dhaka-1212 i DECLARATION It is thereby declared that except for the contents where specific reference have been made to the work of others, the study contained in this thesis are the result of investigation carried out by the author under the supervision of Dr. Mohammad Shariful Islam, Associate Professor, Department of Civil Engineering, Bangladesh University of Engineering and Technology. No part of this thesis has been submitted to any other university or other educational establishment for a degree, diploma or other qualification (except for publication).