Levee Flood Protection Zones Estimate the Maximum Area That May Be Inundated If a Project Levee Fails When Water Surface Elevation Is at the Top of a Project Levee

Total Page：16

File Type：pdf, Size：1020Kb

Levee Flood Protection Zones Estimate the Maximum Area That May Be Inundated If a Project Levee Fails When Water Surface Elevation Is at the Top of a Project Levee

Shasta County Humboldt County Lassen County Trinity County Tehama County Plumas County Butte County Sierra County Glenn County Mendocino County Butte Basin Nevada County NOT AN LFPZ (See Source Reference) Yuba County Colusa County r e v i Lake County R r e Placer County h t a e F Sutter County El Dorado County Yolo County Alpine County iver an R eric Am Sonoma County Napa County Sacramento County Amador County h g u o l S t Solano County a o b m a C e t a c S h e S Calaveras County l o u g h r ive R to en am cr Sa Tuolumne County Marin County r ive s R era lav Ca San Joaquin County Contra Costa County San Francisco County Alameda County Tuolumne River S a n Stanislaus County J Mariposa County o a q u in R iv e r San Mateo County r ive R ed rc Me k ee Cr ar Be Santa Clara County Merced County Santa Cruz County Madera County Levee Flood Protection Zones estimate the maximum area that may be inundated if a project levee fails when water surface elevation is at the top of a project levee. Zones depicted on this map were created utilizing methods and assumptions described in the accompanying technical manual, and do not necessarily depict areas likely to be protected from flow events for which project levees were designed. Lands within the Levee Flood Protection Zones may be subject to flooding due to various factors, including the failure or overtopping San Benito County of project or non-project levees, flows that exceed the design capacity of project or non-project levees, and flows from water Monterey County Fresno County sources not specifically protected against by project levees. Lands not mapped within a Levee Flood Protection Zone are not invulnerable to flood risk, and some may also experience flooding from those or other processes. O r e g o n I d a h o Butte Basin Source: Area shown is based on flood data for the Sacramento River and Butte Basin Legend U t a h 1875 to 1978. USGS Open File N e v a d a Report 80-971 June 1981 State-Federal Project Levee / Levee Flood Protection Zones C a l i f o r n i a Stream Centerline A r i z o n a 0 3 6 12 18 24 Map Source: DWR, ESRI Projection: UTM Zone 10 Levee Flood Protection Zones Miles Horizontal Datum: NAD 83 Vertical Datum: NAVD 88 1 inch = 6 miles Units: Survey Feet County Boundary.

Copy Link

Recommended publications

Imaging Laurentide Ice Sheet Drainage Into the Deep Sea: Impact on Sediments and Bottom Water
Imaging Laurentide Ice Sheet Drainage into the Deep Sea: Impact on Sediments and Bottom Water Reinhard Hesse*, Ingo Klaucke, Department of Earth and Planetary Sciences, McGill University, Montreal, Quebec H3A 2A7, Canada William B. F. Ryan, Lamont-Doherty Earth Observatory of Columbia University, Palisades, NY 10964-8000 Margo B. Edwards, Hawaii Institute of Geophysics and Planetology, University of Hawaii, Honolulu, HI 96822 David J. W. Piper, Geological Survey of Canada—Atlantic, Bedford Institute of Oceanography, Dartmouth, Nova Scotia B2Y 4A2, Canada NAMOC Study Group† ABSTRACT the western Atlantic, some 5000 to 6000 State-of-the-art sidescan-sonar imagery provides a bird’s-eye view of the giant km from their source. submarine drainage system of the Northwest Atlantic Mid-Ocean Channel Drainage of the ice sheet involved (NAMOC) in the Labrador Sea and reveals the far-reaching effects of drainage of the repeated collapse of the ice dome over Pleistocene Laurentide Ice Sheet into the deep sea. Two large-scale depositional Hudson Bay, releasing vast numbers of ice- systems resulting from this drainage, one mud dominated and the other sand bergs from the Hudson Strait ice stream in dominated, are juxtaposed. The mud-dominated system is associated with the short time spans. The repeat interval was meandering NAMOC, whereas the sand-dominated one forms a giant submarine on the order of 104 yr. These dramatic ice- braid plain, which onlaps the eastern NAMOC levee. This dichotomy is the result of rafting events, named Heinrich events grain-size separation on an enormous scale, induced by ice-margin sifting off the (Broecker et al., 1992), occurred through- Hudson Strait outlet.
[Show full text]
Spatial Variability of Levees As Measured Using the CPT
2nd International Symposium on Cone Penetration Testing, Huntington Beach, CA, USA, May 2010 Spatial Variability of Levees as Measured Using the CPT R.E.S. Moss Assistant Professor, Cal Poly, San Luis Obispo J. C. Hollenback Graduate Researcher, U.C. Berkeley J. Ng Undergraduate Researcher, Cal Poly, San Luis Obispo ABSTRACT: The spatial variability of a soil deposit is something that is commonly discussed but difficult to quantify. The heterogeneity as a function of lateral distance can be critical to the design of long engineered structures such as highways, bridges, levees, and other lifelines. This paper presents a methodology for using CPT mea- surements to quantifying the spatial variability of cone tip resistance along a levee in the California Bay Delta. The results, presented in the form of a general relative va- riogram, identify the distance at which the maximum spatial variability is achieved for a given soil strata. This information helps define minimally correlated stretches of levee for proper failure and risk analysis. Presented herein are methods of interpret- ing, calculating, and analyzing CPT data to arrive at the quantified spatial variability with respect to different static and seismic failure modes common to levee systems. 1 INTRODUCTION Spatial variability of engineering properties in soil strata is inherent to the nature of soil. Spatial variability is controlled primarily by the depositional environment where high energy systems usually deposit materials with high spatial variability (e.g. al- luvial gravels) and low energy systems usually deposit materials with low spatial va- riability (e.g. lacustrine clays). This spatial variability is generally taken into account in geotechnical design in a qualitative empirical manner through appropriately spaced borings to assess the changing subsurface conditions.
[Show full text]
Part 629 – Glossary of Landform and Geologic Terms
Title 430 – National Soil Survey Handbook Part 629 – Glossary of Landform and Geologic Terms Subpart A – General Information 629.0 Definition and Purpose This glossary provides the NCSS soil survey program, soil scientists, and natural resource specialists with landform, geologic, and related terms and their definitions to— (1) Improve soil landscape description with a standard, single source landform and geologic glossary. (2) Enhance geomorphic content and clarity of soil map unit descriptions by use of accurate, defined terms. (3) Establish consistent geomorphic term usage in soil science and the National Cooperative Soil Survey (NCSS). (4) Provide standard geomorphic definitions for databases and soil survey technical publications. (5) Train soil scientists and related professionals in soils as landscape and geomorphic entities. 629.1 Responsibilities This glossary serves as the official NCSS reference for landform, geologic, and related terms. The staff of the National Soil Survey Center, located in Lincoln, NE, is responsible for maintaining and updating this glossary. Soil Science Division staff and NCSS participants are encouraged to propose additions and changes to the glossary for use in pedon descriptions, soil map unit descriptions, and soil survey publications. The Glossary of Geology (GG, 2005) serves as a major source for many glossary terms. The American Geologic Institute (AGI) granted the USDA Natural Resources Conservation Service (formerly the Soil Conservation Service) permission (in letters dated September 11, 1985, and September 22, 1993) to use existing definitions. Sources of, and modifications to, original definitions are explained immediately below. 629.2 Definitions A. Reference Codes Sources from which definitions were taken, whole or in part, are identified by a code (e.g., GG) following each definition.
[Show full text]
Documentation of Design Deficiencies Santa Clara River Levee System (Scr-1) 1
DOCUMENTATION OF DESIGN DEFICIENCIES SANTA CLARA RIVER LEVEE SYSTEM (SCR-1) 1. Project Description and Watershed Characteristics The Santa Clara River Levee (SCR-1) system is located in the city of Oxnard, in Ventura County, California. It is approximately 4.72 miles long, extending along the southeast bank of the Santa Clara River from Highway 101, at its downstream terminus, to the community of Saticoy, at its upstream terminus (see Figure 1). SCR-1 was originally designed in 1958 by the U.S. Army Corps of Engineers (Corps) to control the Corps’ predicted Standard Project Flood peak discharge of 225,000 cubic feet per second (cfs), a peak emanating from a partially regulated 1,600-square-mile Santa Clara River watershed. The height of SCR-1 varies from approximately 4 feet to 13 feet. The compacted fill embankment that forms SCR-1 has a top width of 18 feet. The levee embankment slopes are 2 horizontal to 1 vertical (2H:1V), on both the landward side and the riverward side. The riverward side of the embankment has a 1.5- to 2- foot-thick rock revetment, with a concrete facing at and near highway bridges. The rock revetment extends from the top of the embankment to varying depths. The lowest depth of the rock revetment is hereinafter referred to as the “toedown.” Construction of the SCR-1 project was completed in 1961. The levee was constructed adjacent to the active channel of the Santa Clara River. A review of historical aerial photography, dating as far back as 1927, indicates that before construction of the SCR-1, there were numerous locations along the project reach where the primary braid of the Santa Clara River impinged directly on the east and west banks of the river at rather abrupt flow angles.
[Show full text]
Corte Madera
CORTE MADERA Community Profile: Corte Madera Corte Madera is a primarily residential community IMPACTS AT-A-GLANCE: SCENARIO 6 with several large commercial areas that take advantage of the highway corridor. These 1,500+ living units 9,500+ people commercial areas serve the entire region and include outdoor malls, auto dealerships, restaurants, 994 acres exposed 79 commercial and other local business. In the near-term, 230 16 miles of roads parcels acres could be exposed to sea level rise. By the long-term, 906 acres could be exposed to sea level Storm, tidal, and Corte Madera rise and 994 acres could be exposed with an subsidence impacts Caltrans additional 100-year storm surge. Key vulnerabilities already occur Central Marin PD in Corte Madera include: Corte Madera Fire $1.4 billion worth of CHP Homes along the tributaries to Corte Madera assessed property value; Larkspur-Corte Creek may be vulnerable in the near-term. assets vulnerable; $1.5 Madera School Commercial areas on Paradise Drive may be billion in single family District vulnerable to sea level rise in the near-term, and market value189 HOAs storm surges sooner. Property Owners Segments of the 101 could be vulnerable to seasonal storm surges in the near-term, and sea level rise in the medium to long-terms. Access to the community from the US Highway 101 Map 77. Corte Madera Sea Level Rise and corridor may become increasingly difficult with 100-year Storm Surge Scenarios chronic flooding. Marin Country Day School, Marin Montessori, Cove Elementary, and Neil Cummins elementary could be vulnerable across the scenarios.
[Show full text]
Sutter Butte Flood Control Agency Strategic Plan April 2018 1.0
Sutter Butte Flood Control Agency Strategic Plan April 2018 1.0 Introduction The Sutter-Butte Basin (Basin) covers 300 square miles bordered by the Cherokee Canal to the north, the Sutter Buttes to the west, the Sutter Bypass to the southwest and the 44-mile long Feather River to the east—see Figure 1. The Basin is home to 95,000 residents and encompasses $7 billion of damageable assets (as estimated by the U.S. Army Corps of Engineers, or USACE). The region has sustained numerous floods, including the 1955 levee failure on the Feather River, which resulted in the deaths of at least 38 people. The personal safety and economic stability of large segments of the population are reliant on flood management systems that, until recent efforts, did not begin to meet modern engineering standards. Numerous projects and programs have been implemented in the Basin over the years to reduce flood risk, including the Feather River West Levee Project, which is nearing completion. The Sutter Butte Flood Control Agency (SBFCA) leads the planning and implementation efforts in the Basin to reduce the risk of catastrophic, riverine flooding. In this role, SBFCA collaborates with local, regional, state, tribal and federal agencies and organizations. On January 13, 2016 the SBFCA Board of Directors adopted the Strategic Plan to guide these efforts. This version is the first update to the Strategic Plan. 2.0 Purpose of the Strategic Plan The purpose of the Strategic Plan is to help formulate and articulate a vision for flood management within the Basin and to describe an approach to achieve this vision.
[Show full text]
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.
[Show full text]
A Geomorphic Classification System
A Geomorphic Classification System U.S.D.A. Forest Service Geomorphology Working Group Haskins, Donald M.1, Correll, Cynthia S.2, Foster, Richard A.3, Chatoian, John M.4, Fincher, James M.5, Strenger, Steven 6, Keys, James E. Jr.7, Maxwell, James R.8 and King, Thomas 9 February 1998 Version 1.4 1 Forest Geologist, Shasta-Trinity National Forests, Pacific Southwest Region, Redding, CA; 2 Soil Scientist, Range Staff, Washington Office, Prineville, OR; 3 Area Soil Scientist, Chatham Area, Tongass National Forest, Alaska Region, Sitka, AK; 4 Regional Geologist, Pacific Southwest Region, San Francisco, CA; 5 Integrated Resource Inventory Program Manager, Alaska Region, Juneau, AK; 6 Supervisory Soil Scientist, Southwest Region, Albuquerque, NM; 7 Interagency Liaison for Washington Office ECOMAP Group, Southern Region, Atlanta, GA; 8 Water Program Leader, Rocky Mountain Region, Golden, CO; and 9 Geology Program Manager, Washington Office, Washington, DC. A Geomorphic Classification System 1 Table of Contents Abstract .......................................................................................................................................... 5 I. INTRODUCTION................................................................................................................. 6 History of Classification Efforts in the Forest Service ............................................................... 6 History of Development .............................................................................................................. 7 Goals
[Show full text]
Technical Evaluation of the Performance of River Groynes Installed in Sezar and Kashkan Rivers, Lorestan, Iran
J. Appl. Environ. Biol. Sci. , 5(1 1S)258 -268 , 2015 ISSN: 2090-4274 Journal of Applied Environmental © 2015, TextRoad Publication and Biological Sciences www.textroad.com Technical Evaluation of the Performance of River Groynes Installed in Sezar and Kashkan Rivers, Lorestan, Iran Farzad Mohammadi*1, Nazanin Mohammadi 2 1 Department of Water Sciences and Engineering, Shoushtar Branch, Islamic Azad University, Shoushtar, Iran 2 Department of Architecture and Urbanism, Shahid Beheshti University, Tehran, Iran Received: May 14, 2015 Accepted: August 27, 2015 ABSTRACT In this paper we aim to investigate the performance of River Groynes that have installed near the banks of Kashkan and Sezar rivers in Lorestan province of Iran. For this purpose we performed field studies, and collected information about these rivers. To predict depth of scour at groynes we used equations proposed by Khosla (1953), Garde et al (1961), Niel (1973), Zaghloul(1983), Ahmad (1953), Gill (1972) and Liu (1961).Our results showed that The groyne constructed on both rivers had performed their performance properly in spite of their design and application. The spaces between groynes and their length had been determined suitably in Sezar river, but it was not suitable in Kashkan river. Using poor materials, poor pier foundation, and improper lateral wall angle were their negative aspects Considering the armoring phenomenon, the river bed has reached a proper balance, and therefore, river protection and thus, erosion between two groynes was conducted properly. KEYWORDS: Kashkan River, Sezar River, river groyne, performance, scour depth, flow pattern, groyne- fields 1. INTRODUCTION Rivers are continuously changing under the influence of various factors including geology and topology of the region, properties of alluvial deposits in floodplain, hydrologic features of the basin, hydraulic condition of the flow, and human exploitations.
[Show full text]
What Is a Levee?
WHAT IS A LEVEE? NFIP Definitions of Levees and Levee Systems Additional Information You can contact your local The National Flood Insurance Program (NFIP) defines a levee in Title government agencies, such as 44, Chapter 1, Section 59.1 of the Code of Federal Regulations (44 the public works department or CFR 59.1) as “a man-made structure, usually an earthen flood control district, to stay embankment, designed and constructed in accordance with sound informed about the status of engineering practices to contain, control, or divert the flow of water so levees and their locations in as to reduce risk from temporary flooding.” The NFIP regulations your community. define a levee system as “a flood protection system which consists of a levee, or levees, and associated structures, such as closure and For more information on drainage devices, which are constructed and operated in accordance levee systems and links to levee-related fact sheets, with sound engineering practices.” For the purposes of this document, please visit Living with levees and levee systems are referred to as “levees.” Levees: It’s a Shared Responsibility. Participating Communities and Levees To see how levees work and More than 22,000 communities participate in the NFIP by adopting how they can fail, please visit FloodSmart Levee and enforcing floodplain management ordinances to reduce future Simulator. flood damage. In exchange, the NFIP offers federally backed flood insurance to homeowners, renters, and business owners in these For more information on communities. Communities that voluntarily join the NFIP are required flood insurance for your to adopt floodplain management ordinances that minimize damage to home or business or to find properties in Special Flood Hazard Areas (SFHAs).
[Show full text]
Marysville Levee Commission Background
Marysville Levee Commission Background 2012 Central Valley Flood Protection Plan Regional Flood Management Plans Basin‐wide Feasibility Studies 2017 Central Valley Flood Protection Plan Feather River Regional Boundary Memorandum of Understanding Partner Agencies: Sutter Butte Flood Control Agency (SBFCA) Marysville Levee Commission (MLC) Three Rivers Levee Improvement Authority (TRLIA) Yuba County Water Agency (YCWA) Marysville Levee Commission Feather River Regional Flood Management Plan Purpose: Build upon the CVFPP by obtaining more region‐specific information and local input for long term implementation of a sustainable and integrated flood risk reduction program in the Central Valley Duration: 18 months Budget: $1.1M Funding: DWR Grant Feather River Regional Stakeholders • 4 Counties – Sutter, Yuba, Butte, and Placer • 6 Cities –Yuba City, Live Oak, Biggs, Gridley, Marysville, and Wheatland • 4 Flood Control Agencies – Sutter Butte Flood Control Agency (SBFCA), Three Rivers Levee Improvement Authority (TRLIA), and the Yuba County Water Agency (YCWA), Marysville Levee Commission (MLC) • 9 LMAs –RD’s 10, 784, 817, 2103, 1001, LD 1, LD 9, Marysville Levee District and the Sutter Yard (MA 5, 7, 13, & 16) • 2 Small Communities –Rio Oso and Nicolaus • 21 Currently identified Stakeholder Groups – Including Farm Bureau, Growers, Enterprise Rancheria, Environmental groups/NGOs, Water groups, Chambers of Commerce, Schools, Building and Realty groups, and Citizen and Neighborhood associations Coordinating Committee Steve Lambert primary;
[Show full text]
Conceptualization and Prototype of an Anti-Erosion Sensing Revetment for Levee Monitoring: Experimental Tests and Numerical Modeling
water Article Conceptualization and Prototype of an Anti-Erosion Sensing Revetment for Levee Monitoring: Experimental Tests and Numerical Modeling Manuel Bertulessi 1,* , Daniele F. Bignami 2, Ilaria Boschini 1 , Andrea Chiarini 3, Maddalena Ferrario 4, Nicola Mazzon 5, Giovanni Menduni 1, Jacopo Morosi 4 and Federica Zambrini 1 1 Civil and Environmental Engineering Department, Politecnico di Milano, Piazza Leonardo da Vinci, 32, 20133 Milano, Italy; [email protected] (I.B.); [email protected] (G.M.); [email protected] (F.Z.) 2 Fondazione Politecnico di Milano, Piazza Leonardo da Vinci, 32, 20133 Milano, Italy; [email protected] 3 Studio di Ingegneria Civile e Ambientale ChiariniAssociati, Via Galileo Ferraris, 63, 52100 Arezzo, Italy; [email protected] 4 Cohaerentia Srl, Via Pinturicchio 5, 20131 Milano, Italy; [email protected] (M.F.); [email protected] (J.M.) 5 Maccaferri Innovation Center, Via Ipazia, 2, 39100 Bolzano, Italy; [email protected] * Correspondence: [email protected] Received: 28 September 2020; Accepted: 26 October 2020; Published: 28 October 2020 Abstract: The problem of levee embankment control during high flows is crucial for flood risk management in floodplains. Levee defense lines are often hundreds of kilometers long and surveys during emergencies are not easy tasks. For these reasons, levees monitored with in situ sensors and a suitable Information Technology (IT) real-time data communication and integration infrastructure, so-called “smart levees”, are gaining increasing interest as a crucial protection technology in floodplains. The paper presents the conceptualization of a prototype of a levee smart revetment, based on the integration of an optical fiber (OF) cable into a steel double-twisted wire mesh.
[Show full text]