Mass Movements General Anatomy
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Hazard Identification and Vulnerability Analysis Revised January 2016
COMPREHENSIVE EMERGENCY HAZARD IDENTIFICATION MANAGEMENT PLAN AND VULNERABILITY ANALYSIS CITY OF OLYMPIA, WASHINGTON HAZARD IDENTIFICATION AND VULNERABILITY ANALYSIS REVISED JANUARY 2016 OLYMPIA FIRE DEPARTMENT, EMERGENCY MANAGEMENT DIVISION 100 EASTSIDE STREET, N. E., OLYMPIA, WA 98506 JANUARY 2016 PAGE 1 OF 48 COMPREHENSIVE EMERGENCY HAZARD IDENTIFICATION MANAGEMENT PLAN AND VULNERABILITY ANALYSIS THIS PAGE LEFT INTENTIONALLY BLANK. JANUARY 2016 PAGE 2 OF 48 COMPREHENSIVE EMERGENCY HAZARD IDENTIFICATION MANAGEMENT PLAN AND VULNERABILITY ANALYSIS EXECUTIVE SUMMARY The Hazard Identification and Vulnerability Analysis (HIVA) for the City of Olympia identifies various hazards in the region and then assesses the risk associated with each hazard. The City of Olympia Comprehensive Emergency Management Plan, which facilitates each phase of emergency management, is built upon and designed to coordinate with this HIVA in accordance with WAC 118-30-060 (1) which states, “Each political subdivision must base its Comprehensive Emergency Management Plan on a hazard analysis.” This HIVA serves as a foundation for city planning including preparedness, mitigation, response, and recovery activities and is a training tool, providing introductory knowledge of the hazards in City of Olympia. The data contained within the HIVA is not original, but extracted from many sources. The HIVA assesses potential hazards within the city, and surrounding areas with a focus on hazards that have the potential to cause large-scale disasters as well as hazards with less severe impacts that still require significant planning and response efforts to mitigate or neutralize. Even if the City of Olympia is not directly impacted by a hazard there is still a potential for significant indirect impact on the city as various critical infrastructure systems owned, operated, or utilized by the City extend beyond its borders. -
Slope Stability Back Analysis Using Rocscience Software
Slope Stability Back Analysis using Rocscience Software A question we are frequently asked is, “Can Slide do back analysis?” The answer is YES, as we will discover in this article, which describes various methods of back analysis using Slide and other Rocscience software. In this article we will discuss the following topics: Back analysis of material strength using sensitivity or probabilistic analysis in Slide Back analysis of other parameters (e.g. groundwater conditions) Back analysis of support force for required factor of safety Manual and advanced back analysis Introduction When a slope has failed an analysis is usually carried out to determine the cause of failure. Given a known (or assumed) failure surface, some form of “back analysis” can be carried out in order to determine or estimate the material shear strength, pore pressure or other conditions at the time of failure. The back analyzed properties can be used to design remedial slope stability measures. Although the current version of Slide (version 6.0) does not have an explicit option for the back analysis of material properties, it is possible to carry out back analysis using the sensitivity or probabilistic analysis modules in Slide, as we will describe in this article. There are a variety of methods for carrying out back analysis: Manual trial and error to match input data with observed behaviour Sensitivity analysis for individual variables Probabilistic analysis for two correlated variables Advanced probabilistic methods for simultaneous analysis of multiple parameters We will discuss each of these various methods in the following sections. Note that back analysis does not necessarily imply that failure has occurred. -
Beyond the Angle of Repose: a Review and Synthesis of Landslide Processes in Response to Rapid Uplift, Eel River, Northern Eel River, Northern California
Portland State University PDXScholar Geology Faculty Publications and Presentations Geology 2-23-2015 Beyond the Angle of Repose: A Review and Synthesis of Landslide Processes in Response to Rapid Uplift, Eel River, Northern Eel River, Northern California Joshua J. Roering University of Oregon Benjamin H. Mackey University of Canterbury Alexander L. Handwerger University of Oregon Adam M. Booth Portland State University, [email protected] Follow this and additional works at: https://pdxscholar.library.pdx.edu/geology_fac David A. Schmidt Univ Persityart of of the W Geologyashington Commons , Geomorphology Commons, and the Geophysics and Seismology Commons Let us know how access to this document benefits ou.y See next page for additional authors Citation Details Roering, Joshua J., Mackey, Benjamin H., Handwerger, Alexander L., Booth, Adam M., Schmidt, David A., Bennett, Georgina L., Cerovski-Darriau, Corina, Beyond the angle of repose: A review and synthesis of landslide pro-cesses in response to rapid uplift, Eel River, Northern California, Geomorphology (2015), doi: 10.1016/j.geomorph.2015.02.013 This Post-Print is brought to you for free and open access. It has been accepted for inclusion in Geology Faculty Publications and Presentations by an authorized administrator of PDXScholar. Please contact us if we can make this document more accessible: [email protected]. Authors Joshua J. Roering, Benjamin H. Mackey, Alexander L. Handwerger, Adam M. Booth, David A. Schmidt, Georgina L. Bennett, and Corina Cerovski-Darriau This post-print is available at PDXScholar: https://pdxscholar.library.pdx.edu/geology_fac/75 ACCEPTED MANUSCRIPT Beyond the angle of repose: A review and synthesis of landslide processes in response to rapid uplift, Eel River, Northern California Joshua J. -
Soil and Rock Properties
Soil and rock properties W.A.C. Bennett Dam, BC Hydro 1 1) Basic testing methods 2) Soil properties and their estimation 3) Problem-oriented classification of soils 2 1 Consolidation Apparatus (“oedometer”) ELE catalogue 3 Oedometers ELE catalogue 4 2 Unconfined compression test on clay (undrained, uniaxial) ELE catalogue 5 Triaxial test on soil ELE catalogue 6 3 Direct shear (shear box) test on soil ELE catalogue 7 Field test: Standard Penetration Test (STP) ASTM D1586 Drop hammers: Standard “split spoon” “Old U.K.” “Doughnut” “Trip” sampler (open) 18” (30.5 cm long) ER=50 ER=45 ER=60 Test: 1) Place sampler to the bottom 2) Drive 18”, count blows for every 6” 3) Recover sample. “N” value = number of blows for the last 12” Corrections: ER N60 = N 1) Energy ratio: 60 Precautions: 2) Overburden depth 1) Clean hole 1.7N 2) Sampler below end Effective vertical of casing N1 = pressure (tons/ft2) 3) Cobbles 0.7 +σ v ' 8 4 Field test: Borehole vane (undrained shear strength) Procedure: 1) Place vane to the bottom 2) Insert into clay 3) Rotate, measure peak torque 4) Turn several times, measure remoulded torque 5) Calculate strength 1.0 Correction: 0.6 Bjerrum’s correction PEAK 0 20% P.I. 100% Precautions: Plasticity REMOULDED 1) Clean hole Index 2) Sampler below end of casing ASTM D2573 3) No rod friction 9 Soil properties relevant to slope stability: 1) “Drained” shear strength: - friction angle, true cohesion - curved strength envelope 2) “Undrained” shear strength: - apparent cohesion 3) Shear failure behaviour: - contractive, dilative, collapsive -
Disaster Management of India
DISASTER MANAGEMENT IN INDIA DISASTER MANAGEMENT 2011 This book has been prepared under the GoI-UNDP Disaster Risk Reduction Programme (2009-2012) DISASTER MANAGEMENT IN INDIA Ministry of Home Affairs Government of India c Disaster Management in India e ACKNOWLEDGEMENT The perception about disaster and its management has undergone a change following the enactment of the Disaster Management Act, 2005. The definition of disaster is now all encompassing, which includes not only the events emanating from natural and man-made causes, but even those events which are caused by accident or negligence. There was a long felt need to capture information about all such events occurring across the sectors and efforts made to mitigate them in the country and to collate them at one place in a global perspective. This book has been an effort towards realising this thought. This book in the present format is the outcome of the in-house compilation and analysis of information relating to disasters and their management gathered from different sources (domestic as well as the UN and other such agencies). All the three Directors in the Disaster Management Division, namely Shri J.P. Misra, Shri Dev Kumar and Shri Sanjay Agarwal have contributed inputs to this Book relating to their sectors. Support extended by Prof. Santosh Kumar, Shri R.K. Mall, former faculty and Shri Arun Sahdeo from NIDM have been very valuable in preparing an overview of the book. This book would have been impossible without the active support, suggestions and inputs of Dr. J. Radhakrishnan, Assistant Country Director (DM Unit), UNDP, New Delhi and the members of the UNDP Disaster Management Team including Shri Arvind Sinha, Consultant, UNDP. -
Geology and Seismicity
SECTIONNINE GEOLOGY AND SEISMICITY 9. Section 9 NINE Geology and Seismicity This section describes the major geologic regions that could be affected by project construction and operation and the potential environmental consequences of the alternatives. 9.1 AFFECTED ENVIRONMENT The following paragraphs summarize the geologic conditions and hazards that may be encountered during the construction and implementation of the alternatives for the San Luis Drainage Feature Re-evaluation. The geologic environment is discussed in greater detail in Appendix H. The focus of this section is the geologic and seismic characteristics of the Great Valley and the Coast Ranges geomorphic provinces, which may influence the comparison of a the action alternatives due to the geologic conditions and potential geologic hazards associated with these regions. 9.1.1 Regulatory Background Several Federal and State regulations govern geology, seismicity, and soils in California. The Federal actions include the Earthquake Hazard Reduction Act of 1977, Executive Order 12699 on Seismic Safety of Federal Buildings, and the Uniform Building Code (superceded in California by the California Building Code). The State actions include the Alquist-Priolo Act, the Field Act, the California Building Code, and the Seismic Hazards Mapping Act. Some State agencies, including California Department of Transportation (Caltrans) and California Department of Water Resources (DWR), Division of Safety of Dams, have their own actions covering seismic and geologic hazards. In addition, municipalities and counties can have general or specific plans that may include the need for permitting. The regulatory background governing geology, seismicity, and soils is discussed further in Section 4.6. SLDFR Final EIS Section 09_Geology 9-1 SECTIONNINE Geology and Seismicity 9.1.2 Geologic Setting The existing San Luis Drain is situated near the western margin of San Joaquin Valley (Figure 9-1), which comprises the southern region of the Great Valley geomorphic province (Harden 1998). -
Lahars in Crescent River Valley, Lower Cook Inlet, Alaska
LAHARS IN CRESCENT RIVER VALLEY, LOWER COOK INLET, ALASKA BY James R. Riehle, Juergen Kienle, and Karen S. Emmel GEOLOGIC REPORT 53 STATE OF ALASKA Jay S. Hammond, Governor Robert E. LeResche, Commissioner, Dept. of Natural Resources Geoffrey Haynes, Deputy Commissioner Ross G. Schaff, State Geologist Cover photo: Redoubt Volcano in eruption, January 1966. (Taken by Jon Gardey from an airplane on north side of volcano looking west.) Available from Alaska Division of Geological and Geophysical Surveys, P.O. Box 80007. College. 99708; 941 Dowling Rd., Anchorage. 99502; P.O. Box 7438, Ketchikan, 99901; and 230 So. Franklin St. (Rm 407), Juneau, 99801. CONTENTS Page Abstract ................................................................................ Introduction............................................................................. Description and inferred origin of the deposits................................................... Location .............................................................................. Internal characteristics .................................................................. Interpretation of observations ............................................................ Ageofthelahars.......................................................................... Originofthelahars........................................................................ Potential hazards of lahars .................................................................. Acknowledgments ........................................................................ -
Surficial Geologic Map of the Ahsahka Quadrangle, Clearwater County
IDAHO GEOLOGICAL SURVEY DIGITAL WEB MAP 7 MOSCOW-BOISE-POCATELLO OTHBERG, WEISZ, AND BRECKENRIDGE SURFICIAL GEOLOGIC MAP OF THE AHSAHKA QUADRANGLE, Disclaimer: This Digital Web Map is an informal report and may be revised and formally published at a later time. Its content and format CLEARWATER COUNTY, IDAHO may not conform to agency standards. Kurt L. Othberg, Daniel W. Weisz, and Roy M. Breckenridge 2002 embayments that now form the eastern edge of the Columbia River Plateau where the relatively flat region meets the mountains. Sediments of the Latah Qls Formation are interbedded with the basalt flows, and landslide deposits QTcr occur where major sedimentary interbeds are exposed along the valley sides. Qcg Pleistocene loess forms a thin discontinuous mantle on deeply weathered surfaces of the basalt plateau and mountain foothills. In the late Pleistocene, multiple Lake Missoula Floods inundated the Clearwater River valley, locally Qcb Qcb depositing silt, sand, and ice-rafted pebbles and cobbles in the lower elevations of the canyon. QTcr QTlsr The bedrock geology of this area is mapped by Lewis and others (2001) and shows details of the basement rocks and the Miocene basalt flows and Qcg sediments. The bedrock map’s cross sections are especially useful for QTlbr Qls interpreting subsurface conditions suitable for siting water wells and assessing Qls the extent and limits of ground water. Qac Qls QTlsr SURFICIAL DEPOSITS QTlbr QTlbr m Made ground (Holocene)—Large-scale artificial fills composed of excavated, transported, and emplaced construction materials of highly varying composition, but typically derived from local sources. Qam QTlsr Alluvium of mainstreams (Holocene)—Channel and flood-plain deposits of the Clearwater River that are actively being formed on a seasonal or annual Qls Qls basis. -
Types of Landslides.Indd
Landslide Types and Processes andslides in the United States occur in all 50 States. The primary regions of landslide occurrence and potential are the coastal and mountainous areas of California, Oregon, Land Washington, the States comprising the intermountain west, and the mountainous and hilly regions of the Eastern United States. Alaska and Hawaii also experience all types of landslides. Landslides in the United States cause approximately $3.5 billion (year 2001 dollars) in dam- age, and kill between 25 and 50 people annually. Casualties in the United States are primar- ily caused by rockfalls, rock slides, and debris flows. Worldwide, landslides occur and cause thousands of casualties and billions in monetary losses annually. The information in this publication provides an introductory primer on understanding basic scientific facts about landslides—the different types of landslides, how they are initiated, and some basic information about how they can begin to be managed as a hazard. TYPES OF LANDSLIDES porate additional variables, such as the rate of movement and the water, air, or ice content of The term “landslide” describes a wide variety the landslide material. of processes that result in the downward and outward movement of slope-forming materials Although landslides are primarily associ- including rock, soil, artificial fill, or a com- ated with mountainous regions, they can bination of these. The materials may move also occur in areas of generally low relief. In by falling, toppling, sliding, spreading, or low-relief areas, landslides occur as cut-and- La Conchita, coastal area of southern Califor- flowing. Figure 1 shows a graphic illustration fill failures (roadway and building excava- nia. -
South Fork Coquille Watershed Analysis
DOCUMENT A 13.66/2: COQUILLE fiVE, LOWER S.F. 17 10 03 00* I C 66x 1 COQUILLE RIVER, UPPER S.F 17 1:-03 01* ' United States Q, '0) Departimnt of Agriculture THIS PUBLICATION Forest Serilce CMN FE CHECKED OUT Pacific Northwest Region 1995 JA* fSouth Fork Coquille Wate1hed Analysis Iteration 1.0 Powers Ranger Distric, Slsklyou National Forest September 1995 SOUTHERN OREGON UNWVERSiTY LIBRARY ASHLAND, OREGON 97520 United Stat. Depaenent of Agnculure Forest Service Pacific Northwest Region 1995 SOUTH FORK COQUILLE WATERSHED ANALYSIS ITERATION 1.0 I have read this analysis and it meets the Standards and Guidelines for watershed analysis required by an amendment to the Forest Plan (Record of Decision dated April 1994). Any additional evidence needed to make a decision will be gathered site-specifically as part of a NEPA document or as an update to this document. SIGNED CoQ 4 DATE q 1T2 letE District Ranger Powers Ranger District Siskiyou National Forest South Fork Coquille Watershed Analysis - September 1995 Developed by Interdisciplinary Team Members: Steve Harbert Team leader Betsy Howell Wildlife Biologist Dave Shea Botantist, Wildlife Biologist Ruth Sisko Forester Cindy Ricks Geologist Chris Parks Hydrologist Max Yager Fish Biologist Kathy Helm Writer-Editor (March-April 1995), BLM Tina Harbert Writer-Editor (May-July 1995), Powers R.D. Joe Hallett Cultural Resource Key Support: Joel King Forest Planner, Siskiyou National Forest Sue Olson Acting District Ranger, Powers R.D. (Jan-May 1995) Carl Linderman District Ranger, Powers R.D. Marshall Foster GIS, Powers R.D. Jodi Shorb Computer Assistant Linda Spencer Computer Support For Further Information, contact: Powers Ranger District Powers, OR 97466 (503) 439-3011 The policy of the United States Department of Agriculture Forest Service prohibits discrimination on the basis of race, color, national origin, age, religion, sex, or disability, familial status, or political affiliation. -
Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics
Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics Shear Strength of Soils Ability of soil to resist sliding on itself on the slope Angle of Repose definition n1. the maximum angle to the horizontal at which rocks, soil, etc, will remain without sliding Shear Strength Parameters and Soils Info Φ angle of internal friction C cohesion (clays are cohesive and sands are non-cohesive) Θ slope angle γ unit weight of soil Internal Angles of Friction Estimates for our use in example Silty sand Φ = 25 degrees Loose sand Φ = 30 degrees Medium to Dense sand Φ = 35 degrees Rock Riprap Φ = 40 degrees Slope Stability Analysis Basics Explore Site Geology Characterize soil shear strength Construct slope stability model Establish seepage and groundwater conditions Select loading condition Locate critical failure surface Iterate until minimum Factor of Safety (FS) is achieved Rules of Thumb and “Easy” Method of Estimating Slope Stability Geology and Soils Information Needed (from site or soils database) Check appropriate loading conditions (seeps, rapid drawdown, fluctuating water levels, flows) Select values to input for Φ and C Locate water table in slope (critical for evaluation!) 2:1 slopes are typically stable for less than 15 foot heights Note whether or not existing slopes are vegetated and stable Plan for a factor of safety (hazards evaluation) FS between 1.4 and 1.5 is typically adequate for our purposes No Flow Slope Stability Analysis FS = tan Φ / tan Θ Where Φ is the effective -
Cohesion Development in Disrupted Soils As Affected by Clay and Organic Matter Content and Temperature'
463 Reprinted from the Soil Science Society of America Journal Volume 51, no. 4. July-August 1987 677 South Segos Rd., Madmon, WI 53711 USA Cohesion Development in Disrupted Soils as Affected by Clay and Organic Matter Content and Temperature' w. D. KEMPER, R. C. ROSENAU, AND A. R. DEXTER 2 ABSTRACT OIL STRUCTURE IS DISRUPTED and bonds holding Soils were dispersed and separated into sand, silt, and clay frac- S particles together are broken frequently as soil is tions that were reconstituted to give mixtures of each soil with 5 to frozen at high water contents, wetted quickly, tilled, 40% clay. In the range from 0 to 35% clay, higher clay contents or compacted (e.g., Bullock et al, 1987). As soils dry, resulted in greater stability. Rate of cohesion recovery was over 10 increasing tension or negative pressure in the water times as fast at 90°C as it was at 23°C, showing that the processes (Briggs, 1950) pulls particles together, increasing the Involved are physical-chemical rather than biological. Maximum rates number of contact points at which bonding can take of cohesion recovery occurred at moderate soil water tensions, prob- place in newly disrupted soils. Strengths of aggregates ably because some tension is needed to pull the particles into direct formed from disrupted soils increase with time (Blake contact, but a continuous water phase is also essential to allow dif- and Oilman, 1970; Utomo and Dexter, 1981; Kemper fusion of bonding agents to the contact points. Since diffusion rates and Rosenau, 1984), even when water content re- in water increase 3e0o*, while rate of cohesion recovery increased mains constant, indicating increasing strength of par- 1000% when temperature was raised from 23 to 90°C, other factors, ticle-to-particle bonds.