1. Geology and Seismic Hazards

Total Page:16

File Type:pdf, Size:1020Kb

1. Geology and Seismic Hazards 8 PUBLIC SAFETY ELEMENT As required by State law, the Public Safety Element addresses the protection of the community from unreasonable risks from natural and manmade haz- ards. This Element provides information about risks in the Eden Area and delineates policies designed to prepare and protect the community as much as possible from the effects of: ♦ Geologic hazards, including earthquakes, ground-shaking, liquefaction and landslides. ♦ Flooding, including dam failures and inundation, tsunamis and seiches. ♦ Wildland fires. ♦ Hazardous materials. This Element also contains information and policies regarding general emer- gency preparedness. Each section includes background information on the particular hazard followed by goals, policies and actions designed to minimize risk for Eden Area residents. The Public Safety Element establishes mechanisms to prepare for and reduce death, injuries and damage to property from public safety hazards like flood- ing, fires and seismic events. Hazards are an unavoidable aspect of life, and the Public Safety Element cannot eliminate risk completely. Instead, the Element contains policies to create an acceptable level of risk. 1. GEOLOGY AND SEISMIC HAZARDS Earthquakes and secondary seismic hazards such as ground-shaking, liquefac- tion and landslides are the primary geologic hazards in the Eden Area. This section provides background on the seismic hazards that affect the Eden Area and includes goals, policies and actions to minimize these risks. 8-1 COUNTY OF ALAMEDA EDEN AREA GENERAL PLAN PUBLIC SAFETY ELEMENT A. Background Information As is the case in most of California, the Eden Area is subject to risks from seismic activity. The Eden Area is located in the San Andreas Fault Zone, one of the most seismically-active regions in the United States, which has generated numerous moderate to strong earthquakes in northern California and in the San Francisco Bay Area. The region experienced large and destruc- tive earthquakes in 1838, 1868, 1906 and 1989. Future earthquakes of equally grave proportions are a certainty in the San Francisco Bay region according to the Working Group on California Earthquake Probabilities (WG 02), estab- lished by the U.S. Geological Survey (USGS).1 Earthquakes can also give rise to various secondary seismic hazards, including ground shaking, liquefaction and subsidence, ground rupture and slope insta- bility. These seismic hazards can cause damage to structures, and risk the health and safety of citizens, particularly in unreinforced masonry buildings. 1. Measuring Earthquake Magnitudes The strength of an earthquake is generally expressed in two ways: magnitude and intensity. Magnitude, which is expressed in whole numbers and decimals (e.g. 7.1), is a measure that depends on the seismic energy radiated by the earthquake as recorded on seismographs. The original magnitude scale is the Richter scale (M),2 which has no upper limit and is not used to express dam- age.3 Earthquakes with magnitude of about 2.0M or less on the Richter scale are usually called microearthquakes and are not commonly felt by people. Events with magnitudes of about 4.0M and up are felt by most people. 1U.S. Geological Survey, 2003, Earthquake Probabilities In the San Francisco Bay Region: 2003-2032 by the Working Group on California Earthquake Probabilities. Open-File Report 03-214, page 1. 2 California Geological Survey, How Earthquakes and Their Effects are Meas- ured, Note 32, Revised April 2002. 3 USGS Earthquake Hazards Program (http://neic.usgs.gov/neis/general/ richter.html, accessed on January 27, 2005). 8-2 COUNTY OF ALAMEDA EDEN AREA GENERAL PLAN PUBLIC SAFETY ELEMENT The most commonly used magnitude scale today is the Moment Magnitude (Mw) scale, which is related to the physical size of fault rupture and the movement across a fault. Mw is based on the seismic moment4 at the source, or epicenter, of the earthquake. The Moment Magnitude scale is a way of rating the seismic moment of an earthquake with a simple, logarithmic nu- merical scale similar to the original Richter magnitude scale. Because it does not “saturate” the way local magnitude does, it is used for large earthquakes— those that would have a local magnitude of about 6.0M or larger.5 The force of an earthquake at a particular place is measured on the Modified Mercalli Intensity Scale, which is a subjective ranking of an earthquake’s ef- fects on persons and structures. It is expressed in Roman numerals from I to XII. Lower numbers on the scale indicate less severe shaking. Table 8-1 summarizes the Modified Mercalli Intensity Scale in relation to the Richter Scale. 2. Earthquake Faults The Hayward Fault, one of ten major faults that comprise the San Andreas Fault Zone, runs along the eastern edge of the Eden Area and links with the Rodgers Creek Fault to the north. Although the last major earthquake gen- erated by the Hayward Fault was in 1868, pressure is slowly building again and will begin to overcome the friction and other forces that are causing the fault zone to stick. Eventually, the accumulated energy will be released in another big earthquake.6 4 The seismic moment of an earthquake is determined by the strength or re- sistance of rocks to faulting multiplied by the area of the fault that ruptures and by the average displacement that occurs across the fault during the earthquake. (Source: Cali- fornia Geological Survey, How Earthquakes and Their Effects are Measured, Note 32, Revised April 2002.) 5 Sources: California Geological Survey, How Earthquakes and Their Effects are Measured, Note 32, Revised April 2002; http://www.seismo.berkeley.edu/ seismo/faq/magnitude.html; http://www.scecdc.scec.org/Module/sec3pg19.html. 6U.S. Geological Survey, USGS Open House 2000 Field Trip – Hayward fault zone, Hayward., http://wrgis.wr.usgs.gov/wgmt/sfbay/oh2000-ha-ft.pdf. 8-3 COUNTY OF ALAMEDA EDEN AREA GENERAL PLAN PUBLIC SAFETY ELEMENT TABLE 8-1 MODIFIED MERCALLI AND RICHTER SCALES Modified Expected Modified Definition Richter Mercalli Mercalli Maximum for this Plan Magnitude Category Intensity at Epicenter Usually detected only 2 I-II by instruments Minor 3 III Felt indoors Felt by most people; 4 IV-V slight damage Felt by all; many frightened Moderate 5 VI-VII and run outdoors; minor to moderate damage Everybody runs outdoors 6 VII-VIII moderate to major damage Major 7 IX-X Major damage 8+ X-XII Total and major damages Source: ABAG (http://www.abag.ca.gov/bayarea/eqmaps/doc/mmi.html). According to WG 02, the fault system that includes the Hayward and Rod- gers Creek faults has a 27 percent probability of generating an earthquake with a magnitude greater than or equal to 6.7 on the Mercalli Richter Scale in the next 30 years. It is also the most likely fault in the Bay Area to be the site of a major earthquake in this time period. 7 The Hayward Fault is of particular concern to WG 02 because of the dense urban fabric of the communities adjacent to it, and the major infrastructure lines that cross it. A large earthquake on the Hayward Fault would, in all probability, cause extensive damage throughout the Eden Area. 7 U.S. Geological Survey, USGS Open House 2000 Field Trip – Hayward fault zone, Hayward., http://wrgis.wr.usgs.gov/wgmt/sfbay/oh2000-ha-ft.pdf, page 4. 8-4 COUNTY OF ALAMEDA EDEN AREA GENERAL PLAN PUBLIC SAFETY ELEMENT A moderate to major earthquake along the Hayward Fault is most likely to generate the strongest ground shaking in the area, but other regional faults, including the San Andreas, Calaveras, Rodgers Creek and others could also affect the Eden Area. Regional faults are shown in Figure 8-1. A moderate to major earthquake on any of these faults could topple buildings, disrupt infra- structure, cripple the transportation system and trigger landslides. 3. Secondary Earthquake Hazards Earthquakes often result in secondary hazards that may cause widespread damage. The three most likely secondary earthquake hazards in the Eden Area are ground-shaking, liquefaction and landslides. The USGS and the As- sociation of Bay Area Governments (ABAG) have worked together to map the likely intensity of ground-shaking throughout the Bay Area under various earthquake scenarios. The most intense ground-shaking scenario mapped in the Eden Area assumes a 6.9 magnitude earthquake on the Hayward Fault system. The predicted ground-shaking from such an earthquake would be “very violent” or “violent” throughout most of the Eden Area.8 The California Geological Survey has mapped liquefaction and landslide haz- ards. Liquefaction occurs when the strength of saturated, loose, granular ma- terials, such as silt, sand or gravel, is dramatically reduced as a result of an earthquake. This earthquake-induced deformation transforms a stable mate- rial into a temporary fluid-like state in which solid particles are virtually in 8 Association of Bay Area Government’s Earthquake Maps and Information website. http://www.abag.ca.gov/bayarea/eqmaps. Violent shaking (IX Mw) would produce heavy damage and general panic. Some masonry and frame buildings would face serious structural and foundation damage. Reservoirs and underground pipes would also be at serious risk. Conspicuous cracks and ground disruption particularly in alluvial areas, are anticipated. Very Violent shaking (X Mw) would result in ex- treme damage. Most masonry and frame structures would be destroyed with their foundations. Some well-built wooden structures and bridges destroyed. There could be serious damage to dams, dikes, embankments and large landslides. Water may also be thrown from waterbodies and sand and mud would shifted horizontally on beaches and flat land. Rails would be bent slightly by the motion. 8-5 H e Yolo a ld El s b u r g - 505 R ¦¨§ o d g er Davis Sonoma s C r e e Napa Sacramento k F a 80 u ¦¨§ Sacramento l ut101 t Amador Napa S a G n r e Solano A e n n 5 d ¦¨§ r V e Fairfield a a l s l F e a y (!99 u F Calaveras lt a u C San Marin l o t n Joaquin c o §80 rd ¦¨ F a u lt Stockton Contra Costa Mt.
Recommended publications
  • 2021 Oregon Seismic Hazard Database: Purpose and Methods
    State of Oregon Oregon Department of Geology and Mineral Industries Brad Avy, State Geologist DIGITAL DATA SERIES 2021 OREGON SEISMIC HAZARD DATABASE: PURPOSE AND METHODS By Ian P. Madin1, Jon J. Francyzk1, John M. Bauer2, and Carlie J.M. Azzopardi1 2021 1Oregon Department of Geology and Mineral Industries, 800 NE Oregon Street, Suite 965, Portland, OR 97232 2Principal, Bauer GIS Solutions, Portland, OR 97229 2021 Oregon Seismic Hazard Database: Purpose and Methods DISCLAIMER This product is for informational purposes and may not have been prepared for or be suitable for legal, engineering, or surveying purposes. Users of this information should review or consult the primary data and information sources to ascertain the usability of the information. This publication cannot substitute for site-specific investigations by qualified practitioners. Site-specific data may give results that differ from the results shown in the publication. WHAT’S IN THIS PUBLICATION? The Oregon Seismic Hazard Database, release 1 (OSHD-1.0), is the first comprehensive collection of seismic hazard data for Oregon. This publication consists of a geodatabase containing coseismic geohazard maps and quantitative ground shaking and ground deformation maps; a report describing the methods used to prepare the geodatabase, and map plates showing 1) the highest level of shaking (peak ground velocity) expected to occur with a 2% chance in the next 50 years, equivalent to the most severe shaking likely to occur once in 2,475 years; 2) median shaking levels expected from a suite of 30 magnitude 9 Cascadia subduction zone earthquake simulations; and 3) the probability of experiencing shaking of Modified Mercalli Intensity VII, which is the nominal threshold for structural damage to buildings.
    [Show full text]
  • Recommended Guidelines for Liquefaction Evaluations Using Ground Motions from Probabilistic Seismic Hazard Analyses
    RECOMMENDED GUIDELINES FOR LIQUEFACTION EVALUATIONS USING GROUND MOTIONS FROM PROBABILISTIC SEISMIC HAZARD ANALYSES Report to the Oregon Department of Transportation June, 2005 Prepared by Stephen Dickenson Associate Professor Geotechnical Engineering Group Department of Civil, Construction and Environmental Engineering Oregon State University ODOT Liquefaction Hazard Assessment using Ground Motions from PSHA Page 2 ABSTRACT The assessment of liquefaction hazards for bridge sites requires thorough geotechnical site characterization and credible estimates of the ground motions anticipated for the exposure interval of interest. The ODOT Bridge Design and Drafting Manual specifies that the ground motions used for evaluation of liquefaction hazards must be obtained from probabilistic seismic hazard analyses (PSHA). This ground motion data is routinely obtained from the U.S. Geologocal Survey Seismic Hazard Mapping program, through its interactive web site and associated publications. The use of ground motion parameters derived from a PSHA for evaluations of liquefaction susceptibility and ground failure potential requires that the ground motion values that are indicated for the site are correlated to a specific earthquake magnitude. The individual seismic sources that contribute to the cumulative seismic hazard must therefore be accounted for individually. The process of hazard de-aggregation has been applied in PSHA to highlight the relative contributions of the various regional seismic sources to the ground motion parameter of interest. The use of de-aggregation procedures in PSHA is beneficial for liquefaction investigations because the contribution of each magnitude-distance pair on the overall seismic hazard can be readily determined. The difficulty in applying de-aggregated seismic hazard results for liquefaction studies is that the practitioner is confronted with numerous magnitude-distance pairs, each of which may yield different liquefaction hazard results.
    [Show full text]
  • Bray 2011 Pseudostatic Slope Stability Procedure Paper
    Paper No. Theme Lecture 1 PSEUDOSTATIC SLOPE STABILITY PROCEDURE Jonathan D. BRAY 1 and Thaleia TRAVASAROU2 ABSTRACT Pseudostatic slope stability procedures can be employed in a straightforward manner, and thus, their use in engineering practice is appealing. The magnitude of the seismic coefficient that is applied to the potential sliding mass to represent the destabilizing effect of the earthquake shaking is a critical component of the procedure. It is often selected based on precedence, regulatory design guidance, and engineering judgment. However, the selection of the design value of the seismic coefficient employed in pseudostatic slope stability analysis should be based on the seismic hazard and the amount of seismic displacement that constitutes satisfactory performance for the project. The seismic coefficient should have a rational basis that depends on the seismic hazard and the allowable amount of calculated seismically induced permanent displacement. The recommended pseudostatic slope stability procedure requires that the engineer develops the project-specific allowable level of seismic displacement. The site- dependent seismic demand is characterized by the 5% damped elastic design spectral acceleration at the degraded period of the potential sliding mass as well as other key parameters. The level of uncertainty in the estimates of the seismic demand and displacement can be handled through the use of different percentile estimates of these values. Thus, the engineer can properly incorporate the amount of seismic displacement judged to be allowable and the seismic hazard at the site in the selection of the seismic coefficient. Keywords: Dam; Earthquake; Permanent Displacements; Reliability; Seismic Slope Stability INTRODUCTION Pseudostatic slope stability procedures are often used in engineering practice to evaluate the seismic performance of earth structures and natural slopes.
    [Show full text]
  • Seismic Hazards Mapping Act Fact Sheet
    Department of Conservation California Geological Survey Seismic Hazards Mapping Act Fact Sheet The Seismic Hazards Mapping Act (SHMA) of 1990 (Public Resources Code, Chapter 7.8, Section 2690-2699.6) directs the Department of Conservation, California Geological Survey to identify and map areas prone to earthquake hazards of liquefaction, earthquake-induced landslides and amplified ground shaking. The purpose of the SHMA is to reduce the threat to public safety and to minimize the loss of life and property by identifying and mitigating these seismic hazards. The SHMA was passed by the legislature following the 1989 Loma Prieta earthquake. Staff geologists in the Seismic Hazard Mapping Program (Program) gather existing geological, geophysical and geotechnical data from numerous sources to compile the Seismic Hazard Zone Maps. They integrate and interpret these data regionally in order to evaluate the severity of the seismic hazards and designate Zones of Required Investigation for areas prone to liquefaction and earthquake–induced landslides. Cities and counties are then required to use the Seismic Hazard Zone Maps in their land use planning and building permit processes. The SHMA requires site-specific geotechnical investigations be conducted identifying the seismic hazard and formulating mitigation measures prior to permitting most developments designed for human occupancy within the Zones of Required Investigation. The Seismic Hazard Zone Maps identify where a site investigation is required and the site investigation determines whether structural design or modification of the project site is necessary to ensure safer development. A copy of each approved geotechnical report including the mitigation measures is required to be submitted to the Program within 30 days of approval of the report.
    [Show full text]
  • Seismic Hazard Analysis and Seismic Slope Stability Evaluation Using Discrete Faults in Northwestern Pakistan
    SEISMIC HAZARD ANALYSIS AND SEISMIC SLOPE STABILITY EVALUATION USING DISCRETE FAULTS IN NORTHWESTERN PAKISTAN BY BYUNGMIN KIM DISSERTATION Submitted in partial fulfillment of the requirements for the degree of Doctor of Philosophy in Civil Engineering in the Graduate College of the University of Illinois at Urbana-Champaign, 2012 Urbana, Illinois Doctoral Committee: Professor Youssef M.A. Hashash, Chair, Director of Research Associate Professor Scott M. Olson, Co-director of Research Professor Gholamreza Mesri Professor Amr S. Elnashai Associate Professor Junho Song ABSTRACT The Mw 7.6 earthquake that occurred on 8 October 2005 in Kashmir, Pakistan, resulted in tremendous number of fatalities and injuries, and also triggered numerous landslides. Although there are no reliable means to predict the timing of the earthquake, it is possible to reduce the loss of life and damages associated with strong ground motions and landslides by designing and mitigating structures based on proper seismic hazard and seismic slope stability analyses. This study presents the methodology and results of seismic hazard and slope stability analyses in northwestern Pakistan. The first part of the thesis describes the methodology used to perform deterministic and probabilistic seismic hazard analyses. The methodology of seismic hazard analysis includes identification of seismic sources from 32 faults in NW Pakistan, characterization of recurrence models for the faults based on both historical and instrumented seismicity in addition to geologic evidence, and selection of four plate boundary attenuation relations from the Next Generation Attenuation of Ground Motions Project. Peak ground accelerations for Kaghan and Muzaffarabad which are surrounded by major faults were predicted to be approximately 3 to 4 times greater than estimates by previous studies using diffuse areal source zones.
    [Show full text]
  • Seismic Aspects of Underground Structures of Hydropower Plants
    Seismic Aspects of Underground Structures of Hydropower Plants Dr. Martin Wieland Chairman, Committee on Seismic Aspects of Dam Design, International Commission on Large Dams (ICOLD), Poyry Energy Ltd., Hardturmstrasse 161, CH-8037 Zurich, Switzerland [email protected] Abstract Hydropower plants with underground powerhouse contain different types of underground structures namely: diversion tunnels, headrace and tailrace tunnels, access tunnels, caverns grouting and inspection galleries etc. As earthquake ground shaking affects all structures above and below ground at the same time and since some of them must remain operable after the strongest earthquake ground motion, they have to be designed and checked for different types of design earthquakes. The strictest performance criteria apply to spillway and bottom outlet structures, i.e. tunnels, intake, outlet, underground gate structures, etc. In the seismic design of underground structures it must be considered that the earthquake hazard is a mulit-hazard, which includes ground shaking, fault movements, mass movements blocking entrances, intakes and outlets, etc. Underground structures for hydropower plants are mainly in rock, therefore underground structures in soil are not discussed in this paper. Special problems are encountered in the pressure tunnels due to hydrodynamic pressures and leakage of lining of damaged pressure tunnels. The seismic design and performance criteria of underground structures of hydropower plants are discussed in a qualitative way on the basis of the seismic safety criteria applicable to large dams, approved by the International Commission on Large Dams (ICOLD). Keywords: seismic hazard, underground structures, hydropower plants Introduction The general perception of engineers is that underground structures in rock are not vulnerable to earthquakes as tunnels and caverns are assumed to move together with the foundation rock.
    [Show full text]
  • Evaluation of Seismic Performance of Geotechnical Structures
    View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by UC Research Repository Evaluation of seismic performance of geotechnical structures M. Cubrinovski University of Canterbury, Christchurch, New Zealand B. Bradley University of Canterbury, Christchurch, New Zealand ABSTRACT: Three different approaches for assessment of seismic performance of earth structures and soil- structure systems are discussed in this paper. These approaches use different models, analysis procedures and are of vastly different complexity. All three methods are consistent with the performance-based design phi- losophy according to which the seismic performance is assessed using deformational criteria and associated damage. Even though the methods nominally have the same objective, it is shown that they focus on different aspects in the assessment and provide alternative performance measures. Key features of the approaches and their specific contribution in the assessment of geotechnical structures are illustrated using a case study. 1 INTRODUCTION The assessment of seismic performance of geo- Methods for assessment of the seismic performance technical structures is further complicated by uncer- of earth structures and soil-structure systems have tainties and unknowns in the seismic analysis. Par- evolved significantly over the past couple of dec- ticularly significant are the uncertainties associated ades. This involves improvement of both practical with the characterization of deformational behaviour design-oriented approaches and advanced numerical of soils and ground motion itself. Namely, the com- procedures for a rigorous dynamic analysis. In paral- monly encountered lack of geotechnical data for lel with the improved understanding of the physical adequate characterization of the soil profile, in-situ phenomena and overall computational capability, soil conditions and stress-strain behaviour of soils new design concepts have been also developed.
    [Show full text]
  • Area Earthquake Hazards Mapping Project: Seismic and Liquefaction Hazard Maps by Chris H
    St. Louis Area Earthquake Hazards Mapping Project: Seismic and Liquefaction Hazard Maps by Chris H. Cramer, Robert A. Bauer, Jae-won Chung, J. David Rogers, Larry Pierce, Vicki Voigt, Brad Mitchell, David Gaunt, Robert A. Wil- liams, David Hoffman, Gregory L. Hempen, Phyllis J. Steckel, Oliver S. Boyd, Connor M. Watkins, Kathleen Tucker, and Natasha S. McCallister ABSTRACT We present probabilistic and deterministic seismic and liquefac- (NMSZ) earthquake sequence. This sequence produced modi- tion hazard maps for the densely populated St. Louis metropolitan fied Mercalli intensity (MMI) for locations in the St. Louis area area that account for the expected effects of surficial geology on that ranged from VI to VIII (Nuttli, 1973; Bakun et al.,2002; earthquake ground shaking. Hazard calculations were based on a Hough and Page, 2011). The region has experienced strong map grid of 0.005°, or about every 500 m, and are thus higher in ground shaking (∼0:1g peak ground acceleration [PGA]) as a resolution than any earlier studies. To estimate ground motions at result of prehistoric and contemporary seismicity associated with the surface of the model (e.g., site amplification), we used a new the major neighboring seismic source areas, including the Wa- detailed near-surface shear-wave velocity model in a 1D equiva- bashValley seismic zone (WVSZ) and NMSZ (Fig. 1), as well as lent-linear response analysis. When compared with the 2014 U.S. a possible paleoseismic earthquake near Shoal Creek, Illinois, Geological Survey (USGS) National Seismic Hazard Model, about 30 km east of St. Louis (McNulty and Obermeier, 1997). which uses a uniform firm-rock-site condition, the new probabi- Another contributing factor to seismic hazard in the St.
    [Show full text]
  • Seismic Design Guidelines Appendix B: Geotechnical
    Mandatory Retrofit Program for Non-Ductile Concrete Buildings And Pre-Northridge Steel Moment Frame Buildings Ordinance 17-1011 SEISMIC DESIGN GUIDELINES APPENDIX B ISSUED NOVEMBER 8, 2019 REVISED SEPTEMBER 25, 2020 APPENDIX B: GEOTECHNICAL / GEOLOGICAL REPORT REQUIREMENTS 1.0 INTRODUCTION ASCE 41 geotechnical/geological report requirements for seismic evaluation and retrofit design varies greatly based on the amount of as-built information obtained and type of existing foundation system. The following document is intended to help clarify geotechnical / geological requirements of Ordinance 17-1011 for Non-Ductile Concrete and Pre-Northridge Steel Moment Frames. It is noted that all geotechnical / geological reports shall be signed and stamped by a California licensed Geotechnical Engineer and by a California licensed Geologist (if applicable). 2.0 SEISMIC SITE HAZARD The following frequently asked questions and answers are intended to clarify the scope and requirements of the seismic site hazard requirements of Ordinance 17-1011. 2.1 When is a site-specific seismic hazard determination required? A site-specific seismic hazard procedure is required when: a. The building is located on Site Class E soils and the mapped BSE-2N Sxs>2.0 or b. The building is located on Site Class F soils, unless Ss<0.20. In addition, a site-specific hazard is required to scale records when performing a non- linear dynamic time-history analysis. [Ref. ASCE 41 Section 2.4]. 2.2 When scaling a suite of acceleration records, is there a required or preferred scaling method? A site-specific response spectra shall be developed per ASCE 41 Section 2.4.2.1 requirements.
    [Show full text]
  • Special Publication 117A
    SPECIAL PUBLICATION 117A GUIDELINES FOR EVALUATING AND MITIGATING SEISMIC HAZARDS IN CALIFORNIA 2008 THE RESOURCES AGENCY STATE OF CALIFORNIA DEPARTMENT OF CONSERVATION MIKE CHRISMAN ARNOLD SCHWARZENEGGER BRIDGETT LUTHER SECRETARY FOR RESOURCES GOVERNOR DIRECTOR CALIFORNIA GEOLOGICAL SURVEY JOHN G. PARRISH, PH.D, STATE GEOLOGIST Copyright 2008 by the California Department of Conservation, California Geological Survey. All rights reserved. No part of this publication may be reproduced without written consent of the California Geological Survey. “The Department of Conservation makes no warranties as to the suitability of this product for any particular purpose.” Cover photograph is of a storm-induced landslide in Laguna Beach, California. Earthquakes can also trigger landslides. ii SPECIAL PUBLICATION 117A GUIDELINES FOR EVALUATING AND MITIGATING SEISMIC HAZARDS IN CALIFORNIA Originally adopted March 13, 1997 by the State Mining and Geology Board in Accordance with the Seismic Hazards Mapping Act of 1990. Revised and Re-adopted September 11, 2008 by the State Mining and Geology Board in Accordance with the Seismic Hazards Mapping Act of 1990 Copies of these Guidelines, California‘s Seismic Hazards Mapping Act, and other related information are available on the World Wide Web at: http://www.conservation.ca.gov/cgs/shzp/Pages/Index.aspx Copies also are available for purchase from the Public Information Offices of the California Geological Survey. CALIFORNIA GEOLOGICAL SURVEY‘S PUBLIC INFORMATION OFFICES: Southern California Regional Office
    [Show full text]
  • Seismically Induced Soil Liquefaction and Geological Conditions in the City of Jama Due to the M7.8 Pedernales Earthquake in 2016, NW Ecuador
    geosciences Article Seismically Induced Soil Liquefaction and Geological Conditions in the City of Jama due to the M7.8 Pedernales Earthquake in 2016, NW Ecuador Diego Avilés-Campoverde 1,*, Kervin Chunga 2 , Eduardo Ortiz-Hernández 2,3, Eduardo Vivas-Espinoza 1, Theofilos Toulkeridis 4 , Adriana Morales-Delgado 1 and Dolly Delgado-Toala 5 1 Facultad de Ingeniería en Ciencias de la Tierra, Escuela Superior Politécnica del Litoral, Campus Gustavo Galindo Km 30.5 Vía Perimetral, P.O. Box 09-01-5863, Guayaquil 090903, Ecuador; [email protected] (E.V.-E.); [email protected] (A.M.-D.) 2 Departamento de Construcciones Civiles, Facultad de Ciencias Matemáticas, Físicas y Químicas, Universidad Técnica de Manabí, UTM, Av. José María Urbina, Portoviejo 130111, Ecuador; [email protected] (K.C.); [email protected] (E.O.-H.) 3 Department of Civil Engineering, University of Alicante, 03690 Alicante, Spain 4 Departamento de Ciencias de la Tierra y de la Construcción, Universidad de las Fuerzas Armadas ESPE, Av. Gral. Rumiñahui s/n, P.O. Box 171-5-231B, Sangolquí 171103, Ecuador; [email protected] 5 Facultad de Ingeniería, Universidad Laica Eloy Alfaro de Manabí, Ciudadela Universitaria, vía San Mateo, Manta 130214, Ecuador; [email protected] * Correspondence: [email protected] Abstract: Seismically induced soil liquefaction has been documented after the M7.8, 2016 Pedernales earthquake. In the city of Jama, the acceleration recorded by soil amplification yielded 1.05 g with an intensity of VIII to IXESI-07. The current study combines geological, geophysical, and geotechnical Citation: Avilés-Campoverde, D.; data in order to establish a geological characterization of the subsoil of the city of Jama in the Manabi Chunga, K.; Ortiz-Hernández, E.; province of Ecuador.
    [Show full text]
  • Earthquake Hazard and Emergency Management Session 3
    Session 3: Distribution of Earthquakes Session No. 3 Course Title: Earthquake Hazard and Emergency Management Session 3: Distribution of Earthquakes Author: James R. Martin, II Time: 90 minutes Objectives: 3.1 Identify the three primary “belts” where most earthquakes occur worldwide. 3.2 Identify regions of the United States where earthquakes tend to occur and explain the primary fault systems/mechanisms for earthquakes in each region. 3.3 Recognize the national seismic hazard maps, identify where they can be obtained, and explain what information is presented on these maps. Scope: During this session, the instructor will present the major plate boundary systems, and discuss the locations of earthquakes worldwide. The instructor will then focus on specific regions of the U.S. where earthquakes are prone to occur. The instructor should present and discuss the national seismic hazard maps and tie in the fact that the hazard maps reflect in scientific terms the information presented in the first part of the lecture. The instructor should explain the maps in general terms and discuss how they were developed, but the technical details of how the maps were developed and how the various maps are specifically used in engineering design is beyond the scope of this class. A suggested student exercise involves an in-class discussion (about 10 -15 minutes) on the concepts of probability and risk and the U.S. seismic hazard maps. This information is important to cover in this class because the basis of seismic hazard assessment in the U.S., including all building codes, is based on the government’s probabilistic seismic hazard assessments displayed on these maps.
    [Show full text]