Section 5.4.5: Risk Assessment – Earthquake
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Guideline for Extraction of Ground Motion Parameters for Scientific Hydraulic Fracturing Review Panel
Guideline for Extraction of Ground Motion Parameters for Scientific Hydraulic Fracturing Review Panel Alireza Babaie Mahani Ph.D. P.Geo. Mahan Geophysical Consulting Inc. Victoria, BC Email: [email protected] Website: www.mahangeo.com Executive Summary The Scientific Review of Hydraulic Fracturing in British Columbia (2019) provides the key findings of a scientific panel on the topic of hydraulic fracturing in British Columbia and the associated environmental risks. As indicated in the report, the panel recommends preparation of guidelines for standard calculation of earthquake magnitude and ground motion parameters. Since Babaie Mahani and Kao (2019 and 2020) have addressed the methodology for calculation of local magnitude in two publications, this report deals with standard methodologies for extraction of ground motion parameters from recorded earthquake waveforms. The guidelines include data from both types of seismic sensors that are used for induced seismicity monitoring; seismometers that record ground motion velocities and accelerometers that are designed to record strong ground accelerations at short distances. Waveforms from the November 30, 2018 induced earthquake with moment magnitude (Mw) of 4.6 that occurred in northeast British Columbia within the Montney unconventional resource play are presented for better understanding of the processing steps. Data Formats The standard format that is used to archive earthquake data is called the SEED format (Standard for the Exchange of Earthquake Data; https://ds.iris.edu/ds/nodes/dmc/data/formats/seed/). When both the time series data and metadata are archived in one file, the name full-SEED is also used. miniSEED is the stripped down version of SEED that only includes waveform data (https://ds.iris.edu/ds/nodes/dmc/data/formats/miniseed/). -
Seismic Acceleration and Displacement Demand Profiles of Non-Structural Elements in Hospital Buildings
buildings Article Seismic Acceleration and Displacement Demand Profiles of Non-Structural Elements in Hospital Buildings Giammaria Gabbianelli 1 , Daniele Perrone 1,2,* , Emanuele Brunesi 3 and Ricardo Monteiro 1 1 University School for Advanced Studies IUSS Pavia, 27100 Pavia, Italy; [email protected] (G.G.); [email protected] (R.M.) 2 Department of Engineering for Innovation, University of Salento, 73100 Lecce, Italy 3 European Centre for Training and Research in Earthquake Engineering (EUCENTRE), 27100 Pavia, Italy; [email protected] * Correspondence: [email protected] Received: 23 October 2020; Accepted: 11 December 2020; Published: 15 December 2020 Abstract: The importance of non-structural elements in performance-based seismic design of buildings is presently widely recognized. These elements may significantly affect the functionality of buildings even for low seismic intensities, in particular for the case of critical facilities, such as hospital buildings. One of the most important issues to deal with in the seismic performance assessment of non-structural elements is the definition of the seismic demand. This paper investigates the seismic demand to which the non-structural elements of a case-study hospital building located in a medium–high seismicity region in Italy, are prone. The seismic demand is evaluated for two seismic intensities that correspond to the definition of serviceability limit states, according to Italian and European design and assessment guidelines. Peak floor accelerations, interstorey drifts, absolute acceleration, and relative displacement floor response spectra are estimated through nonlinear time–history analyses. The absolute acceleration floor response spectra are then compared with those obtained from simplified code formulations, highlighting the main shortcomings surrounding the practical application of performance-based seismic design of non-structural elements. -
Prediction of Spectral Acceleration Response Ordinates Based on PGA Attenuation
Prediction of Spectral Acceleration Response Ordinates Based on PGA Attenuation a),c) b),c) Vladimir Graizer, M.EERI, and Erol Kalkan, M.EERI Developed herein is a new peak ground acceleration (PGA)-based predictive model for 5% damped pseudospectral acceleration (SA) ordinates of free-field horizontal component of ground motion from shallow-crustal earthquakes. The predictive model of ground motion spectral shape (i.e., normalized spectrum) is generated as a continuous function of few parameters. The proposed model eliminates the classical exhausted matrix of estimator coefficients, and provides significant ease in its implementation. It is structured on the Next Generation Attenuation (NGA) database with a number of additions from recent Californian events including 2003 San Simeon and 2004 Parkfield earthquakes. A unique feature of the model is its new functional form explicitly integrating PGA as a scaling factor. The spectral shape model is parameterized within an approximation function using moment magnitude, closest distance to the fault (fault distance) and VS30 (average shear-wave velocity in the upper 30 m) as independent variables. Mean values of its estimator coefficients were computed by fitting an approximation function to spectral shape of each record using robust nonlinear optimization. Proposed spectral shape model is independent of the PGA attenuation, allowing utilization of various PGA attenuation relations to estimate the response spectrum of earthquake recordings. ͓DOI: 10.1193/1.3043904͔ INTRODUCTION Since it was first introduced by Biot (1933) and later conveyed to engineering appli- cations by Housner (1959) and Newmark et al. (1973), the ground motion response spectrum has often been utilized for purposes of recognizing the significant characteris- tics of accelerograms and evaluating the response of structures to earthquake ground shaking. -
A Review of the Seismic Hazard Zonation in National Building Codes in the Context of Eurocode 8
A REVIEW OF THE SEISMIC HAZARD ZONATION IN NATIONAL BUILDING CODES IN THE CONTEXT OF EUROCODE 8 Support to the implementation, harmonization and further development of the Eurocodes G. Solomos, A. Pinto, S. Dimova EUR 23563 EN - 2008 A REVIEW OF THE SEISMIC HAZARD ZONATION IN NATIONAL BUILDING CODES IN THE CONTEXT OF EUROCODE 8 Support to the implementation, harmonization and further development of the Eurocodes G. Solomos, A. Pinto, S. Dimova EUR 23563 EN - 2008 The mission of the JRC is to provide customer-driven scientific and technical support for the conception, development, implementation and monitoring of EU policies. As a service of the European Commission, the JRC functions as a reference centre of science and technology for the Union. Close to the policy-making process, it serves the common interest of the Member States, while being independent of special interests, whether private or national. European Commission Joint Research Centre Contact information Address: JRC, ELSA Unit, TP 480, I-21020, Ispra(VA), Italy E-mail: [email protected] Tel.: +39-0332-789989 Fax: +39-0332-789049 http://www.jrc.ec.europa.eu Legal Notice Neither the European Commission nor any person acting on behalf of the Commission is responsible for the use which might be made of this publication. A great deal of additional information on the European Union is available on the Internet. It can be accessed through the Europa server http://europa.eu/ JRC 48352 EUR 23563 EN ISSN 1018-5593 Luxembourg: Office for Official Publications of the European Communities © European Communities, 2008 Reproduction is authorised provided the source is acknowledged Printed in Italy Executive Summary The Eurocodes are envisaged to form the basis for structural design in the European Union and they should enable engineering services to be used across borders for the design of construction works. -
Chapter R20 Probabilistic Seismic Hazard Analysis
FERC Engineering Guidelines Risk-Informed Decision Making Chapter R20 Probabilistic Seismic Hazard Analysis Chapter 20, Seismic Hazard Analysis 2014 DRAFT Table of Contents Chapter R20 – Probabilistic Seismic Hazard Analysis .................................................. - 1 - R20.1 Purpose .............................................................................................................. - 1 - R20.2 Introduction ....................................................................................................... - 2 - R20.2.1 General Concepts ....................................................................................... - 2 - R20.2.2 Probabilistic vs. Deterministic Approach .................................................. - 2 - R20.2.3 Consistency of Seismic Loading Criteria ...... Error! Bookmark not defined. R20.2.4 PSHA Process ............................................................................................ - 3 - R20.2.5 Response Spectra Used for Fragility Analysis ........................................... - 4 - R20.2.6 Selecting Appropriate Seismic Loading..................................................... - 5 - R20.3 PSHA Data Requirements ................................................................................. - 5 - R20.3.1 PSHA Inputs ............................................................................................... - 5 - R20.3.2 General Guide on PSHA Data Collection .................................................. - 6 - R20.4 Seismic Source Identification .......................................................................... -
USGS Open File Report 2007-1365
Investigation of the M6.6 Niigata-Chuetsu Oki, Japan, Earthquake of July 16, 2007 Robert Kayen, Brian Collins, Norm Abrahamson, Scott Ashford, Scott J. Brandenberg, Lloyd Cluff, Stephen Dickenson, Laurie Johnson, Yasuo Tanaka, Kohji Tokimatsu, Toshimi Kabeyasawa, Yohsuke Kawamata, Hidetaka Koumoto, Nanako Marubashi, Santiago Pujol, Clint Steele, Joseph I. Sun, Ben Tsai, Peter Yanev, Mark Yashinsky, Kim Yousok Open File Report 2007–1365 2007 U.S. Department of the Interior U.S. Geological Survey 1 U.S. Department of the Interior Dirk Kempthorne, Secretary U.S. Geological Survey Mark D. Myers, Director U.S. Geological Survey, Reston, Virginia 2007 For product and ordering information: World Wide Web: http://www.usgs.gov/pubprod Telephone: 1-888-ASK-USGS For more information on the USGS—the Federal source for science about the Earth, its natural and living resources, natural hazards, and the environment: World Wide Web: http://www.usgs.gov Telephone: 1-888-ASK-USGS Suggested citation: Kayen, R., Collins, B.D., Abrahamson, N., Ashford, S., Brandenberg, S.J., Cluff, L., Dickenson, S., Johnson, L., Kabeyasawa, T., Kawamata, Y., Koumoto, H., Marubashi, N., Pujol, S., Steele, C., Sun, J., Tanaka, Y., Tokimatsu, K., Tsai, B., Yanev, P., Yashinsky , M., and Yousok, K., 2007. Investigation of the M6.6 Niigata-Chuetsu Oki, Japan, Earthquake of July 16, 2007: U.S. Geological Survey, Open File Report 2007-1365, 230pg; [available on the World Wide Web at URL http://pubs.usgs.gov/of/2007/1365/]. Any use of trade, product, or firm names is for descriptive purposes only and does not imply endorsement by the U.S. -
GEOTECHNICAL RECONNAISSANCE of the 2011 CHRISTCHURCH, NEW ZEALAND EARTHQUAKE Version 1: 15 August 2011
GEOTECHNICAL RECONNAISSANCE OF THE 2011 CHRISTCHURCH, NEW ZEALAND EARTHQUAKE Version 1: 15 August 2011 (photograph by Gillian Needham) EDITORS Misko Cubrinovski – NZ Lead (University of Canterbury, Christchurch, New Zealand) Russell A. Green – US Lead (Virginia Tech, Blacksburg, VA, USA) Liam Wotherspoon (University of Auckland, Auckland, New Zealand) CONTRIBUTING AUTHORS (alphabetical order) John Allen – (TRI/Environmental, Inc., Austin, TX, USA) Brendon Bradley – (University of Canterbury, Christchurch, New Zealand) Aaron Bradshaw – (University of Rhode Island, Kingston, RI, USA) Jonathan Bray – (UC Berkeley, Berkeley, CA, USA) Misko Cubrinovski – (University of Canterbury, Christchurch, New Zealand) Greg DePascale – (Fugro/WLA, Christchurch, New Zealand) Russell A. Green – (Virginia Tech, Blacksburg, VA, USA) Rolando Orense – (University of Auckland, Auckland, New Zealand) Thomas O’Rourke – (Cornell University, Ithaca, NY, USA) Michael Pender – (University of Auckland, Auckland, New Zealand) Glenn Rix – (Georgia Tech, Atlanta, GA, USA) Donald Wells – (AMEC Geomatrix, Oakland, CA, USA) Clint Wood – (University of Arkansas, Fayetteville, AR, USA) Liam Wotherspoon – (University of Auckland, Auckland, New Zealand) OTHER CONTRIBUTORS (alphabetical order) Brady Cox – (University of Arkansas, Fayetteville, AR, USA) Duncan Henderson – (University of Canterbury, Christchurch, New Zealand) Lucas Hogan – (University of Auckland, Auckland, New Zealand) Patrick Kailey – (University of Canterbury, Christchurch, New Zealand) Sam Lasley – (Virginia Tech, Blacksburg, VA, USA) Kelly Robinson – (University of Canterbury, Christchurch, New Zealand) Merrick Taylor – (University of Canterbury, Christchurch, New Zealand) Anna Winkley – (University of Canterbury, Christchurch, New Zealand) Josh Zupan – (University of California at Berkeley, Berkeley, CA, USA) TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 SEISMOLOGICAL ASPECTS 3.0 GEOLOGICAL ASPECTS 4.0 LIQUEFACTION AND LATERAL SPREADING 5.0 IMPROVED GROUND 6.0 STOPBANKS 7.0 BRIDGES 8.0 LIFELINES 9.0 LANDSLIDES AND ROCKFALLS 1. -
U. S. Department of the Interior Geological Survey
U. S. DEPARTMENT OF THE INTERIOR GEOLOGICAL SURVEY USGS SPECTRAL RESPONSE MAPS AND THEIR RELATIONSHIP WITH SEISMIC DESIGN FORCES IN BUILDING CODES OPEN-FILE REPORT 95-596 1995 This report is preliminary and has not been reviewed for conformity with U.S. Geological Survey editorial standards and stratigraphic nomenclature. Any use of trade, product or firm names is for descriptive purposes only and does not imply endorsement by the U.S. Government. COVER: The zone type map is based on the 0.3 sec spectral response acceleration with a 10 percent chance of being exceeded in 50 year. Contours are based on Figure B1 in this report. Each zonal increase in darkness indicates a factor two increase in earthquake demand. The lightest shade indicates a demand < 5% g. The next shade is for demand > 10% g. Subsequent shades are for > 20% g, > 40% g, and > 80% g respectively. U. S. DEPARTMENT OF THE INTERIOR GEOLOGICAL SURVEY USGS SPECTRAL RESPONSE MAPS AND THEIR RELATIONSHIP WITH SEISMIC DESIGN FORCES IN BUILDING CODES by E. V. Leyendecker1 , D. M. Perkins2, S. T. Algermissen3, P. C. Thenhaus4, and S. L. Hanson5 OPEN-FILE REPORT 95-596 1995 This report is preliminary and has not been reviewed for conformity with U.S. Geological Survey editorial standards and stratigraphic nomenclature. Any use of trade, product or firm names is for descriptive purposes only and does not imply endorsement by the U.S. Government. 1 Research Civil Engineer, U.S. Geological Survey, MS 966, Box 25046, DFC, Denver, CO, 80225 2 Geophysicist, U.S. Geological Survey, MS 966, Box 25046, DFC, Denver, CO, 80225 3 Associate and Senior Consultant, EQE International, 2942 Evergreen Parkway, Suite 302, Evergreen, CO, 80439 (with the U. -
Predicting Ground Motion from Induced Earthquakes In
Bulletin of the Seismological Society of America, Vol. 103, No. 3, pp. 1875–1897, June 2013, doi: 10.1785/0120120197 Ⓔ Predicting Ground Motion from Induced Earthquakes in Geothermal Areas by John Douglas, Benjamin Edwards, Vincenzo Convertito, Nitin Sharma, Anna Tramelli, Dirk Kraaijpoel, Banu Mena Cabrera, Nils Maercklin, and Claudia Troise Abstract Induced seismicity from anthropogenic sources can be a significant nui- sance to a local population and in extreme cases lead to damage to vulnerable struc- tures. One type of induced seismicity of particular recent concern, which, in some cases, can limit development of a potentially important clean energy source, is that associated with geothermal power production. A key requirement for the accurate assessment of seismic hazard (and risk) is a ground-motion prediction equation (GMPE) that predicts the level of earthquake shaking (in terms of, for example, peak ground acceleration) of an earthquake of a certain magnitude at a particular distance. Few such models currently exist in regard to geothermal-related seismicity, and con- sequently the evaluation of seismic hazard in the vicinity of geothermal power plants is associated with high uncertainty. Various ground-motion datasets of induced and natural seismicity (from Basel, Geysers, Hengill, Roswinkel, Soultz, and Voerendaal) were compiled and processed, and moment magnitudes for all events were recomputed homogeneously. These data are used to show that ground motions from induced and natural earthquakes cannot be statistically distinguished. Empirical GMPEs are derived from these data; and, although they have similar characteristics to recent GMPEs for natural and mining- related seismicity, the standard deviations are higher. To account for epistemic uncer- tainties, stochastic models subsequently are developed based on a single corner frequency and with parameters constrained by the available data. -
Deriving SS and S1 Parameters from PGA Maps
Deriving SS and S1 Parameters from PGA Maps Z.A. Lubkowski, & B. Aluisi Arup, London, United Kingdom SUMMARY It has been recognised by SHARE (Seismic Hazard Harmonization in Europe) that the code requirement of multiple design levels, such as those required by EN 1473, PIANC etc, and the client’s needs for performance based seismic design, require many of the existing 475 year return period peak ground acceleration (PGA) hazard maps to be updated. This requirement should lead to the update of nationally determined Eurocode 8 code maps. The United States Geological Survey (USGS) already provide a useful web based tool, which defines PGA, SS and S1 coefficients for a return period of 2475 years from the Global Seismic Hazard Assessment Program (GSHAP) 475 year PGA maps and some other relevant resources. However, it has been shown, for example by the uses of Type 1 and Type 2 spectra in Eurocode 8, that the ratio between PGA and spectral ordinates is dependent on the predominant size of earthquakes in a given region. Lubkowski (2010) provided a methodology for converting 475 year PGA values to 2475 year values based on the level of seismicity. This paper will extend that study to provide a simple methodology to define the SS and S1 coefficients for a return period of 2475 years. Keywords: seismic hazard, code maps, design criteria 1. INTRODUCTION It has been recognised by SHARE (Seismic Hazard Harmonization in Europe) that the code requirement of multiple design levels, such as those required by EN 1473, PIANC etc, and the client’s needs for performance based seismic design, require many of the existing 475 year return period peak ground acceleration (PGA) hazard maps to be updated. -
Final Report 2019 Update to the Site-Specific Seismic Hazard Analyses and Development of Seismic Design Ground Motions for Stanford University
Final Report 2019 Update to the Site-Specific Seismic Hazard Analyses and Development of Seismic Design Ground Motions for Stanford University Prepared for: Stanford University Land, Buildings and Real Estate 415 Broadway, Third Floor Redwood City, CA 94063 Prepared by: Lettis Consultants International, Inc. Patricia Thomas and Ivan Wong 1000 Burnett Ave., Suite 350 Concord, CA 94520 and Pacific Engineering and Analysis Walt Silva and Robert Darragh 856 Seaview Dr. El Cerrito, CA 94530 15 January 2020 15 January 2020 Ms. Michelle DeWan Associate Director, Project Manager Stanford University Land, Buildings and Real Estate Redwood City, CA 94063 Mr. Harry Jones, II, SE Stanford Seismic Advisory Committee DCI Engineers 131 17th St., Suite 605 Denver, CO 80202 SUBJECT: 2019 Update of the Site-Specific Seismic Hazard Analyses and Seismic Design Ground Motions for Stanford University, Stanford, California LCI Project No. 1834.0000 Dear Ms. DeWan and Mr. Jones, Lettis Consultants International, Inc. (LCI) is pleased to submit this report that presents our final site-specific seismic hazard results and seismic design ground motions for the Stanford campus. It has been our pleasure to work with the Stanford Seismic Advisory Committee and Stanford University on this project. Please do not hesitate to contact us with any questions or comments that you may have regarding this report. You may contact us directly at (925) 482- 0360. Respectfully, Patricia Thomas, Ph.D., Senior Engineering Seismologist [email protected] Ivan Wong, Senior Principal -
Chapter 12 – Geotechnical Seismic Analysis
Chapter 12 GEOTECHNICAL SEISMIC ANALYSIS GEOTECHNICAL DESIGN MANUAL January 2019 Geotechnical Design Manual GEOTECHNICAL SEISMIC ANALYSIS Table of Contents Section Page 12.1 Introduction ..................................................................................................... 12-1 12.2 Geotechnical Seismic Analysis ....................................................................... 12-1 12.3 Dynamic Soil Properties.................................................................................. 12-2 12.3.1 Soil Properties ..................................................................................... 12-2 12.3.2 Site Stiffness ....................................................................................... 12-2 12.3.3 Equivalent Uniform Soil Profile Period and Stiffness ........................... 12-3 12.3.4 V*s,H Variation Along a Project Site ...................................................... 12-5 12.3.5 South Carolina Reference V*s,H ........................................................... 12-6 12.4 Project Site Classification ............................................................................... 12-7 12.5 Depth-To-Motion Effects On Site Class and Site Factors ................................ 12-9 12.6 SC Seismic Hazard Analysis .......................................................................... 12-9 12.7 Acceleration Response Spectrum ................................................................. 12-10 12.7.1 Effects of Rock Stiffness WNA vs. ENA ...........................................