DOCSLIB.ORG

Shakemap® Manual

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Shakemap® Manual ShakeMap Manual Version 1.0 6/19/06 A D V A N C E D N A T I O N A L S E I S M I C S Y S T E M ShakeMap® Manual TECHNICAL MANUAL, USERS GUIDE, AND SOFTWARE GUIDE Prepared by David J. Wald, Bruce C. Worden, Vincent Quitoriano, and Kris L. Pankow ShakeMap Manual Version 1.0 6/19/06 FOREWORD ShakeMap (http://earthquake.usgs.gov/shakemap)—rapidly, automatically generated shaking and intensity maps—combines instrumental measurements of shaking with information about local geology and earthquake location and magnitude to estimate shaking variations throughout a geographic area. The results are rapidly available via the Web through a variety of map formats, including Geographic Information System (GIS) coverages. These maps have become a valuable tool for emergency response, public information, loss estimation, earthquake planning, and post-earthquake engineering and scientific analyses. With the adoption of ShakeMap as a standard tool for a wide array of users and uses came an impressive demand for up-to-date technical documentation and more general guidelines for users and software developers. This manual is meant to address this need. ShakeMap, and associated Web and data products, are rapidly evolving as new advances in communications, earthquake science, and user needs drive improvements. As such, this documentation is organic in nature. We will make every effort to keep it current, but undoubtedly necessary changes in operational systems take precedence over producing and making documentation publishable. As this report is published through the USGS, the sole location of this manual is at Web Uniform Resources Locator (URL): http://pubs.usgs.gov/tm/2005/12A01/ Some sections or subsections of the manual are seemingly incomplete. However, we have purposely included section or subsection headings as placeholders for products in development or regional ShakeMap information so that the user is aware of its existence and ongoing development. In these circumstances we simply mark the section with [TBS], for “to be specified.” Please address and any concerns or specific questions about this documentation to the ShakeMap Working Group via the ShakeMap Web page comment form. 2 FOREWORD ShakeMap Manual DRAFT: Version 1.0 6/19/06 TABLE OF CONTENTS FOREWORD..........................................................................................................................2 TABLE OF CONTENTS ........................................................................................................3 INTRODUCTION AND OVERVIEW....................................................................................7 MESSAGE TO USERS ........................................................................................................10 ACKNOWLEDGMENTS.....................................................................................................11 1 USERS’ GUIDE ...............................................................................................................13 1.1 Introduction...............................................................................................................13 1.2 Current Applications of ShakeMap............................................................................14 1.2.1 Emergency Response and Loss Estimation.........................................................14 1.2.2 Public Information and Education......................................................................16 1.2.3 Earthquake Engineering and Seismological Research.........................................17 1.2.4 Planning and Training: ShakeMap Earthquake Scenarios...................................17 1.3 Maps and Data Products ............................................................................................18 1.3.1 Interpolated Grid File.........................................................................................19 1.3.2 Grid File Metadata.............................................................................................20 1.3.3 GIS Products......................................................................................................20 1.4 Web Pages.................................................................................................................22 1.4.1 About the Web Pages.........................................................................................23 1.4.2 ShakeMap Home Web Page Layout...................................................................25 1.4.3 Individual Event Pages ......................................................................................25 1.4.4 Earthquake Archives..........................................................................................27 1.4.5 Download Pages: A Summary of ShakeMap Products .......................................29 1.4.6 Related Web Pages ............................................................................................32 1.4.7 Web Server Capacity and Redundancy...............................................................32 1.5 Automatic Delivery and Use of ShakeMap ................................................................32 1.5.1 FTP “Push:” Automatic ShakeMap Delivery......................................................32 1.5.2 ShakeCast (“ShakeMap BroadCast”) .................................................................33 1.6 Future Applications of ShakeMap..............................................................................36 2 TECHNICAL MANUAL..................................................................................................38 2.1 Introduction...............................................................................................................38 2.1.1 History and Development ..................................................................................38 2.1.2 Other Systems Worldwide .................................................................................39 2.2 ShakeMap Software Overview ..................................................................................40 2.3 Recorded Ground-motion Parameters ........................................................................41 2.3.1 Data Acquisition................................................................................................41 2.3.2 Derived Parametric Ground-motion Values........................................................42 2.4 Estimating and Interpolating Ground-motions ...........................................................42 2.4.1 Phantom Station Grid.........................................................................................43 2.4.2 Empirical Ground-motion Equations..................................................................43 2.4.3 Site Corrections .................................................................................................48 2.4.4 Fault Finiteness..................................................................................................52 2.5 Instrumental Intensity................................................................................................54 2.5.1 Converting from Peak Acceleration and Velocity to Instrumental Intensity........54 3 TABLE OF CONTENTS ShakeMap Manual DRAFT: Version 1.0 6/19/06 2.5.2 ShakeMap Instrumental Intensity Scale Text Descriptions .................................56 2.5.3 Color Palette for the ShakeMap Instrumental Intensity Scale .............................58 2.6 Discussion of Chosen Map Parameters ......................................................................59 2.6.1 Use of Peak Values Rather than Mean ...............................................................59 2.6.2 Adding New Parameters ....................................................................................61 2.7 ShakeMap Uncertainty ..............................................................................................61 2.7.1 Factors Contributing to Uncertainty ...................................................................61 2.7.2 Quantifying Uncertainty ....................................................................................62 2.7.3 Examples for Significant and Scenario Earthquakes...........................................62 2.8 Recent Example ShakeMaps......................................................................................62 2.8.1 1999 Hector Mine, California Earthquake..........................................................62 2.8.2 2000 Napa Valley (Yountville), California Earthquake ......................................63 2.8.3 2001 Seattle (Nisqually), Washington Earthquake..............................................65 2.9 Regional ShakeMap Specifications............................................................................66 2.9.1 California...........................................................................................................67 2.9.2 Pacific Northwest ..............................................................................................68 2.9.3 Intermountain West............................................................................................68 2.9.4 Mid-America .....................................................................................................74 2.9.5 Northeast ...........................................................................................................81 2.9.6 Alaska ...............................................................................................................81 2.9.7 Hawaii ...............................................................................................................81
Load more

Recommended publications
  • 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.
    [Show full text]
  • 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.
    [Show full text]
  • 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 ..........................................................................
    [Show full text]
  • 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.
    [Show full text]
  • 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.
    [Show full text]
  • 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
    [Show full text]
  • 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 ...........................................
    [Show full text]
  • Selecting and Scaling Earthquake Ground Motions for Performing Response-History Analyses
    NIST GCR 11-917-15 Selecting and Scaling Earthquake Ground Motions for Performing Response-History Analyses NEHRP Consultants Joint Venture A partnership of the Applied Technology Council and the Consortium of Universities for Research in Earthquake Engineering Disclaimers This report was prepared for the Engineering Laboratory of the National Institute of Standards and Technology (NIST) under the National Earthquake Hazards Reduction Program (NEHRP) Earthquake Structural and Engineering Research Contract SB134107CQ0019, Task Order 69220. The statements and conclusions contained herein are those of the authors and do not necessarily reflect the views and policies of NIST or the U.S. Government. This report was produced by the NEHRP Consultants Joint Venture, a joint venture of the Applied Technology Council (ATC) and the Consortium of Universities for Research in Earthquake Engineering (CUREE). While endeavoring to provide practical and accurate information, the NEHRP Consultants Joint Venture, the authors, and the reviewers assume no liability for, nor express or imply any warranty with regard to, the information contained herein. Users of information contained in this report assume all liability arising from such use. Certain commercial software, equipment, instruments, or materials may have been used in the preparation of information contributing to this report. Identification in this report is not intended to imply recommendation or endorsement by NIST, nor is it intended to imply that such software, equipment, instruments, or materials are necessarily the best available for the purpose. NIST policy is to use the International System of Units (metric units) in all its publications. In this report, however, information is presented in U.S.
    [Show full text]
  • Package for Computation of Earthquake Ground-Motion Response Spectra
    PACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER "R" Package for Computation of Earthquake Ground Motion Response Spectra Pengfei Wang Jonathan P. Stewart Yousef Bozorgnia Department of Civil and Environmental Engineering University of California, Los Angeles David M. Boore U.S. Geological Survey (Emeritus) Tadahiro Kishida Khalifa University of Science and Technology PEER Report No. 2017/09 Pacifi c Earthquake Engineering Research Center Headquarters at the University of California, Berkeley December 2017 PEER 2017/09 December 2017 Disclaimer The opinions, fi ndings, and conclusions or recommendations expressed in this publication are those of the author(s) and do not necessarily refl ect the views of the study sponsor(s), the Pacifi c Earthquake Engineering Research Center, or the Regents of the University of California. “R” Package for Computation of Earthquake Ground-Motion Response Spectra Pengfei Wang Jonathan P. Stewart Yousef Bozorgnia Department of Civil and Environmental Engineering University of California, Los Angeles David M. Boore U.S. Geological Survey (Emeritus) Tadahiro Kishida Khalifa University of Science Technology and Research PEER Report No. 2017/09 Pacific Earthquake Engineering Research Center Headquarters at the University of California at Berkeley December 2017 ii ABSTRACT Earthquake ground motions are typically recorded with one vertical and two horizontal components. It has become standard practice to represent the horizontal component of ground shaking in a manner that recognizes a range of amplitudes with changing azimuths. These variable amplitudes can be generically denoted RotDxx, where xx indicates the percentile of the horizontal amplitude range. RotDxx representations of ground motion are used with amplitude parameters (peak acceleration and velocity) as well as response spectral ordinates for a range of oscillator periods.
    [Show full text]
  • Selecting and Scaling Earthquake Ground Motions for Performing Response-History Analyses
    NIST GCR 11-917-15 Selecting and Scaling Earthquake Ground Motions for Performing Response-History Analyses NEHRP Consultants Joint Venture A partnership of the Applied Technology Council and the Consortium of Universities for Research in Earthquake Engineering Disclaimers This report was prepared for the Engineering Laboratory of the National Institute of Standards and Technology (NIST) under the National Earthquake Hazards Reduction Program (NEHRP) Earthquake Structural and Engineering Research Contract SB134107CQ0019, Task Order 69220. The statements and conclusions contained herein are those of the authors and do not necessarily reflect the views and policies of NIST or the U.S. Government. This report was produced by the NEHRP Consultants Joint Venture, a joint venture of the Applied Technology Council (ATC) and the Consortium of Universities for Research in Earthquake Engineering (CUREE). While endeavoring to provide practical and accurate information, the NEHRP Consultants Joint Venture, the authors, and the reviewers assume no liability for, nor express or imply any warranty with regard to, the information contained herein. Users of information contained in this report assume all liability arising from such use. Certain commercial software, equipment, instruments, or materials may have been used in the preparation of information contributing to this report. Identification in this report is not intended to imply recommendation or endorsement by NIST, nor is it intended to imply that such software, equipment, instruments, or materials are necessarily the best available for the purpose. NIST policy is to use the International System of Units (metric units) in all its publications. In this report, however, information is presented in U.S.
    [Show full text]
  • Comparison of the USA, China and Japan Seismic Design Procedures
    Comparison of the USA, China and Japan Seismic Design Procedures Guangren Yu1, M. ASCE and Gary Y.K. Chock2, F. ASCE 1Structural Engineer, Martin & Chock, Inc., 1132 Bishop Street, Suite 1550, Honolulu, HI 96813 2President, Martin & Chock, Inc., 1132 Bishop Street, Suite 1550, Honolulu, HI 96813 ABSTRACT This paper presents a comparison of the current seismic design procedures in the United States, China and Japan. The seismic design practices in the three countries are compared by focusing on issues such as (1) design ground motion; (2) classification of building structures; (3) soil/site classification; (4) design response spectrum; (5) base shear calculation; (5) analysis procedures; and (6) drift control and deflection. Tables and diagrams are presented to illustrate the differences and similarities of methodologies utilized by the three countries in dealing with these common seismic design considerations. INTRODUCTION In the U.S., the 2012 International Building Code (IBC) is the currently adopted building code for most states. The IBC references American Society of Civil Engineering Standard 7, Minimum Design Loads for Building and Other Structures (ASCE, 2010) and other material-specific codes as its seismic design provisions including some amendments or modifications. Unlike the IBC that references other standards as seismic provisions, the Chinese Code for Seismic Design of Buildings is a self-contained document that includes almost all the necessary seismic design requirements for building structures. The current seismic code in China is the Code for Seismic Design of Buildings GB 50011- 2010. In Japan the seismic design requirements are specified in the Building Standard Law of Japan which applies to all buildings throughout the country.
    [Show full text]
  • Section 5.4.5: Risk Assessment – Earthquake
    SECTION 5.4.5: RISK ASSESSMENT – EARTHQUAKE 5.4.5 EARTHQUAKE This section provides a profile and vulnerability assessment for the earthquake hazard. HAZARD PROFILE This section provides profile information including description, extent, location, previous occurrences and losses and the probability of future occurrences. Description An earthquake is the sudden movement of the Earth’s surface caused by the release of stress accumulated within or along the edge of the Earth’s tectonic plates, a volcanic eruption, or by a manmade explosion (Federal Emergency Management Agency [FEMA], 2001; Shedlock and Pakiser, 1997). Most earthquakes occur at the boundaries where the Earth’s tectonic plates meet (faults); however, less than 10 percent of earthquakes occur within plate interiors. New York is in an area where plate interior-related earthquakes occur. As plates continue to move and plate boundaries change over geologic time, weakened boundary regions become part of the interiors of the plates. These zones of weakness within the continents can cause earthquakes in response to stresses that originate at the edges of the plate or in the deeper crust (Shedlock and Pakiser, 1997). The location of an earthquake is commonly described by its focal depth and the geographic position of its epicenter. The focal depth of an earthquake is the depth from the Earth’s surface to the region where an earthquake’s energy originates (the focus or hypocenter). The epicenter of an earthquake is the point on the Earth’s surface directly above the hypocenter (Shedlock and Pakiser, 1997). Earthquakes usually occur without warning and their effects can impact areas of great distance from the epicenter (FEMA, 2001).
    [Show full text]