EARTHQUAKE RESILIENCE GUIDE for Water and Wastewater Utilities
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20-4 Seismic Retrofit Guidelines for Bridges in California (PDF)
MEMO TO DESIGNERS 20-4 • JUNE 2016 LRFD 20-4 SEISMIC RETROFIT GUIDELINES FOR BRIDGES IN CALIFORNIA Introduction Caltrans Memo to Designers (MTD) 20-4 describes policies and procedures for the seismic retroft of California’s bridges.1 Caltrans, Bridge Design Aids (BDA) 14-5 and Bridge Standard XS Detail Sheets Section 7 include common retrofts that can be used by designers. The Federal Highway Administration has published a bridge retroftting manual (Buckle, 2006), with examples of common retrofts. This manual is a useful reference, however the specifcations and details are not approved by Caltrans. While MTD 20-4 is intended to provide guidelines for retroftting existing structures, it is not possible to anticipate every situation that may be encountered. It is the designer’s responsibility to accurately assess the performance of the existing structure, to show a collapse mechanism if it exists, and to develop retroft strategies that ensure the structure meets the no collapse performance standard. Expected Performance The primary performance standard for retroftting bridges is to prevent the structure from reaching the collapse limit state2 for the Design Earthquake3 . The goal of this “No Collapse” performance standard is to protect human life and there are no serviceability expectations for retroftted bridges. An acceptable determination of collapse is captured through an analysis of the bridge model subject to the Design Earthquake. However, determining collapse is different than simply determining that demand exceeds capacity. First of all, capacity is more conservatively 1. This memo is intended to apply to Ordinary Standard state and local bridges. In cases where this memo does not apply, the designer is referred to MTD 20-1 and 20-11. -
Earthquake Measurements
EARTHQUAKE MEASUREMENTS The vibrations produced by earthquakes are detected, recorded, and measured by instruments call seismographs1. The zig-zag line made by a seismograph, called a "seismogram," reflects the changing intensity of the vibrations by responding to the motion of the ground surface beneath the instrument. From the data expressed in seismograms, scientists can determine the time, the epicenter, the focal depth, and the type of faulting of an earthquake and can estimate how much energy was released. Seismograph/Seismometer Earthquake recording instrument, seismograph has a base that sets firmly in the ground, and a heavy weight that hangs free2. When an earthquake causes the ground to shake, the base of the seismograph shakes too, but the hanging weight does not. Instead the spring or string that it is hanging from absorbs all the movement. The difference in position between the shaking part of the seismograph and the motionless part is Seismograph what is recorded. Measuring Size of Earthquakes The size of an earthquake depends on the size of the fault and the amount of slip on the fault, but that’s not something scientists can simply measure with a measuring tape since faults are many kilometers deep beneath the earth’s surface. They use the seismogram recordings made on the seismographs at the surface of the earth to determine how large the earthquake was. A short wiggly line that doesn’t wiggle very much means a small earthquake, and a long wiggly line that wiggles a lot means a large earthquake2. The length of the wiggle depends on the size of the fault, and the size of the wiggle depends on the amount of slip. -
Geo-Information for Snow Avalanche Hazard
Volume 5, Number 1, June 2007 This issue of Panel Update Volume 3 Number 1 marks the beginning of our fifth year of circulating our bimonthly eNewsletter to share Panel activities with its members. Our June issues highlight the Panel’s recently conducted technical site visits. These site visits followed the Panel’s three day Technical Meetings of 14-16 May 2007 in Tsukuba. Proceedings of the Panel on Wind and Seismic Effects will be published in the fall and circulated to all Panel members and manuscript authors. HIGHLIGHTS - TECHNICAL SITE VISITS 39TH MEETING OF THE US-JAPAN PANEL ON WIND AND SEISMIC EFFECTS 17-19 MAY 2007 1. Tokyo Metropolitan Expressway Route The Metropolitan Expressway Company Limited, a privatized organization in 2005, is responsible for design, construction and management of Tokyo’s Metropolitan Expressway. The delegation was briefed on investigation and techniques used to repair fatigue cracks in expressway steel bridge piers and orthotropic steel decks. Fatigue cracks are detected by magnetic particle testing procedure. Of 2011 piers tested, 566 had fatigue cracks. As temporary measure, holes are drilled at each end of the crack to prevent propagation of cracks that allowed traffic flow until permanent repairs. Monitoring is performed following a five year inspection plan. When visual inspection identifies serious cracks, annual inspections are performed for those selected fatigue cracks. Modern Tokyo transportation relies on multiple highways that overlay the extinct canals and waterway systems of near the end of the Edo period (1603 – 1868). The delegation visited the Ohashi Junction of the Central Circular Shinjuku Route under construction designed to allow vehicles to pass through the central part of Tokyo by avoiding surface traffic congestion. -
Scale and Complexity in the Seismic Retrofit of California Bridges Benjamin Sims Introduction Infr
Seismic Shifts and Retrofits: Scale and Complexity in the Seismic Retrofit of California Bridges Benjamin Sims Introduction Infrastructure systems play a crucial role in the relationship between humans and the natural world, in part because they are the only human technological systems built on a large enough scale to have geophysical relevance (Edwards 2003). Many of the chapters in this book focus on infrastructure retrofit as a means to reduce human impact on the environment. This chapter instead focuses on retrofit to protect human beings from their environment: specifically, seismic retrofit of bridges to prevent them from collapsing in earthquakes. Although the impetus for retrofit may differ, the program discussed here raises many issues that are likely to be relevant for any kind of large-scale retrofit program that impacts urban settings. In particular, it provides examples of the complexities that arise in implementing a systemic retrofit program (May et al. 2013). This kind of systemic effort can be particularly complex because of the tension between global and local aspects of retrofit. At a global level, such a program must attend to the factors that sustain a systemic effort, such as engineering standards, funding sources, and political support. At a local level, each individual retrofit project has the potential to become entangled in localized contingencies of communities and the built environment. This paper examines the characteristics of infrastructure that play into this global-local tension, the processes by which changes in sociotechnical systems become mobilized as worrisome problems, and the resulting practices of infrastructure repair, of which retrofit is one variety. -
Seismic Retrofit of Soft-Story Woodframe Buildings Using Cross Laminated Timber John W
New Developments in Structural Engineering and Construction Yazdani, S. and Singh, A. (Eds.) ISEC-7, Honolulu, June 18 –23, 2013 SEISMIC RETROFIT OF SOFT-STORY WOODFRAME BUILDINGS USING CROSS LAMINATED TIMBER JOHN W. VAN DE LINDT1, POURIA BAHMANI1, MIKHAIL GERSHFELD2, GIRAJ KUMAR KANDUKURI3, DOUG RAMMER4, and SHILING PEI5 1Civil and Env. Engineering, Colorado State University, Fort Collins, Colorado, USA 2Civil and Env. Engineering, Cal Poly-Pomona, Pomona, California, USA 3Civil, Construct., and Env. Eng., University of Alabama, Tuscaloosa, Alabama, USA 4U.S. Forest Products Laboratory, Madison, Wisconsin, USA 5Civil and Env. Engineering, South Dakota State University, Brookings, South Dakota, USA As early as 1970, the structural engineering and building safety community recognized that a large number of two-, three- and four-story woodframe buildings designed with the first floor used either for parking or commercial space were built with readily identifiable structural system deficiencies, referred to as a “soft story”. Thus, many multi-story woodframe buildings are susceptible to collapse at the first story during earthquakes. The majority of these older multi-story woodframe buildings have large openings and few partition walls at the ground level. This open space condition results in the earthquake resistance of the first story being significantly lower than the upper stories. As part of the five-university multi-industry, U.S. National Science Foundation – funded NEES-Soft project, a performance-based retrofit method has been developed for these types of buildings. This paper presents the first generation of this method and resulting retrofit design using an engineered wood technology that is just being introduced in the United States. -
Characteristics of Foreshocks and Short Term Deformation in the Source Area of Major Earthquakes
Characteristics of Foreshocks and Short Term Deformation in the Source Area of Major Earthquakes Peter Molnar Massachusetts Institute of Technology 77 Massachusetts Avenue Cambridge, Massachusetts 02139 USGS CONTRACT NO. 14-08-0001-17759 Supported by the EARTHQUAKE HAZARDS REDUCTION PROGRAM OPEN-FILE NO.81-287 U.S. Geological Survey OPEN FILE REPORT This report was prepared under contract to the U.S. Geological Survey and has not been reviewed for conformity with USGS editorial standards and stratigraphic nomenclature. Opinions and conclusions expressed herein do not necessarily represent those of the USGS. Any use of trade names is for descriptive purposes only and does not imply endorsement by the USGS. Appendix A A Study of the Haicheng Foreshock Sequence By Lucile Jones, Wang Biquan and Xu Shaoxie (English Translation of a Paper Published in Di Zhen Xue Bao (Journal of Seismology), 1980.) Abstract We have examined the locations and radiation patterns of the foreshocks to the 4 February 1978 Haicheng earthquake. Using four stations, the foreshocks were located relative to a master event. They occurred very close together, no more than 6 kilo meters apart. Nevertheless, there appear to have been too clusters of foreshock activity. The majority of events seem to have occurred in a cluster to the east of the master event along a NNE-SSW trend. Moreover, all eight foreshocks that we could locate and with a magnitude greater than 3.0 occurred in this group. The're also "appears to be a second cluster of foresfiocks located to the northwest of the first. Thus it seems possible that the majority of foreshocks did not occur on the rupture plane of the mainshock, which trends WNW, but on another plane nearly perpendicualr to the mainshock. -
PEAT8002 - SEISMOLOGY Lecture 13: Earthquake Magnitudes and Moment
PEAT8002 - SEISMOLOGY Lecture 13: Earthquake magnitudes and moment Nick Rawlinson Research School of Earth Sciences Australian National University Earthquake magnitudes and moment Introduction In the last two lectures, the effects of the source rupture process on the pattern of radiated seismic energy was discussed. However, even before earthquake mechanisms were studied, the priority of seismologists, after locating an earthquake, was to quantify their size, both for scientific purposes and hazard assessment. The first measure introduced was the magnitude, which is based on the amplitude of the emanating waves recorded on a seismogram. The idea is that the wave amplitude reflects the earthquake size once the amplitudes are corrected for the decrease with distance due to geometric spreading and attenuation. Earthquake magnitudes and moment Introduction Magnitude scales thus have the general form: A M = log + F(h, ∆) + C T where A is the amplitude of the signal, T is its dominant period, F is a correction for the variation of amplitude with the earthquake’s depth h and angular distance ∆ from the seismometer, and C is a regional scaling factor. Magnitude scales are logarithmic, so an increase in one unit e.g. from 5 to 6, indicates a ten-fold increase in seismic wave amplitude. Note that since a log10 scale is used, magnitudes can be negative for very small displacements. For example, a magnitude -1 earthquake might correspond to a hammer blow. Earthquake magnitudes and moment Richter magnitude The concept of earthquake magnitude was introduced by Charles Richter in 1935 for southern California earthquakes. He originally defined earthquake magnitude as the logarithm (to the base 10) of maximum amplitude measured in microns on the record of a standard torsion seismograph with a pendulum period of 0.8 s, magnification of 2800, and damping factor 0.8, located at a distance of 100 km from the epicenter. -
Earthquake Location Accuracy
Theme IV - Understanding Seismicity Catalogs and their Problems Earthquake Location Accuracy 1 2 Stephan Husen • Jeanne L. Hardebeck 1. Swiss Seismological Service, ETH Zurich 2. United States Geological Survey How to cite this article: Husen, S., and J.L. Hardebeck (2010), Earthquake location accuracy, Community Online Resource for Statistical Seismicity Analysis, doi:10.5078/corssa-55815573. Available at http://www.corssa.org. Document Information: Issue date: 1 September 2010 Version: 1.0 2 www.corssa.org Contents 1 Motivation .................................................................................................................................................. 3 2 Location Techniques ................................................................................................................................... 4 3 Uncertainty and Artifacts .......................................................................................................................... 9 4 Choosing a Catalog, and What to Expect ................................................................................................ 25 5 Summary, Further Reading, Next Steps ................................................................................................... 30 Earthquake Location Accuracy 3 Abstract Earthquake location catalogs are not an exact representation of the true earthquake locations. They contain random error, for example from errors in the arrival time picks, as well as systematic biases. The most important source of systematic -
All Hazards Mitigation Plan Update
All Hazards Mitigation Plan Update Anchorage, Alaska Prepared for: Municipality of Anchorage Project Management & Engineering PO Box 196650 Anchorage, AK 99519-6650 Prepared by: HDR Alaska 2525 C Street, Suite 305 Anchorage, AK 99503 June 2011 Anchorage All-Hazards Mitigation Plan Update June 2011 E XECUTIVE SUMMARY The Municipality of Anchorage (MOA) is vulnerable to a wide range of natural, technological, and human/societal hazards including earthquakes, avalanches, and hazardous material accidents. These hazards can affect the safety of residents, damage or destroy public and private property, disrupt the local economy, and negatively impact the quality of life. Typically, we cannot eliminate these hazards altogether but we can lessen their impact by undertaking hazard mitigation activities. Hazard mitigation activities are those that reduce or eliminate the long-term risk to property and human life from hazards. Examples of hazard mitigation activities include elevating a structure out of a floodplain, bolting a structure to its foundation and developing a hazard mitigation plan. The Disaster Mitigation Act of 2000 (DMA 2000) requires that local governments have a local mitigation plan approved by the Federal Emergency Management Agency (FEMA) as a condition for receiving future FEMA mitigation funds. This hazard mitigation plan was developed to fulfill federal and state hazard mitigation planning requirements. Development and implementation of this plan has been directed by the Anchorage Hazard Mitigation Planning Team consisting of representatives from a variety of municipal departments including the Office of Emergency Management, Project Management & Engineering, Maintenance & Operations, Anchorage School District, Anchorage Water & Wastewater Utility, Anchorage Police Department and Anchorage Fire Department. -
Seismic Retrofitting Manual for Highway Structures: Part 1 – Bridges
Seismic Retrofitting Manual for Highway Structures: Part 1 – Bridges PUBLICATION NO. FHWA-HRT-06-032 JANUARY 2006 Research, Development, and Technology Turner-Fairbank Highway Research Center 6300 Georgetown Pike McLean, VA 22101-2296 Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No. FHWA-HRT-06-032 N/A N/A 4. Title and Subtitle 5. Report Date SEISMIC RETROFITTING MANUAL FOR HIGHWAY January 2006 STRUCTURES: PART 1 – BRIDGES 6. Performing Organization Code N/A 7. Author(s) 8. Performing Organization Report No. Ian Buckle, Ian Friedland, John Mander, Geoffrey Martin, Richard Nutt and Maurice Power 9. Performing Organization Name and Address 10. Work Unit No. Multidisciplinary Center for Earthquake Engineering Research N/A University at Buffalo, State University of New York 11. Contract or Grant No. Red Jacket Quadrangle DTFH61-92-C-00106 Buffalo, NY 14261 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Office of Infrastructure Research and Development Final Report Federal Highway Administration 14. Sponsoring Agency Code 6300 Georgetown Pike McLean, VA 22101-2296 15. Supplementary Notes: Contracting Officer’s Technical Representatives: James Cooper, P.E., HRDI-03, Wen-huei (Phillip) Yen, Ph.D., P.E., HRDI-07, John D. O’Fallon, P.E., HRDI-07 16. Abstract This report is the first of a two-part publication entitled: Seismic Retrofitting Manual for Highway Structures: Part 1: Bridges Part 2: Retaining Structures, Slopes, Tunnels, Culverts and Roadways. Part 1 of this manual is based on previous Federal Highway Administration (FHWA) publications on this subject including Seismic Retrofitting Manual for Highway Bridges, published in 1995 as report FHWA-RD-94-052. -
Seismic and Energy Renovation Measures for Sustainable Cities: a Critical Analysis of the Italian Scenario
sustainability Article Seismic and Energy Renovation Measures for Sustainable Cities: A Critical Analysis of the Italian Scenario Paolo La Greca and Giuseppe Margani * ID Department of Civil Engineering and Architecture, University of Catania, Via Santa Sofia 64, 95123 Catania, Italy; [email protected] * Correspondence: [email protected]; Tel.: +39-095-738-2509 Received: 13 December 2017; Accepted: 15 January 2018; Published: 19 January 2018 Abstract: One of the main challenges of the twenty-first century is to increase the sustainability level of our cities. However, a town, to be considered sustainable, must, above all, be safe, particularly against natural hazards, which in Europe are mostly related to climate changes (e.g., hurricanes, floods, storms, and landslides) and seismic events (earthquakes). Unfortunately, sustainability is still not a prerogative of most European cities, especially those placed in seismic countries such as Italy, where at least 50% of the residential stock is earthquake-prone, while over 80% of the same stock is highly energy-consuming and carbon dioxide-emitting, thus contributing to trigger hazards related to climate changes. In this context, renovation actions, which combine both energy and seismic issues are strongly needed. Nevertheless, several technical, organizational and financial barriers considerably limit the real possibility to extensively undertake this kind of renovation. This study analyzes such barriers, with particular reference to the Italian scenario, suggesting and discussing possible solutions and underlining the advantages of increasing energy and seismic performances at the same time. The proposed solutions may be effectively extended to many other countries with similar socio-economic scenarios. Keywords: seismic retrofit; energy retrofit; sustainability; safety; policy measures; apartment blocks 1. -
Approaches for the Seismic Retrofit of Braced Steel Bridge Piers and Proof-Of-Concept Testing of an Eccentrically Braced Frame with Tubular Link
ISSN 1520-295X Approaches for the Seismic Retrofit of Braced Steel Bridge Piers and Proof-of-Concept Testing of an Eccentrically Braced Frame with Tubular Link by Jeffrey W. Berman and Michel Bruneau University at Buffalo, State University of New York Department of Civil, Structural and Environmental Engineering Ketter Hall Buffalo, New York 14260 Technical Report MCEER-05-0004 April 21, 2005 This research was conducted at the University at Buffalo, State University of New York and was supported by the Federal Highway Administration under contract number DTFH61-98-C-00094. NOTICE This report was prepared by the University at Buffalo, State University of New York as a result of research sponsored by the Multidisciplinary Center for Earth- quake Engineering Research (MCEER) through a contract from the Federal High- way Administration. Neither MCEER, associates of MCEER, its sponsors, the Uni- versity at Buffalo, State University of New York, nor any person acting on their behalf: a. makes any warranty, express or implied, with respect to the use of any infor- mation, apparatus, method, or process disclosed in this report or that such use may not infringe upon privately owned rights; or b. assumes any liabilities of whatsoever kind with respect to the use of, or the damage resulting from the use of, any information, apparatus, method, or process disclosed in this report. Any opinions, findings, and conclusions or recommendations expressed in this publication are those of the author(s) and do not necessarily reflect the views of MCEER or the Federal Highway Administration. Approaches for the Seismic Retrofit of Braced Steel Bridge Piers and Proof-of-Concept Testing of an Eccentrically Braced Frame with Tubular Link by Jeffrey W.