DOCSLIB.ORG

Rock Friction and Its Implications for Earthquake Prediction Examined Via Models of Parkfield Earthquakes (Constitutive Laws/Numerical Models) TERRY E

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Rock Friction and Its Implications for Earthquake Prediction Examined Via Models of Parkfield Earthquakes (Constitutive Laws/Numerical Models) TERRY E Proc. Natl. Acad. Sci. USA Vol. 93, pp. 3803-3810, April 1996 Colloquium Paper This paper was presented at a colloquium entitled "Earthquake Prediction: The Scientific Challenge," organized by Leon Knopoff (Chair), Keiiti Aki, Clarence R. Alien, James R. Rice, and Lynn R. Sykes, held February 10 and 11, 1995, at the National Academy of Sciences in Irvine, CA. Rock friction and its implications for earthquake prediction examined via models of Parkfield earthquakes (constitutive laws/numerical models) TERRY E. TULLIS Department of Geological Sciences, Brown University, Providence, RI 02912-1846 ABSTRACT The friction of rocks in the laboratory is a implications of the observed time, velocity, and displacement function of time, velocity of sliding, and displacement. Al- dependence of rock friction in the laboratory for the possible though the processes responsible for these dependencies are behavior of natural faults, recognizing that this may represent unknown, constitutive equations have been developed that do only part of the story. This approach has the advantage that it a reasonable job of describing the laboratory behavior. These is clear from work already done that the laboratory-derived constitutive laws have been used to create a model of earth- constitutive laws offer at least one likely explanation for many quakes at Parkfield, CA, by using boundary conditions ap- phenomena involved in earthquakes (1-11). propriate for the section of the fault that slips in magnitude This success, combined with the fact that accelerating slip 6 earthquakes every 20-30 years. The behavior of this model precedes unstable sliding in the laboratory, leads one to prior to the earthquakes is investigated to determine whether investigate the relevance of rock friction data for predicting or not the model earthquakes could be predicted in the real earthquakes. One, debatably encouraging, fact is that there is world by using realistic instruments and instrument locations. general agreement between observations from the earth and Premonitory slip does occur in the model, but it is relatively predictions from the modeling on the small size of any restricted in time and space and detecting it from the surface premonitory signals. The fact that at least small signals may may be difficult. The magnitude of the strain rate at the exist suggests that it might eventually be possible to detect earth's surface due to this accelerating slip seems lower than them. the detectability limit of instruments in the presence of earth noise. Although not specifically modeled, microseismicity Review of Rock Friction Behavior related to the accelerating creep and to creep events in the model should be detectable. In fact the logarithm of the Observed Behavior. Generalities. Static friction increases moment rate on the hypocentral cell of the fault due to slip with the time ofbeing static and there is an associated tendency increases linearly with minus the logarithm of the time to the for dynamic friction to decrease with increasing slip velocity. earthquake. This could conceivably be used to determine when In addition, when the velocity is changed, the transition to the the earthquake was going to occur. An unresolved question is new frictional resistance requires sliding some distance. These whether this pattern of accelerating slip could be recognized features are illustrated in Fig. 1. Two competing effects are from the microseismicity, given the discrete nature of seismic seen in the behavior shown in Fig. 1, the evolution effect and events. Nevertheless, the model results suggest that the most the direct effect. likely solution to earthquake prediction is to look for a pattern Evolution effect. The most important single aspect of rock of acceleration in microseismicity and thereby identify the friction in terms of application to earthquakes is that surfaces microearthquakes as foreshocks. in stationary contact increase in strength with time. This effect is known as the evolution effect. It is demonstrated by the Frictional sliding of rocks on laboratory scale faults or on faults slide-hold-slide test, in which sliding is stopped for some in the earth are similar. Both systems involve an interaction period of time after having attained a steady-state frictional between the frictional response of the rocks in the fault zone resistance at constant velocity. When sliding is resumed, the and the elastically distorted surroundings that can either be resistance climbs to a peak value larger than the steady-state unstable or stable. value prior to the hold, subsequently decaying to the original It is not the coefficient of friction of rocks, but the way the steady-state value. As shown in Fig. 2, there is a nearly linear coefficient of friction depends on time, sliding velocity, and relationship between the magnitude of the peak value and the displacement that is important to whether sliding will be stable logarithm of the hold time (12, 13). This phenomenon is or unstable. These relatively small effects are more subtle and responsible for the restrengthening of surfaces between slip experimentally difficult to measure, but they are of primary episodes, without which repeated unstable slip is impossible, importance in determining whether a fault will slide by creep and for a tendency for frictional resistance to be lower at or by catastrophic earthquakes. There are other factors such as higher sliding velocities. This potential for decreasing strength changes in pore fluid pressures that may also play a role in with increasing velocity is the aspect of rock friction that allows earthquake generation, but some kind of dependence on for runaway instabilities (14, 15). velocity and sliding displacement is probably needed to allow After abrupt changes in velocity the frictional resistance a sustained runaway instability. In this paper I will explore the evolves to a new steady-state resistance over a characteristic slip distance (thus the term "evolution effect"). This has been The publication costs of this article were defrayed in part by page charge interpreted (16-18) as the slip required to destroy all the payment. This article must therefore be hereby marked "advertisement" in contacts established at one velocity and to create a new set of accordance with 18 U.S.C. §1734 solely to indicate this fact. contacts having an average age appropriate to the new velocity. 3803 Downloaded by guest on October 1, 2021 3804 Colloquium Paper: Tullis Proc. Natl. Acad. Sci. USA 93 (1996) inside the pressure vessel immediately adjacent to the sample. In Fig. 3 is shown a typical sequence of stick slip events V, V2 = eV, measured with internal stress and displacement transducers in our rotary shear apparatus (26). At first glance (Fig. 3A), the events look as if they occur without warning, but successively closer examinations (Fig. 3 B-D) show that there is acceler- /1 ating slip and an associated nonlinearity in the stress-time curve that foretells each unstable event. There is no reason to I believe that this precursory accelerating slip should not occur IAL in the earth. The real question is whether it will be large enough to be usefully detected and so provide the basis for a short-term earthquake prediction. In order to answer this we need to learn how to extrapolate the laboratory results to the FIG. 1. Response of friction to an abrupt increase in sliding earth. The constitutive laws discussed in a following section velocity. The parameters a, b, and Dc are those in Eqs. la, lb, and lc. form the present basis for doing this. The behavior given by the equations for a sudden velocity change is Constitutive Laws. constitutive laws have been illustrated graphically. The magnitude of the direct effect is measured Empirical a and of the evolution effect is measured b. used by many workers to fit the frictional behavior described by by (e.g., refs. 13, 17, 26-38). Although a variety of functions have However, a complete understanding of what occurs at the been presented, two laws are most commonly used, and even contacting asperities does not yet exist. these can be cast in slightly different ways. The form used in The other effect seen in all friction experiments is an initial ref. 13 is convenient because the state variable has dimensions increase in the resistance to sliding that occurs when the of time in both laws. Both laws represent friction as a function velocity of sliding is abruptly increased (Fig. 1). This is termed of velocity and a state variable by the same equation: the direct effect because the change of resistance occurs = + a + b instantaneously and in the same sense as the change in velocity. uL pto ln(V/Vo) ln(OVo/Dc). [la] Stability ofsliding. The absolute value of frictional resistance The direct effect is contained in the term a ln(V/V*) and is unimportant for controlling the stability of sliding. However, the evolution effect in the term b ln(0Dc/V*). The nature of the time, velocity, and displacement dependence of friction the evolution is what differs in the two laws. In the law interact with the elastic stiffness of the surroundings to pro- termed the slip law, because slip is required for evolution, the duce either stable or unstable sliding. The stability has been state variable evolves according to: analyzed by using the constitutive laws described in the fol- lowing section (14, 16, 17, 19-24). d /dt = (OV/Dc)ln(OV/Dc). [lb] The stability of sliding is ultimately controlled by an inter- action between the stiffness of the loading system and the In the law termed the slowness law, because the evolution dependence of frictional resistance on displacement. In sys- depends on the slowness (inverse of velocity) or on time, the tems for which the frictional behavior is as illustrated in Figs. evolution is given by: 1 and 2, the dependence of frictional resistance on displace- ment is itself a function ofhow friction depends on velocity (15, dO/dt = 1 - OV/Dc.
Load more

Recommended publications
  • Newmark Sliding Block Analysis
    TRANSPORTATION RESEARCH RECORD 1411 9 Predicting Earthquake-Induced Landslide Displacements Using Newmark's Sliding Block Analysis RANDALL W. }IBSON A principal cause of earthquake damage is landsliding, and the peak ground accelerations (PGA) below which no slope dis­ ability to predict earthquake-triggered landslide displacements is placement will occur. In cases where the PGA does exceed important for many types of seismic-hazard analysis and for the the yield acceleration, pseudostatic analysis has proved to be design of engineered slopes. Newmark's method for modeling a landslide as a rigid-plastic block sliding on an inclined plane pro­ vastly overconservative because many slopes experience tran­ vides a workable means of predicting approximate landslide dis­ sient earthquake accelerations well above their yield accel­ placements; this method yields much more useful information erations but experience little or no permanent displacement than pseudostatic analysis and is far more practical than finite­ (2). The utility of pseudostatic analysis is thus limited because element modeling. Applying Newmark's method requires know­ it provides only a single numerical threshold below which no ing the yield or critical acceleration of the landslide (above which displacement is predicted and above which total, but unde­ permanent displacement occurs), which can be determined from the static factor of safety and from the landslide geometry. Earth­ fined, "failure" is predicted. In fact, pseudostatic analysis tells quake acceleration-time histories can be selected to represent the the user nothing about what will occur when the yield accel­ shaking conditions of interest, and those parts of the record that eration is exceeded. lie above the critical acceleration are double integrated to deter­ At the other end of the spectrum, advances in two-dimensional mine the permanent landslide displacement.
    [Show full text]
  • Identification of Maximum Road Friction Coefficient and Optimal Slip Ratio Based on Road Type Recognition
    CHINESE JOURNAL OF MECHANICAL ENGINEERING ·1018· Vol. 27,aNo. 5,a2014 DOI: 10.3901/CJME.2014.0725.128, available online at www.springerlink.com; www.cjmenet.com; www.cjmenet.com.cn Identification of Maximum Road Friction Coefficient and Optimal Slip Ratio Based on Road Type Recognition GUAN Hsin, WANG Bo, LU Pingping*, and XU Liang State Key Laboratory of Automotive Simulation and Control, Jilin University, Changchun 130022, China Received November 21, 2013; revised June 9, 2014; accepted July 25, 2014 Abstract: The identification of maximum road friction coefficient and optimal slip ratio is crucial to vehicle dynamics and control. However, it is always not easy to identify the maximum road friction coefficient with high robustness and good adaptability to various vehicle operating conditions. The existing investigations on robust identification of maximum road friction coefficient are unsatisfactory. In this paper, an identification approach based on road type recognition is proposed for the robust identification of maximum road friction coefficient and optimal slip ratio. The instantaneous road friction coefficient is estimated through the recursive least square with a forgetting factor method based on the single wheel model, and the estimated road friction coefficient and slip ratio are grouped in a set of samples in a small time interval before the current time, which are updated with time progressing. The current road type is recognized by comparing the samples of the estimated road friction coefficient with the standard road friction coefficient of each typical road, and the minimum statistical error is used as the recognition principle to improve identification robustness. Once the road type is recognized, the maximum road friction coefficient and optimal slip ratio are determined.
    [Show full text]
  • Undergraduate Research on Conceptual Design of a Wind Tunnel for Instructional Purposes
    AC 2012-3461: UNDERGRADUATE RESEARCH ON CONCEPTUAL DE- SIGN OF A WIND TUNNEL FOR INSTRUCTIONAL PURPOSES Peter John Arslanian, NASA/Computer Sciences Corporation Peter John Arslanian currently holds an engineering position at Computer Sciences Corporation. He works as a Ground Safety Engineer supporting Sounding Rocket and ANTARES launch vehicles at NASA, Wallops Island, Va. He also acts as an Electrical Engineer supporting testing and validation for NASA’s Low Density Supersonic Decelerator vehicle. Arslanian has received an Undergraduate Degree with Honors in Engineering with an Aerospace Specialization from the University of Maryland, Eastern Shore (UMES) in May 2011. Prior to receiving his undergraduate degree, he worked as an Action Sport Design Engineer for Hydroglas Composites in San Clemente, Calif., from 1994 to 2006, designing personnel watercraft hulls. Arslanian served in the U.S. Navy from 1989 to 1993 as Lead Electronics Technician for the Automatic Carrier Landing System aboard the U.S.S. Independence CV-62, stationed in Yokosuka, Japan. During his enlistment, Arslanian was honored with two South West Asia Service Medals. Dr. Payam Matin, University of Maryland, Eastern Shore Payam Matin is currently an Assistant Professor in the Department of Engineering and Aviation Sciences at the University of Maryland Eastern Shore (UMES). Matin has received his Ph.D. in mechanical engi- neering from Oakland University, Rochester, Mich., in May 2005. He has taught a number of courses in the areas of mechanical engineering and aerospace at UMES. Matin’s research has been mostly in the areas of computational mechanics and experimental mechanics. Matin has published more than 20 peer- reviewed journal and conference papers.
    [Show full text]
  • Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics
    Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics Shear Strength of Soils Ability of soil to resist sliding on itself on the slope Angle of Repose definition n1. the maximum angle to the horizontal at which rocks, soil, etc, will remain without sliding Shear Strength Parameters and Soils Info Φ angle of internal friction C cohesion (clays are cohesive and sands are non-cohesive) Θ slope angle γ unit weight of soil Internal Angles of Friction Estimates for our use in example Silty sand Φ = 25 degrees Loose sand Φ = 30 degrees Medium to Dense sand Φ = 35 degrees Rock Riprap Φ = 40 degrees Slope Stability Analysis Basics Explore Site Geology Characterize soil shear strength Construct slope stability model Establish seepage and groundwater conditions Select loading condition Locate critical failure surface Iterate until minimum Factor of Safety (FS) is achieved Rules of Thumb and “Easy” Method of Estimating Slope Stability Geology and Soils Information Needed (from site or soils database) Check appropriate loading conditions (seeps, rapid drawdown, fluctuating water levels, flows) Select values to input for Φ and C Locate water table in slope (critical for evaluation!) 2:1 slopes are typically stable for less than 15 foot heights Note whether or not existing slopes are vegetated and stable Plan for a factor of safety (hazards evaluation) FS between 1.4 and 1.5 is typically adequate for our purposes No Flow Slope Stability Analysis FS = tan Φ / tan Θ Where Φ is the effective
    [Show full text]
  • Diminishing Friction of Joint Surfaces As Initiating Factor for Destabilising Permafrost Rocks?
    Geophysical Research Abstracts Vol. 12, EGU2010-3440-1, 2010 EGU General Assembly 2010 © Author(s) 2010 Diminishing friction of joint surfaces as initiating factor for destabilising permafrost rocks? Daniel Funk and Michael Krautblatter Department of Geogrpahy, University of Bonn, Germany ([email protected]) Degrading alpine permafrost due to changing climate conditions causes instabilities in steep rock slopes. Due to a lack in process understanding, the hazard is still difficult to asses in terms of its timing, location, magnitude and frequency. Current research is focused on ice within joints which is considered to be the key-factor. Monitoring of permafrost-induced rock failure comprises monitoring of temperature and moisture in rock-joints. The effect of low temperatures on the strength of intact rock and its mechanical relevance for shear strength has not been considered yet. But this effect is signifcant since compressive and tensile strength is reduced by up to 50% and more when rock thaws (Mellor, 1973). We hypotheisze, that the thawing of permafrost in rocks reduces the shear strength of joints by facilitating the shearing/damaging of asperities due to the drop of the compressive/tensile strength of rock. We think, that decreas- ing surface friction, a neglected factor in stability analysis, is crucial for the onset of destabilisation of permafrost rocks. A potential rock slide within the permafrost zone in the Wetterstein Mountains (Zugspitze, Germany) is the basis for the data we use for the empirical joint model of Barton (1973) to estimate the peak shear strength of the shear plane. Parameters are the JRC (joint roughness coefficient), the JCS (joint compressive strength) and the residual friction angle ('r).
    [Show full text]
  • Slope Stability
    SLOPE STABILITY Chapter 15 Omitted parts: Sections 15.13, 15.14,15.15 TOPICS Introduction Types of slope movements Concepts of Slope Stability Analysis Factor of Safety Stability of Infinite Slopes Stability of Finite Slopes with Plane Failure Surface o Culmann’s Method Stability of Finite Slopes with Circular Failure Surface o Mass Method o Method of Slices TOPICS Introduction Types of slope movements Concepts of Slope Stability Analysis Factor of Safety Stability of Infinite Slopes Stability of Finite Slopes with Plane Failure Surface o Culmann’s Method Stability of Finite Slopes with Circular Failure Surface o Mass Method o Method of Slices SLOPE STABILITY What is a Slope? An exposed ground surface that stands at an angle with the horizontal. Why do we need slope stability? In geotechnical engineering, the topic stability of slopes deals with: 1.The engineering design of slopes of man-made slopes in advance (a) Earth dams and embankments, (b) Excavated slopes, (c) Deep-seated failure of foundations and retaining walls. 2. The study of the stability of existing or natural slopes of earthworks and natural slopes. o In any case the ground not being level results in gravity components of the weight tending to move the soil from the high point to a lower level. When the component of gravity is large enough, slope failure can occur, i.e. the soil mass slide downward. o The stability of any soil slope depends on the shear strength of the soil typically expressed by friction angle (f) and cohesion (c). TYPES OF SLOPE Slopes can be categorized into two groups: A.
    [Show full text]
  • Landslides and the Weathering of Granitic Rocks
    Geological Society of America Reviews in Engineering Geology, Volume III © 1977 7 Landslides and the weathering of granitic rocks PHILIP B. DURGIN Pacific Southwest Forest and Range Experiment Station, Forest Service, U.S. Department of Agriculture, Berkeley, California 94701 (stationed at Arcata, California 95521) ABSTRACT decomposition, so they commonly occur as mountainous ero- sional remnants. Nevertheless, granitoids undergo progressive Granitic batholiths around the Pacific Ocean basin provide physical, chemical, and biological weathering that weakens examples of landslide types that characterize progressive stages the rock and prepares it for mass movement. Rainstorms and of weathering. The stages include (1) fresh rock, (2) core- earthquakes then trigger slides at susceptible sites. stones, (3) decomposed granitoid, and (4) saprolite. Fresh The minerals of granitic rock weather according to this granitoid is subject to rockfalls, rockslides, and block glides. sequence: plagioclase feldspar, biotite, potassium feldspar, They are all controlled by factors related to jointing. Smooth muscovite, and quartz. Biotite is a particularly active agent in surfaces of sheeted fresh granite encourage debris avalanches the weathering process of granite. It expands to form hydro- or debris slides in the overlying material. The corestone phase biotite that helps disintegrate the rock into grus (Wahrhaftig, is characterized by unweathered granitic blocks or boulders 1965; Isherwood and Street, 1976). The feldspars break down within decomposed rock. Hazards at this stage are rockfall by hyrolysis and hydration into clays and colloids, which may avalanches and rolling rocks. Decomposed granitoid is rock migrate from the rock. Muscovite and quartz grains weather that has undergone granular disintegration. Its characteristic slowly and usually form the skeleton of saprolite.
    [Show full text]
  • The Interaction Between Shield, Ground and Tunnel Support in TBM Tunnelling Through Squeezing Ground
    CORE Metadata, citation and similar papers at core.ac.uk Provided by RERO DOC Digital Library Rock Mech Rock Eng (2011) 44:37–61 DOI 10.1007/s00603-010-0103-8 ORIGINAL PAPER The Interaction Between Shield, Ground and Tunnel Support in TBM Tunnelling Through Squeezing Ground M. Ramoni • G. Anagnostou Received: 15 January 2010 / Accepted: 14 May 2010 / Published online: 15 June 2010 Ó Springer-Verlag 2010 Abstract When planning a TBM drive in squeezing C Circumference ground, the tunnelling engineer faces a complex problem Cce Arc length of the deformable concrete elements involving a number of conflicting factors. In this respect, Csc Arc length of the shotcrete ring numerical analyses represent a helpful decision aid as they Css Circumference of the steel set provide a quantitative assessment of the effects of key D Boring diameter parameters. The present paper investigates the interaction d1 Thickness of the shotcrete layer between the shield, ground and tunnel support by means of d2 Height of the deformable elements (yielding computational analysis. Emphasis is placed on the bound- support) ary condition, which is applied to model the interface e Extrusion rate of the core between the ground and the shield or tunnel support. The E Young’s modulus of the ground paper also discusses two cases, which illustrate different Esc Young’s modulus of the shotcrete methodical approaches applied to the assessment of a TBM Ess Young’s modulus of the steel drive in squeezing ground. The first case history—the F Thrust force Uluabat Tunnel (Turkey)—mainly involves the investiga- Fb Boring thrust force tion of TBM design measures aimed at reducing the risk fc Uniaxial compressive strength of the ground of shield jamming.
    [Show full text]
  • 11. the Stability of Slopes
    11-1 11. THE STABILITY OF SLOPES 11.1 INTRODUCTION The quantitative determination of the stability of slopes is necessary in a number of engineering activities, such as: (a) the design of earth dams and embankments, (b) the analysis of stability of natural slopes, (c) analysis of the stability of excavated slopes, (d) analysis of deepseated failure of foundations and retaining walls. Quite a number of techniques are available for these analyses and in this chapter the more widely used techniques are discussed. Extensive reviews of stability analyses have been provided by Chowdhury (1978) and by Schuster and Krizek (1978). In order to provide some basic understanding of the nature of the calculations involved in slope stability analyses the case of stability of an infinitely long slope is initially introduced. 11.2 FACTORS OF SAFETY The factor of safety is commonly thought of as the ratio of the maximum load or stress that a soil can sustain to the actual load or stress that is applied. Referring to Fig. 11.1 the factor of safety F, with respect to strength, may be expressed as follows: τ F = ff (11.1) τ where τ ff is the maximum shear stress that the soil can sustain at the value of normal stress of σn, τ is the actual shear stress applied to the soil. Equation 11.1 may be expressed in a slightly different form as follows: c σ tan φ = n τ F + F (11.2) Two other factors of safety which are occasionally used are the factor of safety with respect to cohesion, F c, and the factor of safety with respect to friction, F φ.
    [Show full text]
  • Bases and Foundations on Frozen Soil National Academy of Sciences
    HIGHWAY RESEARCH BOARD Special Report 58 Bases and Foundations on Frozen Soil by N.A. TSYTOVICH A Translation from the Russian RESEARCH National Academy of Sciences- 8 National Research Council publication 804 HIGHWAY RESEARCH BOARD Officers and Members of the Executive Committee 1960 OFFICERS PYKE JOHNSON, Chairman W. A. BUGGE, First Vice Chairman R. R. BARTELSMEYER, Second Vice Chairman FRED BURGGRAF, Director ELMER M. WARD, Assistant Director Executive Committee BERTRAM D. TALLAMY, Federal Highway Administrator, Bureau of Public Roads (ex officio) A. E. JOHNSON, Executive Secretary, American Association of State Highway Officials (ex officio) LOUIS JORDAN, Executive Secretary, Division of Engineering and Industrial Research, National Research Council (ex officio) C. H. SCHOLER, Applied Mechanics Department, Kansas State College (ex officio, Past Cliairman 1958) HARMER E. DAVIS, Director, Institute of Transportation and Traffic Engineering, Uni• versity of California (ex officio, Past Chairman 1959) R. R. BARTELSMEYER, Chief Highway Engineer, Illinois Division of Highways J. E. BUCHANAN, President, The Asphalt Institute W. A. BUGGE, Director of Highways, Washington State Highway Commission MASON A. BUTCHER, County Manager, Montgomery County, Md. A. B. CORNTHWAITE, Testing Engineer, Virginia Department of Highways C. D. CuRTiss, Special Assistant to the Executive Vice President, American Road Builders' Association DUKE W. DUNBAR, Attorney General of Colorado H. S. FAIRBANK, Consultant, Baltimore, Md. PYKE JOHNSON, Consultant, Automotive Safety Foundation G. DONALD KENNEDY, President, Portland Cement Association BURTON W. MARSH, Director, Traffic Engineering and Safety Department, American Automobile Association GLENN C. RICHARDS, Commissioner, Detroit Department of Public Works WILBUR S. SMITH, Wilbur Smith and Associates, New Haven, Conn. REX M. WHITTON, Chief Engineer, Missouri State Highway Department K.
    [Show full text]
  • The Spatial–Temporal Total Friction Coefficient of the Fault Viewed From
    Nat. Hazards Earth Syst. Sci., 20, 1485–1496, 2020 https://doi.org/10.5194/nhess-20-1485-2020 © Author(s) 2020. This work is distributed under the Creative Commons Attribution 4.0 License. The spatial–temporal total friction coefficient of the fault viewed from the perspective of seismo-electromagnetic theory Patricio Venegas-Aravena1,2, Enrique G. Cordaro2,3, and David Laroze4 1Department of Structural and Geotechnical Engineering, School of Engineering, Pontificia Universidad Católica de Chile, Vicuña Mackenna 4860, Macul, Santiago, Chile 2Cosmic Radiation Observatories, University of Chile, Casilla 487-3, Santiago, Chile 3Facultad de Ingeniería, Universidad Autónoma de Chile, Pedro de Valdivia 425, Santiago, Chile 4Instituto de Alta Investigación, CEDENNA, Universidad de Tarapacá, Casilla 7D, Arica, Chile Correspondence: Patricio Venegas-Aravena ([email protected]) Received: 6 September 2019 – Discussion started: 28 November 2019 Revised: 8 April 2020 – Accepted: 26 April 2020 – Published: 27 May 2020 Abstract. Recently, it has been shown theoretically how the 1 Introduction lithospheric stress changes could be linked with magnetic anomalies, frequencies, spatial distribution and the magnetic- The electromagnetic phenomena that could be linked moment magnitude relation using the electrification of mi- with earthquake occurrences are usually considered within crofractures in the semibrittle–plastic rock regime (Venegas- the lithosphere–atmosphere–ionosphere-coupling effect (or Aravena et al., 2019). However, this seismo-electromagnetic LAIC effect; e.g., De Santis et al., 2019a). Some of these theory has not been connected with the fault’s properties in electromagnetic phenomena have been recorded both prior order to be linked with the onset of the seismic rupture pro- to and after earthquakes using different methodologies, data, cess itself.
    [Show full text]
  • University of Dundee Newmark Sliding Block
    University of Dundee Newmark sliding block model for pile-reinforced slopes under earthquake loading Al-Defae, A. H.; Knappett, J. A. Published in: Soil Dynamics and Earthquake Engineering DOI: 10.1016/j.soildyn.2015.04.013 Publication date: 2015 Licence: CC BY-NC-ND Document Version Peer reviewed version Link to publication in Discovery Research Portal Citation for published version (APA): Al-Defae, A. H., & Knappett, J. A. (2015). Newmark sliding block model for pile-reinforced slopes under earthquake loading. Soil Dynamics and Earthquake Engineering, 75, 265-278. https://doi.org/10.1016/j.soildyn.2015.04.013 General rights Copyright and moral rights for the publications made accessible in Discovery Research Portal are retained by the authors and/or other copyright owners and it is a condition of accessing publications that users recognise and abide by the legal requirements associated with these rights. • Users may download and print one copy of any publication from Discovery Research Portal for the purpose of private study or research. • You may not further distribute the material or use it for any profit-making activity or commercial gain. • You may freely distribute the URL identifying the publication in the public portal. Take down policy If you believe that this document breaches copyright please contact us providing details, and we will remove access to the work immediately and investigate your claim. Download date: 23. Sep. 2021 Elsevier Editorial System(tm) for Soil Dynamics and Earthquake Engineering Manuscript Draft Manuscript Number: SOILDYN-D-14-00245R2 Title: Newmark sliding block model for pile-reinforced slopes under earthquake loading Article Type: Research Paper Keywords: Slope stability; Earthquakes; Centrifuge models; Piles; Sands; Embankments.
    [Show full text]