Rubber Friction on Road Surfaces: Experiment and Theory for Low Sliding Speeds B

Total Page:16

File Type:pdf, Size:1020Kb

Rubber Friction on Road Surfaces: Experiment and Theory for Low Sliding Speeds B Rubber friction on road surfaces: Experiment and theory for low sliding speeds B. Lorenz, Y. R. Oh, S. K. Nam, S. H. Jeon, and B. N. J. Persson Citation: The Journal of Chemical Physics 142, 194701 (2015); doi: 10.1063/1.4919221 View online: http://dx.doi.org/10.1063/1.4919221 View Table of Contents: http://scitation.aip.org/content/aip/journal/jcp/142/19?ver=pdfcov Published by the AIP Publishing Articles you may be interested in Nanoscale wear and kinetic friction between atomically smooth surfaces sliding at high speeds Appl. Phys. Lett. 106, 081604 (2015); 10.1063/1.4913465 Effect of fluorocarbon self-assembled monolayer films on sidewall adhesion and friction of surface micromachines with impacting and sliding contact interfaces J. Appl. Phys. 113, 224505 (2013); 10.1063/1.4808099 Evaluation of sliding friction and contact mechanics of elastomers based on dynamic-mechanical analysis J. Chem. Phys. 123, 014704 (2005); 10.1063/1.1943410 Theory of rubber friction and contact mechanics J. Chem. Phys. 115, 3840 (2001); 10.1063/1.1388626 Transitions from nanoscale to microscale dynamic friction mechanisms on polyethylene and silicon surfaces J. Appl. Phys. 87, 3143 (2000); 10.1063/1.372312 This article is copyrighted as indicated in the article. Reuse of AIP content is subject to the terms at: http://scitation.aip.org/termsconditions. Downloaded to IP: 134.94.122.86 On: Fri, 04 Dec 2015 06:11:09 THE JOURNAL OF CHEMICAL PHYSICS 142, 194701 (2015) Rubber friction on road surfaces: Experiment and theory for low sliding speeds B. Lorenz,1,a) Y. R. Oh,2 S. K. Nam,2 S. H. Jeon,2 and B. N. J. Persson1,a) 1PGI, FZ Jülich, 52425 Jülich, Germany 2Hankook Tire Co. LTD., 112 Gajeongbuk-ro, Yuseong-gu, Daejeon 305-725, South Korea (Received 17 February 2015; accepted 9 April 2015; published online 15 May 2015) We study rubber friction for tire tread compounds on asphalt road surfaces. The road surface topogra- phies are measured using a stylus instrument and atomic force microscopy, and the surface roughness power spectra are calculated. The rubber viscoelastic modulus mastercurves are obtained from dynamic mechanical analysis measurements and the large-strain effective modulus is obtained from strain sweep data. The rubber friction is measured at different temperatures and sliding velocities, and is compared to the calculated data obtained using the Persson contact mechanics theory. We conclude that in addition to the viscoelastic deformations of the rubber surface by the road asperities, there is an important contribution to the rubber friction from shear processes in the area of contact. The analysis shows that the latter contribution may arise from rubber molecules (or patches of rubber) undergoing bonding-stretching-debonding cycles as discussed in a classic paper by Schallamach. C 2015 AIP Publishing LLC. [http://dx.doi.org/10.1063/1.4919221] I. INTRODUCTION contributions to the friction from the area of real contact may result from wear processes (involving bond-breaking), or the Rubber friction is a topic of great practical importance, interaction between hard filler particles (usually carbon or e.g., for the tire-road interaction,1–25 or for the friction between silica particles) at the rubber surface with the countersurface. the rubber stopper and the barrel in syringes.26,27 There are This interaction will result in wear processes where the hard several different contributions to rubber friction, the relative filler particles scratch the countersurface (usually resulting in importance of which depends on the rubber compound and polishing of the countersurface19). countersurface properties. For hard substrates, such as road The contribution from the area of real contact to rubber surfaces, a contribution to rubber friction arises from the time- friction depends sensitively on contamination particles and dependent viscoelastic deformations of the rubber by the sub- fluids.33 Thus, on wet road surfaces, at high enough sliding (or strate asperities. That is, during sliding an asperity contact re- rolling) speed, the surfaces in the apparent contact regions will gion with linear size d will deform the rubber at a characteristic be separated by a thin fluid film, in which case the viscoelastic frequency ! ∼ v=d, where v is the sliding speed. Since real deformations of the rubber give the most important contribu- surfaces have roughness over many decades in length scales, tion to the friction (see Fig.2). Similarly, if the rubber surface there will be a wide band of perturbing frequencies, all of is contaminated by dust particles, the interaction between the which contribute to the viscoelastic rubber friction. In addition, dust particles and the countersurface may give a weakly veloc- there will be a contribution to the friction from shearing the ity independent contribution to the rubber friction coefficient area of real contact. (typically of order ∼0:1). The contribution from the area of real contact can have Rubber friction is a complex topic and any theory for several different origins. If a thin (say nanometer) confined rubber friction should first be tested for the most simple situ- fluid film, e.g., oil or wear products from the tire,orthe ation. In this paper, we will present experimental results for contamination film which prevails on almost all natural sur- the rubber friction for several rubber tread compounds and faces, exists in the contact region then shearing this film will road surfaces. We consider only very small sliding speeds, generate a frictional shear stress which will contribute to the from ∼1 µm=s to ∼1 mm=s. In this case, frictional heating rubber friction. We note that confined fluid films of nanometer results in negligible temperature increase which is important thickness may have very different rheological properties than as the viscoelastic properties of rubber materials are extremely the corresponding bulk fluids.28–30 For relative clean surfaces, sensitive to the temperature. We also present results for several direct bonding (even if mainly of the weak van der Waals type) different background temperatures. The experimental results of rubber molecules to the substrate may result in bonding- are analyzed using the Persson contact mechanics theory, and stretching-debonding cycles which result in energy dissipation we conclude that there is an important contribution to the fric- (see Fig.1). This mechanism was first considered in a pioneer- tion from the area of contact. The analysis shows that the latter ing work by Schallamach31 and has recently been extended contribution may arise from bonding-stretching-debonding cy- to real rubber materials by Persson and Volokitin.32 Other cles. In this paper, we first present the results of the road sur- a)www.MultiscaleConsulting.com. face topographies and power spectra (Sec.II). In Sec. III, the 0021-9606/2015/142(19)/194701/12/$30.00 142, 194701-1 © 2015 AIP Publishing LLC This article is copyrighted as indicated in the article. Reuse of AIP content is subject to the terms at: http://scitation.aip.org/termsconditions. Downloaded to IP: 134.94.122.86 On: Fri, 04 Dec 2015 06:11:09 194701-2 Lorenz et al. J. Chem. Phys. 142, 194701 (2015) FIG. 1. The classical description of a polymer chain at the rubber-block countersurface interface. During lateral motion of the rubber block, the chain stretches, detaches, relaxes, and reattaches to the surface to repeat the cycle.31 The picture is schematic and in reality no detachment in the vertical direction is expected, but only a rearrangement of molecule segments (in nanometer- sized domains) parallel to the surface from pinned (commensurate-like) do- mains to depinned (incommensurate-like) domains (see Ref. 32). rubber viscoelastic modulus mastercurves are obtained from FIG. 3. The surface roughness top power spectra CT as a function of the DMA measurements, and the large-strain effective modulus is wavevector q (log10–log10 scale) for the asphalt road surfaces a, b, and c, and a sandpaper surface. The dashed line has the slope −2 1+ H = −3:6 obtained from strain sweep data. SectionIV presents a short re- ( ) corresponding to the Hurst exponent H = 0:8 and fractal dimension Df view of the theory used for analyzing the experimental friction = 3− H = 2:2 based on 1D stylus line scan data. data. In Sec.V, we present experimental rubber friction data obtained at different temperatures and velocities, and compare the measured data to the theoretical prediction. SectionVI con- Fig.3 shows the surface roughness top power spectra tains a discussion and Sec. VII the summary and conclusion. CT as a function of the wavevector q (log10–log10 scale) for the asphalt road surfaces a, b, and c, and for the sandpaper surface. The measurements were performed on the unused II. SURFACE TOPOGRAPHIES AND SURFACE road and sandpaper surfaces, i.e., on surface areas not covered ROUGHNESS POWER SPECTRA by the sliding track of the rubber block. The surfaces appear self-affine fractal with the Hurst exponent H ≈ 0:8 (or fractal In this study, we use three asphalt road surfaces, denoted dimension D = 3 − H ≈ 2:2) which is typical for many sur- a, b, and c in what follows, and a sandpaper surface. We f faces.34 Note that the root-mean-square (rms) roughness ampli- have observed that the asphalt road surfaces start to wear and tude of the sandpaper surface is smaller than for the asphalt plastically deform strongly when a rubber block is sliding on road surfaces, but the surface roughness power spectrum at them at temperatures above 40 ◦C, and therefore the highest large wavevectors is largest for the sandpaper surface. This fact temperature used below was T ≈ 40 ◦C. manifests itself in the cumulative rms roughness and rms slope We have measured the surface topography of all surfaces curves to be presented below (see Fig.5).
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]