The kinematic interaction of a single pile with heterogeneous soil

Size: px
Start display at page:

Download "The kinematic interaction of a single pile with heterogeneous soil"

Transcription

1 Earthquake Ground Motion: Input Definition for Aseismic Design 135 The kinematic interaction of a single pile with heterogeneous soil M. Maugeri, E. Motta, E. Raciti & D. Ardita Department of Civil and Environmental Engineering, University of Catania, Italy Abstract The behaviour of deep foundation under static loads has been widely investigated and the available calculation procedures can be considered suitable for the current engineering applications. However, pile behaviour under seismic loading is more complex and less known, because it involves the simultaneous action of inertial forces arising from the super-structure (inertial interaction) and of the soil deformations arising from the seismic waves (kinematic interaction). Italian code DM 14/01/2008 requires the dynamic soil-structure interaction in seismic foundation design to be taken into account, but it does not give any information about criteria for the evaluation of kinematic interaction strains. Experimental evidence and theoretical considerations by many authors show that the kinematic interaction alone may induce high stresses in piles, especially near an interface between a soft and a rigid soil layer. In this work pile behaviour due to kinematic interaction with soil will be examined. An approach based on a differential equation proposed in the relevant technical literature will be used. The analysis is focused on the response of a single pile in a heterogeneous three-layer soil profile. Keywords: deep foundations, seismic loads, dynamic soil-structure interaction, pile behaviour, numerical model. 1 Introduction Pile seismic response results from a complex soil pile superstructure interaction affected by non-linear phenomena, which take place in the soil near piles and by kinematic effects linked to ground shaking. Dynamic pile soil interaction is significant when piles are embedded in soil layers with highly discontinuous strength and stiffness. doi: / /14

2 136 Earthquake Ground Motion: Input Definition for Aseismic Design In 1977, Tajimi [1] accepted that pile design should take into account the dynamic behaviour. During the recent decades, a deep improvement in knowledge has been achieved, as many experimental observations during real earthquakes are now available and dynamic simulations on physical models as well as numerical analyses under various loading conditions have been developed. The results of those studies can be found in the technical literature [1 11]. To model the dynamic behaviour, the application of rigorous analytical tools would be desirable, but in design practice this is too onerous, especially when a seismic analysis is carried out in the frequency domain, as the pile response should be evaluated over a very high number of frequencies (thousands) that would be sufficient to cover the seismic signal frequency content. Nowadays, the practice level is lower since theoretical knowledge and theoretical developments have not yet been converted to simple calculation methods. In professional practice, the dynamic effects are usually neglected, because simple analysis methods are missing or such effects are considered negligible. So, piles are designed taking into account only the loads applied at the pile head. In this work, a simplified analytical model that allows the kinematic interaction with soil to be taken into account in design is presented for piles embedded in layered soils. The results of this study are shown through dimensionless plots for preliminary design estimations. 2 Mathematical model The proposed simplified model is based on the Beam on Dynamic Winkler Foundation (BDWF) method, according to which soil behaviour is represented by springs and dampers distributed along the pile (fig. 1). The soil around the piles is hypothesised to be under free-field conditions, so that seismic S-waves propagate vertically and are not influenced by pile presence. Based on the model proposed by Kavvadas and Gazetas [12] and on their application to a two-layer soil deposit, in this work an application to a three-layer soil profile is carried out. The analysis defines the free-field displacement of undisturbed soil u ff z,t and applies it to the pile through springs and dampers (representing the pile soil interface) to impose seismic actions on the pile. It is necessary to take into account both the pile with the soil layers parameters involved and the interface parameters, which are, however, functions of both soil and pile geometrical and physical parameters. One of the most critical aspects in modelling the soil pile system is the determination of the springs and dashpot mechanical parameters (stiffness k x and viscosity c x ), functions of frequency. To determine the soil free-field displacement, a one-dimensional S-wave propagation can be used, assuming linear hysteretic soil behaviour: u ff (z, t) = U ff (z)exp[i(t + ff )] = U ff exp(it) (1) where U ff (z) is the free-field soil displacement modulus; ff = tan 1 [2/(1 2 )] the phase displacement between seismic input at the bedrock and the soil response;

3 Earthquake Ground Motion: Input Definition for Aseismic Design 137 f / s the ratio of the excitation frequency to the fundamental natural frequency of the free (i.e. without piles) soil deposit in vertical S-waves; is the hysteretic damping ratio. Figure 1: BDFW model for a layered soil and a free head pile (from Kavvadas and Gazetas [12]). Each layer is characterized by a complex shear wave velocity: * s V V 1 2i (2) s where V s G / is the actual shear wave velocity. An acceleration with a frequency equal to the fundamental natural frequency of a homogeneous soil layer thick as the pile length has been used as a simplified seismic input. To determine the soil fundamental natural frequency, the Rayleigh method can be used. The differential equation governing the pile response is the following: 4 2 up up EI p p m ( ) 4 p S 2 x uff up z t (3) where E p I p is the bending stiffness, m p the mass per unit length, u p the pile displacement; S x represents features of the interface whereby free-field ground displacement transmits strains to the pile: S x k x ic x (4)

4 138 Earthquake Ground Motion: Input Definition for Aseismic Design As a first approximation, the spring stiffness k x can be considered approximately frequency independent and expressed as multiple of the local soil Young s modulus E s : k x E s (5) where is a frequency independent coefficient assumed to be constant (i.e. the same for all layers and independent of depth), that will be called pile soil interaction coefficient. has been determined by Kavaddas and Gazetas using the finite element method [12]. The stiffness parameter c x in eqn (4) represents both radiation and material damping; the former arises from waves originating at the pile perimeter and spreading laterally outward and the latter from hysteretically-dissipated energy in the soil. Solving eqn (3), pile deformations (displacements and rotations), bending moment and shear force will be determined as functions of both depth z and time t. Horizontal pile displacements can be determined from the following equation: u p z,tu pp zexpit p U pp (z)expit) (6) where U pp z is the pile displacement modulus; p the phase difference between the free-field displacement and pile response in terms of displacement. Eqn (3) can be alternatively written as follows: IV 4 pp pp ff U U U (7) where is the excitation circular frequency and 2 m 4 p Sx (8) EI p p S x (9) EI p p Eqn (7) has the following general solution: D1 z z i z i z D 2 U ( ) e e e e pp z su ff ( z) D3 D 4 (10)

5 Earthquake Ground Motion: Input Definition for Aseismic Design 139 where D 1, D 2, D 3, D 4 are arbitrary constants to be evaluated on the basis of the compatibility equations and the boundary conditions, while s 4 4 q (11) q (12) V s By eqn (10), the following equation can be obtained: U i i pp ( z) z z z z e e e e U ff ( z) D1 U ( ) z z i z i z e e i e i e pp z D U ( ) 2 ff z s 2 z 2 z 2 iz 2 iz U pp ( z) e e e e D3 U ff ( z) 3 z 3 z 3 iz 3 iz e e i e i e D 4 U pp ( z) U ff ( z) (13) or, concisely, for a pile element in the domain of the soil layer j: U ( z) F ( z) D s U ( z) (14) pj j j j j The vector U j ( z) can be determined from the free-field displacement solution. In the case of a multi-layer soil profile with N layers (j = 1, 2,..., N), eqn (13) will be a system of 4N equations with 4N arbitrary constants D 1, D 2, D 3, D 4 that could be evaluated from the equations representing compatibility between pile and soil as well as the boundary conditions. The compatibility equations express that, at the (N 1) soil layer and pile interfaces, the pile deflection u p, rotation, bending moment M and shear force Q must be continuous: these compatibility requirements can be expressed by the following 4(N 4) equations (for an arbitrary interface j) U ( z ) U ( z ) (15) pj j p( j1) j Regarding the boundary conditions, it can be observed that at the pile top, in the case of a pile with free head, 0, t 0 (16) Q0, t 0 (17) At the pile end, in the case of a pile hinged at the bedrock:

6 140 Earthquake Ground Motion: Input Definition for Aseismic Design while in the case of a floating pile: Mz N, t0 (18) u p z N, t u g t (19) Mz N, t 0 (20) Qz N, t 0 (21) M and Q being pile bending moment and shear, respectively. Thus a set of 4N equations can be obtained and they can be solved for the constants D 1, D 2,, D N. Once these constants are evaluated, pile displacements, rotations, bending moments, shear forces can be obtained directly from eqn (13), since: Pile displacement: u pp z, t) (22) Pile rotation: z, t u (,) z t (23) Pile bending moment: Mz, te p I p u (,) z t (24) Pile shear: Q(z, te p I p u (,) z t (25) 3 Numerical analysis A system made of a fixed head, single pile, with length L and diameter d, embedded in a three-layer soil deposit, h 1, h 2 and h 3 thick (fig. 2(a) and (b)) has been studied. The soil deposit lies on a rigid bedrock and is subjected to vertically propagating S-waves that produce a horizontal harmonic motion of the kind: pp pp pp u g t U g expit) (26) The case of a floating pile and that of a pile hinged at the bedrock have been analysed. In the first case, M = 0 and Q = 0 are the boundary conditions at the pile end; in the second case the conditions u p = u g and M = 0 have been imposed. In the case of floating pile, h 1 h 2 h 3 /2, d L/30 and L 3h 1 have been assigned. In the second case, h 1 h 2 h 3 and once more d L/30 and L 3h 1 have been assigned. As regards the frequency of the bedrock displacement, the value of fundamental natural frequency calculated in the case of a homogeneous soil layer as thick as the pile length with the mechanical features of layer 1 has been assumed.

7 Earthquake Ground Motion: Input Definition for Aseismic Design 141 Figure 2: The calculation model. (a) Floating Pile. (b) Pile hinged at the bedrock. The soil has been hypothesized as a linearly hysteretic solid made of three layers, with respective Young s moduli E s1, E s2, E s3, damping ratios %, mass densities and Poisson s ratios A pile has been represented as a linearly elastic beam with mass density p For the elastic properties of the soil, E s3 /E s1 1 has been assigned and the cases E s1 /E s2 0.1, 0.5, 1.0, 2.0 and 10.0 have been analysed. 4 Preliminary results and conclusions Following Kavvadas and Gazetas [12], results have been displayed in dimensionless format. In particular, the dimensionless bending moment has been defined as M * M 4 d u p g 2 where ug ug is the maximum seismic acceleration at the bedrock. In fig. 3, the single pile response, in the case of a floating pile, is shown in terms of bending moment modulus for E s1 /E s2 = 0.1, 0.5, 1.0, 2.0, The results show that a peak of moment is recorded near mechanical discontinuities.

8 142 Earthquake Ground Motion: Input Definition for Aseismic Design Figure 3: Dimensionless bending moment for different soil layer strains for a floating pile. For floating piles, the maximum bending moment value is recorded where the difference between mechanical properties is higher (E s1 /E s2 = 0.1; 10.0). For piles hinged at the bedrock, the maximum moment along the pile seems to be always lower than that observed at the pile top in the case of homogeneous soil layer. However, this can be attributed always to the input frequency adopted, coinciding with the fundamental natural frequency of the case of a homogeneous soil layer. In fig. 4, for the only case of floating pile, the dimensionless moment modulus versus depth is shown, for various intermediate soil layer thickness, that is, for h 2 /h 1 = 0.1, 0.2, 0.3, 0.5. Regardless of the stiffness ratio between various layers, for an increase of the intermediate layer thickness, a raise in the maximum excitation has been observed. This is even more evident in fig. 5, where, for the case of a floating pile, the ratio M het /M hom, of the maximum bending moment along the pile in a heterogeneous soil profile to that of the case of a homogeneous soil layer, with varying intermediate layer thickness is shown.

9 Earthquake Ground Motion: Input Definition for Aseismic Design 143 Figure 4: Dimensionless bending moments for various intermediate layer thicknesses.

10 144 Earthquake Ground Motion: Input Definition for Aseismic Design Figure 5: Floating pile: the dimensionless ratio of maximum bending moments M het (in a heterogeneous soil profile) to M hom (in a homogeneous soil profile) versus the ratio h 2 /h 1 for various intermediate layer thicknesses. Some final remarks of this preliminary study can be summarised as follows: As observed by other authors, in this study it has also been highlighted that, in the presence of mechanical discontinuities due to stratigraphical discontinuities, peak in bending moment values are recorded. Among the analysed cases and in the case of floating pile, the maximum excitations in the presence of mechanical discontinuities appeared higher than in the case of homogeneous soil, regardless of higher or lower rigidity of the intermediate layer. Moreover, as regards floating piles, an effect of bending moment amplification, in comparison to the maximum bending moment of the pile embedded in a homogeneous soil deposit, with the intermediate layer thickness rising has been observed. This result seems to be independent of the higher or lower rigidity of the intermediate layer in comparison to the external ones. Finally, it must be underlined that the excitation frequency can sensitively condition results, depending on being near or far from the fundamental natural frequency. However, this study is still at its preliminary phase, so it is not possible to derive final general remarks. References [1] Tajimi, H., Seismic effects on piles. State-of-the-art Report 2, Int Conf. on Soil Mechanics and Foundation Engineering, Proc. of Specialty Session 10, pp , [2] Dennehy, K. & Gazetas, G., Seismic vulnerability analysis and design of anchored bulkheads, research report, Rensselaer Polytechnic Institute, Troy, NY, chapters 5-6, 1985.

11 Earthquake Ground Motion: Input Definition for Aseismic Design 145 [3] Flores-Berrones, R. & Whitman, R.V., Seismic response of end-bearing piles. Journal of the Geotechnical Engineering Division, ASCE, 108(4), pp , [4] Gazetas, G., Seismic response of end-bearing single piles. Soil Dynamics and Earthquake Engineering, 3(2), pp , [5] Kagawa, T. & Kraft, L.M., Lateral pile response during earthquakes. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 107(12), pp , [6] Kaynia, A.M. & Kausel, E., Dynamic behaviour of pile groups. Proc. of the 2 nd Int. Conf. on Numerical MethodsiIn Offshore Piling, Austin, pp , [7] Kobori, T., Minai, R. & Baba, K., Dynamic behaviour of a pile under earthquake-type loading. Proc. of 1 st Int. Conf. on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, Rolla 2, pp , [8] Masayuki, H. & Shoichi, N., A study on pile forces of a pile group in layered soil under seismic loading. Proc. of the 2 nd Int. Conf. on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, St Louis 3, [9] Penzien, J., Soil-pile foundation interaction. Earthquake Engineering, ed. R.L. Wiegel, Prentice-Hall: New York, chapter 14, [10] Tajimi, H., Dynamic analysis of structure embedded in elastic stratum. Proc. of the 4 th World Conf. on Earthquake Engineering, Santiago, pp , [11] Wolf, J.P. & Von Arx, G.A., Horizontally travelling waves in a group of piles taking pile-soil-pile interaction into account. Earthquake Engineering and Structural Dynamics, 10, pp , [12] Kavvadas, M. & Gazetas, G., Kinematic seismic response and bending of free- head piles in layered soil. Géotechnique, 43(2), pp , 1993.

Incorporating Gyromass Lumped Parameter Models (GLPMs) in OpenSees

Incorporating Gyromass Lumped Parameter Models (GLPMs) in OpenSees TECHNICAL REPORT Incorporating Gyromass Lumped Parameter Models (GLPMs) in OpenSees Naba Raj Shrestha Graduate School of Science & Engineering Saitama University 7/30/2013 Introduction Lumped parameter

More information

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

Seismic Analysis and Design of Steel Liquid Storage Tanks

Seismic Analysis and Design of Steel Liquid Storage Tanks Vol. 1, 005 CSA Academic Perspective 0 Seismic Analysis and Design of Steel Liquid Storage Tanks Lisa Yunxia Wang California State Polytechnic University Pomona ABSTRACT Practicing engineers face many

More information

Numerical Simulation of CPT Tip Resistance in Layered Soil

Numerical Simulation of CPT Tip Resistance in Layered Soil Numerical Simulation of CPT Tip Resistance in Layered Soil M.M. Ahmadi, Assistant Professor, mmahmadi@sharif.edu Dept. of Civil Engineering, Sharif University of Technology, Tehran, Iran Abstract The paper

More information

Canyon Geometry Effects on Seismic SH-Wave scattering using three dimensional BEM

Canyon Geometry Effects on Seismic SH-Wave scattering using three dimensional BEM Proceedings of the rd IASME / WSEAS International Conference on GEOLOGY and SEISMOLOGY (GES'9) Canyon Geometry Effects on Seismic SH-Wave scattering using three dimensional BEM REZA TARINEJAD* and MOHAMMAD

More information

Pre-requisites 2012-2013

Pre-requisites 2012-2013 Pre-requisites 2012-2013 Engineering Computation The student should be familiar with basic tools in Mathematics and Physics as learned at the High School level and in the first year of Engineering Schools.

More information

STUDY OF DAM-RESERVOIR DYNAMIC INTERACTION USING VIBRATION TESTS ON A PHYSICAL MODEL

STUDY OF DAM-RESERVOIR DYNAMIC INTERACTION USING VIBRATION TESTS ON A PHYSICAL MODEL STUDY OF DAM-RESERVOIR DYNAMIC INTERACTION USING VIBRATION TESTS ON A PHYSICAL MODEL Paulo Mendes, Instituto Superior de Engenharia de Lisboa, Portugal Sérgio Oliveira, Laboratório Nacional de Engenharia

More information

FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples

FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to

More information

Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method

Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method Yun-gang Zhan School of Naval Architecture and Ocean Engineering, Jiangsu University of Science and Technology, Zhenjiang,

More information

INTRODUCTION TO SOIL MODULI. Jean-Louis BRIAUD 1

INTRODUCTION TO SOIL MODULI. Jean-Louis BRIAUD 1 INTRODUCTION TO SOIL MODULI By Jean-Louis BRIAUD 1 The modulus of a soil is one of the most difficult soil parameters to estimate because it depends on so many factors. Therefore when one says for example:

More information

Finite Element Method (ENGC 6321) Syllabus. Second Semester 2013-2014

Finite Element Method (ENGC 6321) Syllabus. Second Semester 2013-2014 Finite Element Method Finite Element Method (ENGC 6321) Syllabus Second Semester 2013-2014 Objectives Understand the basic theory of the FEM Know the behaviour and usage of each type of elements covered

More information

vulcanhammer.net This document downloaded from

vulcanhammer.net This document downloaded from This document downloaded from vulcanhammer.net since 1997, your source for engineering information for the deep foundation and marine construction industries, and the historical site for Vulcan Iron Works

More information

INTERACTION BETWEEN MOVING VEHICLES AND RAILWAY TRACK AT HIGH SPEED

INTERACTION BETWEEN MOVING VEHICLES AND RAILWAY TRACK AT HIGH SPEED INTERACTION BETWEEN MOVING VEHICLES AND RAILWAY TRACK AT HIGH SPEED Prof.Dr.Ir. C. Esveld Professor of Railway Engineering TU Delft, The Netherlands Dr.Ir. A.W.M. Kok Associate Professor of Railway Engineering

More information

TRAVELING WAVE EFFECTS ON NONLINEAR SEISMIC BEHAVIOR OF CONCRETE GRAVITY DAMS

TRAVELING WAVE EFFECTS ON NONLINEAR SEISMIC BEHAVIOR OF CONCRETE GRAVITY DAMS TRAVELING WAVE EFFECTS ON NONLINEAR SEISMIC BEHAVIOR OF CONCRETE GRAVITY DAMS H. Mirzabozorg 1, M. R. Kianoush 2 and M. Varmazyari 3 1,3 Assistant Professor and Graduate Student respectively, Department

More information

Determination of source parameters from seismic spectra

Determination of source parameters from seismic spectra Topic Determination of source parameters from seismic spectra Authors Michael Baumbach, and Peter Bormann (formerly GeoForschungsZentrum Potsdam, Telegrafenberg, D-14473 Potsdam, Germany); E-mail: pb65@gmx.net

More information

Dispersion diagrams of a water-loaded cylindrical shell obtained from the structural and acoustic responses of the sensor array along the shell

Dispersion diagrams of a water-loaded cylindrical shell obtained from the structural and acoustic responses of the sensor array along the shell Dispersion diagrams of a water-loaded cylindrical shell obtained from the structural and acoustic responses of the sensor array along the shell B.K. Jung ; J. Ryue ; C.S. Hong 3 ; W.B. Jeong ; K.K. Shin

More information

Seismic response of circular tunnels: Numerical validation of closed form solutions

Seismic response of circular tunnels: Numerical validation of closed form solutions 1 st Civil and Environmental Engineering Student Conference 25-26 June 2012 Imperial College London Seismic response of circular tunnels: Numerical validation of closed form solutions M.A. Zurlo ABSTRACT

More information

CONTRIBUTION TO THE IAEA SOIL-STRUCTURE INTERACTION KARISMA BENCHMARK

CONTRIBUTION TO THE IAEA SOIL-STRUCTURE INTERACTION KARISMA BENCHMARK CONTRIBUTION TO THE IAEA SOIL-STRUCTURE INTERACTION KARISMA BENCHMARK Presented by F. Wang (CEA, France), CLUB CAST3M 2013 28/11/2013 5 DÉCEMBRE 2013 CEA 10 AVRIL 2012 PAGE 1 CONTRIBUTION TO THE IAEA SSI

More information

SEISMIC SETTLEMENT OF SHALLOW FOUNDATIONS

SEISMIC SETTLEMENT OF SHALLOW FOUNDATIONS 10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska SEISMIC SETTLEMENT OF SHALLOW FOUNDATIONS S. Prakash 1, V.K. Puri

More information

PROHITECH WP3 (Leader A. IBEN BRAHIM) A short Note on the Seismic Hazard in Israel

PROHITECH WP3 (Leader A. IBEN BRAHIM) A short Note on the Seismic Hazard in Israel PROHITECH WP3 (Leader A. IBEN BRAHIM) A short Note on the Seismic Hazard in Israel Avigdor Rutenberg and Robert Levy Technion - Israel Institute of Technology, Haifa 32000, Israel Avi Shapira International

More information

Miss S. S. Nibhorkar 1 1 M. E (Structure) Scholar,

Miss S. S. Nibhorkar 1 1 M. E (Structure) Scholar, Volume, Special Issue, ICSTSD Behaviour of Steel Bracing as a Global Retrofitting Technique Miss S. S. Nibhorkar M. E (Structure) Scholar, Civil Engineering Department, G. H. Raisoni College of Engineering

More information

SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES

SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES Kayahan AKGUL 1, Yasin M. FAHJAN 2, Zuhal OZDEMIR 3 and Mhamed SOULI 4 ABSTRACT Sloshing has been one of the major concerns for engineers in

More information

COMPUTATIONAL ENGINEERING OF FINITE ELEMENT MODELLING FOR AUTOMOTIVE APPLICATION USING ABAQUS

COMPUTATIONAL ENGINEERING OF FINITE ELEMENT MODELLING FOR AUTOMOTIVE APPLICATION USING ABAQUS International Journal of Advanced Research in Engineering and Technology (IJARET) Volume 7, Issue 2, March-April 2016, pp. 30 52, Article ID: IJARET_07_02_004 Available online at http://www.iaeme.com/ijaret/issues.asp?jtype=ijaret&vtype=7&itype=2

More information

Fluid structure interaction of a vibrating circular plate in a bounded fluid volume: simulation and experiment

Fluid structure interaction of a vibrating circular plate in a bounded fluid volume: simulation and experiment Fluid Structure Interaction VI 3 Fluid structure interaction of a vibrating circular plate in a bounded fluid volume: simulation and experiment J. Hengstler & J. Dual Department of Mechanical and Process

More information

DYNAMIC RESPONSE OF CONCRETE GRAVITY DAM ON RANDOM SOIL

DYNAMIC RESPONSE OF CONCRETE GRAVITY DAM ON RANDOM SOIL International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 11, Nov 2015, pp. 21-31, Article ID: IJCIET_06_11_003 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=11

More information

Optimum proportions for the design of suspension bridge

Optimum proportions for the design of suspension bridge Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering

More information

Non-hertzian contact model in wheel/rail or vehicle/track system

Non-hertzian contact model in wheel/rail or vehicle/track system XXV Symposium Vibrations in Physical Systems, Poznan Bedlewo, May 15-19, 212 Non-hertzian contact model in wheel/rail or vehicle/track system Bartłomiej DYNIEWICZ Institute of Fundamental Technological

More information

DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE

DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE ÖZDEMİR Y. I, AYVAZ Y. Posta Adresi: Department of Civil Engineering, Karadeniz Technical University, 68 Trabzon, TURKEY E-posta: yaprakozdemir@hotmail.com

More information

Dynamics of Offshore Wind Turbines

Dynamics of Offshore Wind Turbines Proceedings of the Twenty-first (2011) International Offshore and Polar Engineering Conference Maui, Hawaii, USA, June 19-24, 2011 Copyright 2011 by the International Society of Offshore and Polar Engineers

More information

8.2 Elastic Strain Energy

8.2 Elastic Strain Energy Section 8. 8. Elastic Strain Energy The strain energy stored in an elastic material upon deformation is calculated below for a number of different geometries and loading conditions. These expressions for

More information

ESTIMATION OF UNDRAINED SETTLEMENT OF SHALLOW FOUNDATIONS ON LONDON CLAY

ESTIMATION OF UNDRAINED SETTLEMENT OF SHALLOW FOUNDATIONS ON LONDON CLAY International Conference on Structural and Foundation Failures August 2-4, 2004, Singapore ESTIMATION OF UNDRAINED SETTLEMENT OF SHALLOW FOUNDATIONS ON LONDON CLAY A. S. Osman, H.C. Yeow and M.D. Bolton

More information

Stress and deformation of offshore piles under structural and wave loading

Stress and deformation of offshore piles under structural and wave loading Stress and deformation of offshore piles under structural and wave loading J. A. Eicher, H. Guan, and D. S. Jeng # School of Engineering, Griffith University, Gold Coast Campus, PMB 50 Gold Coast Mail

More information

NUMERICAL MODELLING OF PIEZOCONE PENETRATION IN CLAY

NUMERICAL MODELLING OF PIEZOCONE PENETRATION IN CLAY NUMERICAL MODELLING OF PIEZOCONE PENETRATION IN CLAY Ilaria Giusti University of Pisa ilaria.giusti@for.unipi.it Andrew J. Whittle Massachusetts Institute of Technology ajwhittl@mit.edu Abstract This paper

More information

EFFECT OF GEOGRID REINFORCEMENT ON LOAD CARRYING CAPACITY OF A COARSE SAND BED

EFFECT OF GEOGRID REINFORCEMENT ON LOAD CARRYING CAPACITY OF A COARSE SAND BED International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 3, May June 2016, pp. 01 06, Article ID: IJCIET_07_03_001 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=3

More information

The Bending Strength of Pasta

The Bending Strength of Pasta The Bending Strength of Pasta 1.105 Lab #1 Louis L. Bucciarelli 9 September, 2003 Lab Partners: [Name1] [Name2] Data File: Tgroup3.txt On the cover page, include your name, the names of your lab partners,

More information

DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR VIBRATION CONTROL OF STRUCTURES

DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR VIBRATION CONTROL OF STRUCTURES 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 2243 DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR

More information

How To Calculate Tunnel Longitudinal Structure

How To Calculate Tunnel Longitudinal Structure Calculation and Analysis of Tunnel Longitudinal Structure under Effect of Uneven Settlement of Weak Layer 1,2 Li Zhong, 2Chen Si-yang, 3Yan Pei-wu, 1Zhu Yan-peng School of Civil Engineering, Lanzhou University

More information

The Basics of FEA Procedure

The Basics of FEA Procedure CHAPTER 2 The Basics of FEA Procedure 2.1 Introduction This chapter discusses the spring element, especially for the purpose of introducing various concepts involved in use of the FEA technique. A spring

More information

Dimensional analysis is a method for reducing the number and complexity of experimental variables that affect a given physical phenomena.

Dimensional analysis is a method for reducing the number and complexity of experimental variables that affect a given physical phenomena. Dimensional Analysis and Similarity Dimensional analysis is very useful for planning, presentation, and interpretation of experimental data. As discussed previously, most practical fluid mechanics problems

More information

Finite Element Formulation for Beams - Handout 2 -

Finite Element Formulation for Beams - Handout 2 - Finite Element Formulation for Beams - Handout 2 - Dr Fehmi Cirak (fc286@) Completed Version Review of Euler-Bernoulli Beam Physical beam model midline Beam domain in three-dimensions Midline, also called

More information

Introduction to Solid Modeling Using SolidWorks 2012 SolidWorks Simulation Tutorial Page 1

Introduction to Solid Modeling Using SolidWorks 2012 SolidWorks Simulation Tutorial Page 1 Introduction to Solid Modeling Using SolidWorks 2012 SolidWorks Simulation Tutorial Page 1 In this tutorial, we will use the SolidWorks Simulation finite element analysis (FEA) program to analyze the response

More information

Equivalent Spring Stiffness

Equivalent Spring Stiffness Module 7 : Free Undamped Vibration of Single Degree of Freedom Systems; Determination of Natural Frequency ; Equivalent Inertia and Stiffness; Energy Method; Phase Plane Representation. Lecture 13 : Equivalent

More information

Numerical Analysis of Independent Wire Strand Core (IWSC) Wire Rope

Numerical Analysis of Independent Wire Strand Core (IWSC) Wire Rope Numerical Analysis of Independent Wire Strand Core (IWSC) Wire Rope Rakesh Sidharthan 1 Gnanavel B K 2 Assistant professor Mechanical, Department Professor, Mechanical Department, Gojan engineering college,

More information

SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:

SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading: SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the

More information

Appendix A Sub surface displacements around excavations Data presented in Xdisp sample file

Appendix A Sub surface displacements around excavations Data presented in Xdisp sample file Appendix A Sub surface displacements around excavations Data presented in Xdisp sample file Notation B1 = lowest level of basement slab c = cohesion E = drained Young s Modulus Eu = undrained Young s Modulus

More information

VARIATION OF SEISMIC RESPONSE OF MID-RISE RC BUILDINGS DUE TO SOIL STRUCTURE INTERACTION EFFECTS

VARIATION OF SEISMIC RESPONSE OF MID-RISE RC BUILDINGS DUE TO SOIL STRUCTURE INTERACTION EFFECTS International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 1, Jan-Feb 2016, pp. 220-240, Article ID: IJCIET_07_01_019 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=1

More information

NIST GCR 12-917-21 Soil-Structure Interaction for Building Structures

NIST GCR 12-917-21 Soil-Structure Interaction for Building Structures NIST GCR 1-917-1 Soil-Structure Interaction for Building Structures NEHRP Consultants Joint Venture A partnership of the Applied Technology Council and the Consortium of Universities for Research in Earthquake

More information

Laterally Loaded Piles

Laterally Loaded Piles Laterally Loaded Piles 1 Soil Response Modelled by p-y Curves In order to properly analyze a laterally loaded pile foundation in soil/rock, a nonlinear relationship needs to be applied that provides soil

More information

Practice of rapid load testing in Japan

Practice of rapid load testing in Japan Chapter 4 Practice of rapid load testing in Japan T. Matsumoto Department of Civil Eng., Kanazawa University, Kakuma-machi, Kanazawa, Japan SUMMARY This paper reviews the research activities for standardisation

More information

Soil-structure interaction modelling in performancebased seismic jetty design

Soil-structure interaction modelling in performancebased seismic jetty design M.Sc. Graduation Project: Soil-structure interaction modelling in performancebased seismic jetty design Final report Simplified dynamic analysis Coupled 3D nonlinear sitestructure dynamic analysis Uncoupled

More information

Analysis of Retaining Wall Subjected to Earthquake Loading

Analysis of Retaining Wall Subjected to Earthquake Loading Analysis of Retaining Wall Subjected to Earthquake Loading Aram M. Raheem* and Mohammed Y. Fattah** *College of Engineering- University of Kirkuk **University of Technology Abstract A numerical method

More information

CHAPTER 9 FEM MODELING OF SOIL-SHEET PILE WALL INTERACTION

CHAPTER 9 FEM MODELING OF SOIL-SHEET PILE WALL INTERACTION 391 CHAPTER 9 FEM MODELING OF SOIL-SHEET PILE WALL INTERACTION 9.1 OVERVIEW OF FE SOIL-STRUCTURE INTERACTION Clough and Denby (1969) introduced Finite Element analysis into the soil-structure interaction

More information

3-D WAVEGUIDE MODELING AND SIMULATION USING SBFEM

3-D WAVEGUIDE MODELING AND SIMULATION USING SBFEM 3-D WAVEGUIDE MODELING AND SIMULATION USING SBFEM Fabian Krome, Hauke Gravenkamp BAM Federal Institute for Materials Research and Testing, Unter den Eichen 87, 12205 Berlin, Germany email: Fabian.Krome@BAM.de

More information

Numerical modelling of shear connection between concrete slab and sheeting deck

Numerical modelling of shear connection between concrete slab and sheeting deck 7th fib International PhD Symposium in Civil Engineering 2008 September 10-13, Universität Stuttgart, Germany Numerical modelling of shear connection between concrete slab and sheeting deck Noémi Seres

More information

Dynamic Pile Analysis Using CAPWAP and Multiple Sensors Camilo Alvarez 1, Brian Zuckerman 2, and John Lemke 3

Dynamic Pile Analysis Using CAPWAP and Multiple Sensors Camilo Alvarez 1, Brian Zuckerman 2, and John Lemke 3 Dynamic Pile Analysis Using CAPWAP and Multiple Sensors Camilo Alvarez 1, Brian Zuckerman 2, and John Lemke 3 1 GRL Engineers, Inc. Los Angeles, California. (661) 259-2977 2 Berkel & Company. San Francisco,

More information

vulcanhammer.net This document downloaded from

vulcanhammer.net This document downloaded from This document downloaded from vulcanhammer.net since 1997, your source for engineering information for the deep foundation and marine construction industries, and the historical site for Vulcan Iron Works

More information

MODULE VII LARGE BODY WAVE DIFFRACTION

MODULE VII LARGE BODY WAVE DIFFRACTION MODULE VII LARGE BODY WAVE DIFFRACTION 1.0 INTRODUCTION In the wave-structure interaction problems, it is classical to divide into two major classification: slender body interaction and large body interaction.

More information

PDCA Driven-Pile Terms and Definitions

PDCA Driven-Pile Terms and Definitions PDCA Driven-Pile Terms and Definitions This document is available for free download at piledrivers.org. Preferred terms are descriptively defined. Potentially synonymous (but not preferred) terms are identified

More information

Learning Module 6 Linear Dynamic Analysis

Learning Module 6 Linear Dynamic Analysis Learning Module 6 Linear Dynamic Analysis What is a Learning Module? Title Page Guide A Learning Module (LM) is a structured, concise, and self-sufficient learning resource. An LM provides the learner

More information

DYNAMICAL ANALYSIS OF SILO SURFACE CLEANING ROBOT USING FINITE ELEMENT METHOD

DYNAMICAL ANALYSIS OF SILO SURFACE CLEANING ROBOT USING FINITE ELEMENT METHOD International Journal of Mechanical Engineering and Technology (IJMET) Volume 7, Issue 1, Jan-Feb 2016, pp. 190-202, Article ID: IJMET_07_01_020 Available online at http://www.iaeme.com/ijmet/issues.asp?jtype=ijmet&vtype=7&itype=1

More information

Strip Flatness Prediction in a 4 High Tandem Mill Using a Dynamic Model.

Strip Flatness Prediction in a 4 High Tandem Mill Using a Dynamic Model. Strip Flatness Prediction in a 4 High Tandem Mill Using a Dynamic Model. M. A. Bello-Gomez 1, M. P. Guerrero-Mata 1, L. A. Leduc Lezama 1, T. P. Berber- Solano 1, L. Nieves 2, F. Gonzalez 2, H. R. Siller

More information

1. Fluids Mechanics and Fluid Properties. 1.1 Objectives of this section. 1.2 Fluids

1. Fluids Mechanics and Fluid Properties. 1.1 Objectives of this section. 1.2 Fluids 1. Fluids Mechanics and Fluid Properties What is fluid mechanics? As its name suggests it is the branch of applied mechanics concerned with the statics and dynamics of fluids - both liquids and gases.

More information

Vibrations of a Free-Free Beam

Vibrations of a Free-Free Beam Vibrations of a Free-Free Beam he bending vibrations of a beam are described by the following equation: y EI x y t 4 2 + ρ A 4 2 (1) y x L E, I, ρ, A are respectively the Young Modulus, second moment of

More information

How To Model A Shallow Foundation

How To Model A Shallow Foundation Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil Jae H. Chung, Ph.D. Bid Bridge Software Institute t University of Florida, Gainesville, FL, USA Content 1. Background 2.

More information

7.2.4 Seismic velocity, attenuation and rock properties

7.2.4 Seismic velocity, attenuation and rock properties 7.2.4 Seismic velocity, attenuation and rock properties Rock properties that affect seismic velocity Porosity Lithification Pressure Fluid saturation Velocity in unconsolidated near surface soils (the

More information

SEISMIC RETROFITTING OF STRUCTURES

SEISMIC RETROFITTING OF STRUCTURES SEISMIC RETROFITTING OF STRUCTURES RANJITH DISSANAYAKE DEPT. OF CIVIL ENGINEERING, FACULTY OF ENGINEERING, UNIVERSITY OF PERADENIYA, SRI LANKA ABSTRACT Many existing reinforced concrete structures in present

More information

Differential Relations for Fluid Flow. Acceleration field of a fluid. The differential equation of mass conservation

Differential Relations for Fluid Flow. Acceleration field of a fluid. The differential equation of mass conservation Differential Relations for Fluid Flow In this approach, we apply our four basic conservation laws to an infinitesimally small control volume. The differential approach provides point by point details of

More information

VERTICAL STRESS INCREASES IN SOIL TYPES OF LOADING. Point Loads (P) Line Loads (q/unit length) Examples: - Posts. Examples: - Railroad track

VERTICAL STRESS INCREASES IN SOIL TYPES OF LOADING. Point Loads (P) Line Loads (q/unit length) Examples: - Posts. Examples: - Railroad track VERTICAL STRESS INCREASES IN SOIL Point Loads (P) TYPES OF LOADING Line Loads (q/unit length) Revised 0/015 Figure 6.11. Das FGE (005). Examples: - Posts Figure 6.1. Das FGE (005). Examples: - Railroad

More information

4.3 Results... 27 4.3.1 Drained Conditions... 27 4.3.2 Undrained Conditions... 28 4.4 References... 30 4.5 Data Files... 30 5 Undrained Analysis of

4.3 Results... 27 4.3.1 Drained Conditions... 27 4.3.2 Undrained Conditions... 28 4.4 References... 30 4.5 Data Files... 30 5 Undrained Analysis of Table of Contents 1 One Dimensional Compression of a Finite Layer... 3 1.1 Problem Description... 3 1.1.1 Uniform Mesh... 3 1.1.2 Graded Mesh... 5 1.2 Analytical Solution... 6 1.3 Results... 6 1.3.1 Uniform

More information

Nonlinear analysis and form-finding in GSA Training Course

Nonlinear analysis and form-finding in GSA Training Course Nonlinear analysis and form-finding in GSA Training Course Non-linear analysis and form-finding in GSA 1 of 47 Oasys Ltd Non-linear analysis and form-finding in GSA 2 of 47 Using the GSA GsRelax Solver

More information

Distinguished Professor George Washington University. Graw Hill

Distinguished Professor George Washington University. Graw Hill Mechanics of Fluids Fourth Edition Irving H. Shames Distinguished Professor George Washington University Graw Hill Boston Burr Ridge, IL Dubuque, IA Madison, Wl New York San Francisco St. Louis Bangkok

More information

Effect Of Piled Raft Design On High-Rise Building Considering Soil Structure Interaction

Effect Of Piled Raft Design On High-Rise Building Considering Soil Structure Interaction Effect Of Piled Raft Design On High-Rise Building Considering Soil Structure Interaction R. R. Chaudhari, Dr K. N. Kadam Abstract: Piled-raft foundations for important high-rise buildings have proved to

More information

DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN

DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN MARCH 2002 CONTENTS Chapter 1 General... 1 1.1 Scope... 1 1.2 Definition of Terms... 1 Chapter 2 Basic Principles for Seismic Design... 4

More information

Finite Element Formulation for Plates - Handout 3 -

Finite Element Formulation for Plates - Handout 3 - Finite Element Formulation for Plates - Handout 3 - Dr Fehmi Cirak (fc286@) Completed Version Definitions A plate is a three dimensional solid body with one of the plate dimensions much smaller than the

More information

ANALYTICAL AND EXPERIMENTAL EVALUATION OF SPRING BACK EFFECTS IN A TYPICAL COLD ROLLED SHEET

ANALYTICAL AND EXPERIMENTAL EVALUATION OF SPRING BACK EFFECTS IN A TYPICAL COLD ROLLED SHEET International Journal of Mechanical Engineering and Technology (IJMET) Volume 7, Issue 1, Jan-Feb 2016, pp. 119-130, Article ID: IJMET_07_01_013 Available online at http://www.iaeme.com/ijmet/issues.asp?jtype=ijmet&vtype=7&itype=1

More information

TABLE OF CONTENTS PREFACE INTRODUCTION

TABLE OF CONTENTS PREFACE INTRODUCTION TABLE OF CONTENTS PREFACE The Seismic Method, 2 The Near-Surface, 4 The Scope of Engineering Seismology, 12 The Outline of This Book, 22 INTRODUCTION Chapter 1 SEISMIC WAVES 1.0 Introduction, 27 1.1 Body

More information

SECTION 1 Modeling in Contemporary Software Programs

SECTION 1 Modeling in Contemporary Software Programs SECTION 1 Modeling in Contemporary Software Programs 1.1 General The numerical tools used by expert engineers to analyze seismically isolated structures at the time of this writing represent the state

More information

DYNAMIC RESPONSE OF VEHICLE-TRACK COUPLING SYSTEM WITH AN INSULATED RAIL JOINT

DYNAMIC RESPONSE OF VEHICLE-TRACK COUPLING SYSTEM WITH AN INSULATED RAIL JOINT 11 th International Conference on Vibration Problems Z. Dimitrovová et al. (eds.) Lisbon, Portugal, 9-12 September 2013 DYNAMIC RESPONSE OF VEHICLE-TRACK COUPLING SYSTEM WITH AN INSULATED RAIL JOINT Ilaria

More information

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES Yang-Cheng Wang Associate Professor & Chairman Department of Civil Engineering Chinese Military Academy Feng-Shan 83000,Taiwan Republic

More information

ADVANCEMENTS IN STATNAMIC DATA REGRESSION TECHNIQUES

ADVANCEMENTS IN STATNAMIC DATA REGRESSION TECHNIQUES ADVANCEMENTS IN STATNAMIC DATA REGRESSION TECHNIQUES Gray Mullins 1, Christopher L. Lewis 2, Michael D. Justason 3 ABSTRACT Until recently, the analysis of Statnamic test data has typically incorporated

More information

FATIGUE FRACTURE IN CONCRETE STRUCTURES

FATIGUE FRACTURE IN CONCRETE STRUCTURES FATIGUE FRACTURE IN CONCRETE STRUCTURES Fabrizio Barpi and Silvio Valente Dipartimento di Ingegneria Strutturale e Geotecnica, Politecnico di Torino, Corso Duca degli Abruzzi 24, 10129 Torino. E-mail:

More information

EARTHQUAKE DISASTER MITIGATION USING INNOVATIVE RETROFITTING METHOD

EARTHQUAKE DISASTER MITIGATION USING INNOVATIVE RETROFITTING METHOD J. SE Asian Appl. Geol., Sep Dec 2010, Vol. 2(3), pp. 225 231 EARTHQUAKE DISASTER MITIGATION USING INNOVATIVE RETROFITTING METHOD Eric Augustus J. Tingatinga 1 and Hideji Kawakami 2 1 Institute of Civil

More information

CHAPTER 4 4 NUMERICAL ANALYSIS

CHAPTER 4 4 NUMERICAL ANALYSIS 41 CHAPTER 4 4 NUMERICAL ANALYSIS Simulation is a powerful tool that engineers use to predict the result of a phenomenon or to simulate the working situation in which a part or machine will perform in

More information

Finite Element Analysis of a Golf Driver and Golf Ball

Finite Element Analysis of a Golf Driver and Golf Ball Professor Suo 1/16 Solid Mechanics Finite Element Analysis of a Golf Driver and Golf Ball Abstract: This paper performs a theoretical stress and frequency analysis of both a 2D and 3D golf driver head

More information

Basic Equations, Boundary Conditions and Dimensionless Parameters

Basic Equations, Boundary Conditions and Dimensionless Parameters Chapter 2 Basic Equations, Boundary Conditions and Dimensionless Parameters In the foregoing chapter, many basic concepts related to the present investigation and the associated literature survey were

More information

Performance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift

Performance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift Performance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift Marios Panagiotou Assistant Professor, University of California, Berkeley Acknowledgments Pacific Earthquake

More information

ENS 07 Paris, France, 3-4 December 2007

ENS 07 Paris, France, 3-4 December 2007 ENS 7 Paris, France, 3-4 December 7 FRICTION DRIVE SIMULATION OF A SURFACE ACOUSTIC WAVE MOTOR BY NANO VIBRATION Minoru Kuribayashi Kurosawa, Takashi Shigematsu Tokyou Institute of Technology, Yokohama

More information

Interactive Animation: A new approach to simulate parametric studies

Interactive Animation: A new approach to simulate parametric studies Interactive Animation: A new approach to simulate parametric studies Darwin Sebayang and Ignatius Agung Wibowo Kolej Universiti Teknologi Tun Hussein Onn (KUiTTHO) Abstract Animation is the one of novel

More information

4 SENSORS. Example. A force of 1 N is exerted on a PZT5A disc of diameter 10 mm and thickness 1 mm. The resulting mechanical stress is:

4 SENSORS. Example. A force of 1 N is exerted on a PZT5A disc of diameter 10 mm and thickness 1 mm. The resulting mechanical stress is: 4 SENSORS The modern technical world demands the availability of sensors to measure and convert a variety of physical quantities into electrical signals. These signals can then be fed into data processing

More information

Vehicle-Bridge Interaction Dynamics

Vehicle-Bridge Interaction Dynamics Vehicle-Bridge Interaction Dynamics With Applications to High-Speed Railways Y. B. Yang National Taiwan University, Taiwan J. D. Yau Tamkang University, Taiwan Y. S. Wu Sinotech Engineering Consultants,

More information

Numerical modeling of dam-reservoir interaction seismic response using the Hybrid Frequency Time Domain (HFTD) method

Numerical modeling of dam-reservoir interaction seismic response using the Hybrid Frequency Time Domain (HFTD) method Numerical modeling of dam-reservoir interaction seismic response using the Hybrid Frequency Time Domain (HFTD) method Graduation Committee: Prof. Dr. A.V. Metrikine Dr. Ir. M.A.N. Hriks Dr. Ir. E.M. Lourens

More information

CRASH ANALYSIS OF AN IMPACT ATTENUATOR FOR RACING CAR IN SANDWICH MATERIAL

CRASH ANALYSIS OF AN IMPACT ATTENUATOR FOR RACING CAR IN SANDWICH MATERIAL F2008-SC-016 CRASH ANALYSIS OF AN IMPACT ATTENUATOR FOR RACING CAR IN SANDWICH MATERIAL Boria, Simonetta *, Forasassi, Giuseppe Department of Mechanical, Nuclear and Production Engineering, University

More information

Module 2. Analysis of Statically Indeterminate Structures by the Matrix Force Method. Version 2 CE IIT, Kharagpur

Module 2. Analysis of Statically Indeterminate Structures by the Matrix Force Method. Version 2 CE IIT, Kharagpur Module Analysis of Statically Indeterminate Structures by the Matrix Force Method esson 11 The Force Method of Analysis: Frames Instructional Objectives After reading this chapter the student will be able

More information

Structural Dynamics of Linear Elastic Single-Degree-of-Freedom (SDOF) Systems

Structural Dynamics of Linear Elastic Single-Degree-of-Freedom (SDOF) Systems Structural Dynamics of Linear Elastic Single-Degree-of-Freedom (SDOF) Systems SDOF Dynamics 3-1 This set of slides covers the fundamental concepts of structural dynamics of linear elastic single-degree-of-freedom

More information

Solved with COMSOL Multiphysics 4.3

Solved with COMSOL Multiphysics 4.3 Vibrating String Introduction In the following example you compute the natural frequencies of a pre-tensioned string using the 2D Truss interface. This is an example of stress stiffening ; in fact the

More information

Pancake-type collapse energy absorption mechanisms and their influence on the final outcome (complete version)

Pancake-type collapse energy absorption mechanisms and their influence on the final outcome (complete version) Report, Structural Analysis and Steel Structures Institute, Hamburg University of Technology, Hamburg, June, 2013 Pancake-type collapse energy absorption mechanisms and their influence on the final outcome

More information

Introduction to Mechanical Behavior of Biological Materials

Introduction to Mechanical Behavior of Biological Materials Introduction to Mechanical Behavior of Biological Materials Ozkaya and Nordin Chapter 7, pages 127-151 Chapter 8, pages 173-194 Outline Modes of loading Internal forces and moments Stiffness of a structure

More information

CAE -Finite Element Method

CAE -Finite Element Method 16.810 Engineering Design and Rapid Prototyping Lecture 3b CAE -Finite Element Method Instructor(s) Prof. Olivier de Weck January 16, 2007 Numerical Methods Finite Element Method Boundary Element Method

More information

Vibration Course Enhancement through a Dynamic MATLAB Graphic User Interface

Vibration Course Enhancement through a Dynamic MATLAB Graphic User Interface Vibration Course Enhancement through a Dynamic MATLAB Graphic User Interface Elizabeth K. Ervin 1 [Weiping Xu 2 ] Abstract From the string of a guitar to the radio wave, vibration occurs all the time and

More information

Abaqus Technology Brief. Automobile Roof Crush Analysis with Abaqus

Abaqus Technology Brief. Automobile Roof Crush Analysis with Abaqus Abaqus Technology Brief Automobile Roof Crush Analysis with Abaqus TB-06-RCA-1 Revised: April 2007. Summary The National Highway Traffic Safety Administration (NHTSA) mandates the use of certain test procedures

More information