Seismic Mechanical Response of rigid shallow footings Part I - Some experimental/theoretical and numerical issues: monotonic and cyclic loading

Size: px
Start display at page:

Download "Seismic Mechanical Response of rigid shallow footings Part I - Some experimental/theoretical and numerical issues: monotonic and cyclic loading"

Transcription

1 Seismic Mechanical Response of rigid shallow footings Part I - Some experimental/theoretical and numerical issues: monotonic and cyclic loading Departement of Structural Engineerig

2 2 Soil structure interaction as a link between seismology and structural dynamics Between a 3D domain of infinite extension and a finite geometrical determined spatial domain (the structure) It s so difficulty managing heterogeneities and differences! Seismologists against structural engineers

3 3 Outlook of the presentation a) Introduction b) Cyclic liquefaction c) Failure mechanisms and punching d) The interaction domain e) Cyclic soil-structure interaction f) The visco-elastic approach

4 Definition of shallow foundations 4 GEOMETRIES Shallow (B/D>4) and deep foundations (B/D<4) Plinth Strip footings (deformable beam) Mat foundations Grid foundations pillars Stubby foundations the case of the medieval Ghirlandina bell tower (Modena, Italy) Retrofitting of historical building Inertial and kinematic effects

5 The seismic soil-structure interaction 5 What are the consequences? Irreversible differential settlements, damage to the structure energy dissipation 3 Dynamic structural response 4 Soil- foundation interaction Δτ 2 1 site amplification Depending on topography and stratigraphy As usual it is a question of coupling: uncoupled it is easier

6 Subdivide the domain into substructures 6 Performing numerical analyses of the entire domain ( the geotechnical and the structural may be quite complex) Dynamic centrifuge tests can be also performed

7 Local site amplification: topographic factor 7 The site effect: foundations placed along natural slopes 1 Δτ Symmetric cycles? xt & () Frequency and time domain

8 Local site amplification: a coupled problem due to the non-linear mechanical behaviour of soils 8 Liquefaction phenomena and pore pressure buildup 1 Is there any coupling?

9 Liquefaction phenomenon and undrained stable locus 9 1 Concept of static liquefaction: Relative density Drainage conditions Grain size distribution Initiial state of stress

10 1 cyclic liquefaction 10 Cycle asymmetry

11 1 11 What are the strategies necessary to numerically capture the cyclic liquefaction of the stratum? 1. Semi-empirical stress-path approaches: evaluating the stress path by means of visco-elastic numerical analysis and employing empirical/ numerical methods for accounting for, at least locally, the non-linearity of the mechanical response under undrained conditions 2. By employing one-dimensional numerical code in which multimechanism simplified models are implemented (in this case the soilstructure interaction is absent) 3. Fully coupled numerical analyses (by considering the drainage and the ratcheting phenomenon)

12 1 The ratcheting phenomenon and coupling 12 q Elasto-plastic/viscoplastic q Elastic-response Shake down Case a + ε Ratcheting ε q q Case b Plastic adaptative response no ratcheting ε Progressive Stabilization ε

13 1 Cyclic fatigue 13 q q q c b a Case c In case of no coupling between the principal plastic mechanism and the third one, case a is obtained and the accumulation of irreversible strains is characterised by a constant rate ε ε& coupling c a p Under undrained conditions the process is self feeding because p progressively reduces and the stress level increases b N cycles

14 1 II Multiple mechanisms 14 ( f ) g & n * n ij = φn n ' φ * n σ ij ε = α* < f > n f = β I + J n n * n * n 1 2 gn = J * n 2 I Limit locus for the cone axis s * n ' 1 = 3 ij = σ σ χ 1 n ij * n ' * n n ij ij 1 ij 3 I χ n n * n ij w e& ij & χ = J J = s s * n * n * n 2 ij ij 1 *n n * n n ij = & εij J1 χij e& * n n n 1 = 3 & εij χij Problem of the cone shape: model of Prevost [1985], [1990], [1993] 3

15 1 15 q Problem of the cone shape: Prevost model C A B p elastic zone During the unloading the progressive activation of the diffferent plastic mechanisms allows to always obtain a plastic adaptative response Owing to the chosen plastic potential a perfect close loop is always obtained and no ratcheting is simulated

16 1 Calibration on torsional shear tests (Toyoura sand specimens) 16 w n n w β β n 160 TEST TOY 0.01 Hz 25 G [MPa] G at the last cycle G(9) numerical D at the last cycle D(9) numerical D [%] p'=200 kpa γ SA [%] Experimental torsional shear test results

17 17

18 E E E E E E E E E-03 TEST TOY 0.1 Hz τ [kpa] γ Numerical simulations

19 1 cyclic liquefaction 19

20 1 CPT and SPT in situ tests 20

21 1 - Prevention 21 What kind of prevention can be done: Sand columns To improve the drainage Dynamic densification, vibro-compaction To increase the relative density Piles?

22 4 The soil-structure interaction 22 Statically determinate interaction Redundantly constrained interaction Importance of differential settlements induced by cyclic loading (ratcheting DBD approaches)

23 The pseudo-static approach (ULS): the rigid-plastic approach 23 4 Static equivalent horizontal load: step 2 is disregarded whereas step 4 is abruptly simplified. A design pseudo-static distribution of forces is applied to the structure, additional loads H and M are applied on the foundation and new limit conditions have to be accounted for From micro to macro In this perspective the design of the shallow foundation under inclined and eccentric loads becomes essential

24 Failure mechanisms: the interaction domain in quasi static conditions 24 4 Failure mechanisms: small scale 2D experimental test results (drained and undrained conditions, cohesive and granular soils) Nova e Montrasio, 1988

25 Punching mechanisms 25 Punching mechanisms and 2nd order effects 4 Lancellotta e Calavera, 1999 Lancellotta, 1993

26 The interaction domain for rigid shallow footings 26 f 2 2 2β M H 2 V = + V 1 0 ψ B µ Vc 4 m = M/ψBV MAX, h = H/µV MAX = V/V MAX MONOTONOUSLY INCREASING LOADING 1. To each point belonging to the failure locus a distinct failure mechanism corresponds 2. Difficulty in defining the failure locus when loose sand strata are concerned 3. Extension to rectangular footings 4. Extension for D/B>0 H/M V

27 Elasto-plastic finite element numerical analyses 27 Centered vertical load Centered inclined load Tochnog Difficulty of capturing localisation within the continuum, Necessary in case of either complex stratigraphies or topographies 4

28 Shape of the interaction domain in the M-H plane 28 FEM analyses under undrained conditions D/B Normalised failure M-H envelopes for ξ = 0,0.5,0.75,1: (a) D/B = 0 (surface foundations); (b) D/ B = 0.25 ; (c) D/ B = 0.5 ; (d) D/ B = 1 [after Gouvernec 2008]

29 29 Topographic effect small scale experimental test results 2009

30 DEM NUMERICAL SIMULATIONS 30

31 numerical versus experimental data 31

32 Footings along slopes 32 4 H And what about complex soil profiles? And what about saturated soils? m = M/ψBV MAX, h = H/µV MAX Cyclic loading V V = V/V MAX V M

33 0 0 Footing improvement Inclined LOADS 33 GENERALISED STRESS PATHS H v V M H u θ Q Rigid strip footing LOAD CONTROLLED TESTS q V INTERACTION DIAGRAMS THE EXPERIMENTAL TEST SERIES 0.5B 0.5B 0.5B Dense sand B

34 DENSE SAND, vertical loading 34 Failure mechanism in unreinforced dense sand layer Failure mechanism in unfastened reinforced dense sand layer

35 35 6 Unreinforced loose sand Sabbia sciolta non rinforzata Unfastened reinforced loose sand Sabbia sciolta rinforzata con geosintetici non allacciati 10 H [kpa] 4 2 H [kpa] V [kpa] V [kpa] Fastened reinforced loose sand Sabbia sciolta rinforzata con geosintetici allacciati INTERACTION DIAGRAMS H [kpa] EXPERIMETNAL DATA and NUMERICAL INTERPOLATION V [kpa]

36 Numerical simulations Tochnnog finite element code elasto-perfectly plastic constitutive model ,8 1,6 1,4 V / V MAX 1,2 1 0,8 0,6 Legge associata Legge non associata 0,4 0, ,05 0,1 0,15 0,2 0,25 0,3 v / B Truss elements 0,7 0,6 0,5 v [m] 0,4 0,3 0,2 mohr-coulomb associata mohr-coulomb non associata 0, ,2 0,4 0,6 0,8 1 1,2 1,4 u [m] Non associated flow rule (ψ = 0)

37 Soil-pipelines interaction 37

38 Role of the footing embedment δ1 δ2 δ V 3 m2 2γ Vm2 2β FQ ( ) = n + h + m ( ξ ) (1 ξ + ) = 0 V V V V m1 m2 m1 m2 4 Soil-pipe interaction

39 Fem analyses 39 Displacement controlled numerical tests

40 Pipes along slopes 40 4 In case of pipelines along inclined slopes

41 The inertial effects at the foundation level 41 2 The interaction domain may shrink and evolve because inertial forces develop The pseudo-static approach Importance of the λ/b parameter where λ = v/f, if λ/b is small the motion cannot be assumed to be synchronous

42 The dynamic effect 42 Even the coupling between the dynamic response of the structure and of the soil could be a priori accounted for: the former can be visualized by means of a time evolution of generalised loads variables within the interaction domain, the latter by means of the shrinkage of the interaction domain itself H/M V

43 Embankments foundations: the pseudostatic approach 43 Fs = F FF * = s s s F s F safety factor in case of no enbankment s In this case the inertial effect cannot be uncoupled with respect to the kinematic one

44 44 Materiali Caratteristiche fisiche, meccaniche e sismiche Peso di volume argilla 20 kn/m 3 Peso di volume misto stabilizzato 16 kn/m 3 Peso di volume LECA (pacchetto standard) 8.9 kn/m 3 Coesione non drenata argilla 20 kpa Angolo di attrito interno mezzo granulare 40 Modulo elastico E e modulo di Poisson ν 60 MPa, 0.30 Fattore relativo al profilo stratigrafico di fondazione S (suolo tipo E) 1.15 Rilevato Caratteristiche geometriche Angolo di scarpa rilevato 30 Angolo di scarpa strato compensato 60

45 The Newmark method 45 8 Gemona del Friuli 15/09/1976, h (Mw = 6.00) 6 accelerazione (m/s2) a MAX tempo (s)

46 The Newmark method velocità di rotazione (rad/s) velocità di rotazione (rad/s) velocità di rotazione (rad/s) tempo (s) tempo (s) tempo (s) rotazione (rad) rotazione (rad) rotazione (rad) tempo (s) tempo (s) tempo (s)

47 From the elastic to the visco-elastic simplified approach Δτ 1 K =k(θ)? ξ = ξ ( θ)? Can the soil-structure interaction taken into consideration to define the mechanical responseof the structure?

48 The uplift 48 Shirato et al. 2007

49 49

50 M - θ curves 50 PWRI cyclic quasi-static experimental test results, 2005 Dense sand stratum M (kn.m) θ (rad) FOOTING UPLIFT Loose sand stratum M (kn.m) θ (rad)

51 51 Interface elements:: ELASTIC ELASTO-PLASTICi CONSTRAINTS: BILATERAL UNILATERAL APPROACH SMALL DSPLACEMENTS LARGE DISPLACEMENTS

52 52 ELASTIC SOIL STRATUM UNILATERAL CONSTRAINT θ = θ V = V0 M = M 0 M ϑ

53 53 Large displacements v = + ψ tanθ i v g 1 χ = v senθ i 1 tanθ Dipendenza da K (modello elastico, secondo percorso, grandi spostamenti) e confronto con il modello rigido Non linearity due to large displacements M[kNm] K[kNm^(-3)]=1;11 molle K[kNm^(-3)]=10; 11 molle K[kNm^(- 3)]=100;11 molle K[kNm^(- 3)]=1000;11 molle rigido θ[ ]

54 M[kNm/m] θ[ ] V=-5 kn/m V=-7 kn/m V=-9.6 kn/m V=-10 kn/m V=-19kN/m Curves obtained for different values of V 0: elasto-plastic unilateral springs

55 The uplift of rigid shallow foundations 55 Comparison between the numerical results and the Nova- Confronto tra il Dominio di Interazione fornito dal modello Nova- Montrasio e i valori puntuali valutati con il modello numerico Montrasio model failure locus M [knm/m] V[kN/m] Modello Elasto-Plastico Modello Nova-Montrasio Poli. (Modello Nova- Montrasio)

56 Ispra Laboratory Elsa (Pedretti, 1998) 56 Cross section Plan view Quasi static V constant tests, M/H = constant Ispra Laboratory Elsa (Pedretti, 1998)

57 57 Loose sand dense sand

58 58 Loose sand Dense sand

59 59 Loose sand Dense sand

60 60 Loose sand Dense sand

61 61 EXPERIMENTAL TESTS Hmax = 0.2*V H kn] t [sec] v [mm] Settlements t [sec] M [kn*m] M [kn*m] θ [rad] θ [rad] Loose sand Dense sand

62 Symmetric generalised stress-paths 62 Spring-hysteretic damping model c ω 1 D = cost (LIN 1996)\ D h WD 1 πωγ c cω h = = = = 4πW 4π Gγ 2G 2G s A simplified viscplastic approach- superimposition of two effects: the dissipation due to radiation damping and to local irreversibilities

63 63 (- 0 K / K (- ) η R o t a t i o n a l S e c a n t S t i f f n e s s 1 E r o c k i n g a n g l e ( r a d ) D a m p i n g F a c t o r r o c k i n g a n g l e ( r a d ) (- ) 0 K / K T r a n s l a t i o n a l S e c a n t S t i f f n e s s 1 E d i s p l a c e m e n t ( m ) H i g h r e l a t i v e d e n s i t y D R = 9 0 % I S P R A p h a s e 1 I S P R A p h a s e 2 I S P R A p h a s e 3 n u m e r i c a l p h a s e 1 n u m e r i c a l p h a s e 2 P W R I t e s t n. 5 P W R I t e s t n. 8

64 64 In the light of modern seismic standards, the k ӨӨ - Ө -relationship also affects the expected seismic action F H : indeed, F H can be derived from the so-called response spectrum of the tower, as long as its k ӨӨ -dependent natural period is known. But are curves kөө - Ө path dependent? Are they dependent on the soil profile etc?

Soil Mechanics. Outline. Shear Strength of Soils. Shear Failure Soil Strength. Laboratory Shear Strength Test. Stress Path Pore Pressure Parameters

Soil Mechanics. Outline. Shear Strength of Soils. Shear Failure Soil Strength. Laboratory Shear Strength Test. Stress Path Pore Pressure Parameters Soil Mechanics Shear Strength of Soils Chih-Ping Lin National Chiao Tung Univ. cplin@mail.nctu.edu.tw 1 Outline Shear Failure Soil Strength Mohr-Coulomb Failure Criterion Laboratory Shear Strength Test

More information

Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil

Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil 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

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

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

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

Finite Element Method (FEM) Introduction

Finite Element Method (FEM) Introduction Engineering manual No. 20 Updated: 06/2016 Finite Element Method (FEM) Introduction The objective of this engineering manual is to explain the basic terms of a particular field of problems and the practical

More information

Behaviour of buildings due to tunnel induced subsidence

Behaviour of buildings due to tunnel induced subsidence Behaviour of buildings due to tunnel induced subsidence A thesis submitted to the University of London for the degree of Doctor of Philosophy and for the Diploma of the Imperial College of Science, Technology

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

Figure 2.31. CPT Equipment

Figure 2.31. CPT Equipment Soil tests (1) In-situ test In order to sound the strength of the soils in Las Colinas Mountain, portable cone penetration tests (Japan Geotechnical Society, 1995) were performed at three points C1-C3

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

The kinematic interaction of a single pile with heterogeneous soil

The kinematic interaction of a single pile with heterogeneous soil 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

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

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

COSMOS 2012: Earthquakes in Action COSMOS 2012

COSMOS 2012: Earthquakes in Action COSMOS 2012 COSMOS 2012 What is SFSI and why is it important? Soil issues in Earthquakes Structures where SFSI important Retaining structures (lateral earth pressure) Foundations (spread and pile footings, bearing

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

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

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

When to Use Immediate Settlement in Settle 3D

When to Use Immediate Settlement in Settle 3D When to Use Immediate Settlement in Settle 3D Most engineers agree that settlement is made up of three components: immediate, primary consolidation and secondary consolidation (or creep). Most engineers

More information

CE 366 SETTLEMENT (Problems & Solutions)

CE 366 SETTLEMENT (Problems & Solutions) CE 366 SETTLEMENT (Problems & Solutions) P. 1) LOAD UNDER A RECTANGULAR AREA (1) Question: The footing shown in the figure below exerts a uniform pressure of 300 kn/m 2 to the soil. Determine vertical

More information

Drained and Undrained Conditions. Undrained and Drained Shear Strength

Drained and Undrained Conditions. Undrained and Drained Shear Strength Drained and Undrained Conditions Undrained and Drained Shear Strength Lecture No. October, 00 Drained condition occurs when there is no change in pore water pressure due to external loading. In a drained

More information

Program COLANY Stone Columns Settlement Analysis. User Manual

Program COLANY Stone Columns Settlement Analysis. User Manual User Manual 1 CONTENTS SYNOPSIS 3 1. INTRODUCTION 4 2. PROBLEM DEFINITION 4 2.1 Material Properties 2.2 Dimensions 2.3 Units 6 7 7 3. EXAMPLE PROBLEM 8 3.1 Description 3.2 Hand Calculation 8 8 4. COLANY

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

DEM modelling of the dynamic penetration process on Mars as a part of the NASA InSight Mission

DEM modelling of the dynamic penetration process on Mars as a part of the NASA InSight Mission Proceedings of the 4th European Young Geotechnical Engineers Conference (EYGEC), Durham, UK Osman, A.S. & Toll, D.G. (Eds.) 05 ISBN 978-0-9933836-0 DEM modelling of the dynamic penetration process on Mars

More information

STABILITY ANALYSIS OF AN EARTH DAM FOUNDATION IN TUNISIA

STABILITY ANALYSIS OF AN EARTH DAM FOUNDATION IN TUNISIA Int. J. of GEOMATE, June, 1, Vol., No. (Sl. No. 1), pp. 919-9 Geotech., Const. Mat. & Env., ISSN:1-9(P), 1-99(O), Japan STABILITY ANALYSIS OF AN EARTH DAM FOUNDATION IN TUNISIA El Ouni Mohamed Ridha 1,

More information

Offshore Wind Turbine Support Structures

Offshore Wind Turbine Support Structures 1 Wind Power R&D Seminar Deep Sea Offshore Wind Royal Garden Hotel, Trondheim, Norway January 21, 2011 Effect of Foundation Modeling Methodology on the Dynamic Response of Offshore Wind Turbine Support

More information

Ground improvement using the vibro-stone column technique

Ground improvement using the vibro-stone column technique Ground improvement using the vibro-stone column technique A. Kosho 1 A.L.T.E.A & Geostudio 2000, Durres, Albania ABSTRACT The vibro stone columns technique is one of the most used techniques for ground

More information

EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST

EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST Abstract Camelia SLAVE University of Agronomic Sciences and Veterinary Medicine of Bucharest, 59 Marasti

More information

EUROCODE 7 & POLISH PRACTICE

EUROCODE 7 & POLISH PRACTICE EUROCODE 7 & POLISH PRACTICE Implementation of Eurocode 7 in Poland Beata Gajewska Road and Bridge Research Institute In Poland the designing with limit states and partial factors was introduced in 1974.

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

ENCE 4610 Foundation Analysis and Design

ENCE 4610 Foundation Analysis and Design This image cannot currently be displayed. ENCE 4610 Foundation Analysis and Design Shallow Foundations Total and Differential Settlement Schmertmann s Method This image cannot currently be displayed. Strength

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

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

Cone Penetration Testing in Geotechnical Practice. Tom Lunne Peter K. Robertson John J.M. Powell

Cone Penetration Testing in Geotechnical Practice. Tom Lunne Peter K. Robertson John J.M. Powell Cone Penetration Testing in Geotechnical Practice Tom Lunne Peter K. Robertson John J.M. Powell BLACKIE ACADEMIC & PROFESSIONAL An Imprint of Chapman & Hall London Weinheim New York Tokyo Melbourne Madras

More information

A Theoretical Solution for Consolidation Rates of Stone Column-Reinforced Foundations Accounting for Smear and Well Resistance Effects

A Theoretical Solution for Consolidation Rates of Stone Column-Reinforced Foundations Accounting for Smear and Well Resistance Effects The International Journal of Geomechanics Volume, Number, 135 151 (00) A Theoretical Solution for Consolidation Rates of Stone Column-Reinforced Foundations Accounting for Smear and Well Resistance Effects

More information

Soil Mechanics SOIL STRENGTH page 1

Soil Mechanics SOIL STRENGTH page 1 Soil Mechanics SOIL STRENGTH page 1 Contents of this chapter : CHAPITRE 6. SOIL STRENGTH...1 6.1 PRINCIPAL PLANES AND PRINCIPAL STRESSES...1 6.2 MOHR CIRCLE...1 6.2.1 POLE METHOD OF FINDING STRESSES ON

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 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

Application Study of FLAC in Analysis of Slope Stability

Application Study of FLAC in Analysis of Slope Stability Application Study of FLAC in Analysis of Slope Stability HAO Fengshan, WANG Lei College of Civil and Traffic, Liaoning Technical University, Fuxin, Liaoning Abstract: FLAC is a numerical analysis software

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

List of Graduate Level Courses in Civil Engineering

List of Graduate Level Courses in Civil Engineering List of Graduate Level Courses in Civil Engineering Students should visit the York University courses web site for a listing of courses being offered (https://w2prod.sis.yorku.ca/apps/webobjects/cdm) during

More information

A New Measurement System for Active Compensation of Positioning Errors in Large Milling Machines

A New Measurement System for Active Compensation of Positioning Errors in Large Milling Machines A New Measurement System for Active Compensation of Positioning Errors in Large Milling Machines P. Bosetti Research funded by PAMA S.p.A., Italy 1 Contents Active error compensation in machine tools 2

More information

c. Borehole Shear Test (BST): BST is performed according to the instructions published by Handy Geotechnical Instruments, Inc.

c. Borehole Shear Test (BST): BST is performed according to the instructions published by Handy Geotechnical Instruments, Inc. Design Manual Chapter 6 - Geotechnical 6B - Subsurface Exploration Program 6B-2 Testing A. General Information Several testing methods can be used to measure soil engineering properties. The advantages,

More information

Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing

Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing Brussels, 18-20 February 2008 Dissemination of information workshop 1 Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing Dr.-Ing. Bernd Schuppener, Federal Waterways Engineering

More information

bi directional loading). Prototype ten story

bi directional loading). Prototype ten story NEESR SG: Behavior, Analysis and Design of Complex Wall Systems The laboratory testing presented here was conducted as part of a larger effort that employed laboratory testing and numerical simulation

More information

Seismic retrofit of non-ductile concrete and masonry walls by steelstrips

Seismic retrofit of non-ductile concrete and masonry walls by steelstrips Seismic retrofit of non-ductile concrete and masonry walls by steelstrips bracing Mustafa Taghdi, Michel Bruneau, & Murat Saatcioglu Ottawa Carleton Earthquake Engineering Research Centre Department of

More information

New Experience of Geo-Technical Analysis System

New Experience of Geo-Technical Analysis System New Experience of Geo-Technical Analysis System Copyright Since 1989 MIDAS Information Technology Co., Ltd. All rights reserved. www.midasuser.com http://www.midasnx.com Integrated Solver Optimized for

More information

ick Foundation Analysis and Design

ick Foundation Analysis and Design ick Foundation Analysis and Design Work: ick Foundation Location: Description: Prop: Detail analysis and design of ick patented foundation for Wind Turbine Towers Gestamp Hybrid Towers Date: 31/10/2012

More information

Chapter 3 DESIGN AND CONSTRUCTION FEATURES IMPORTANT TO SEISMIC PERFORMANCE

Chapter 3 DESIGN AND CONSTRUCTION FEATURES IMPORTANT TO SEISMIC PERFORMANCE Chapter 3 DESIGN AND CONSTRUCTION FEATURES IMPORTANT TO SEISMIC PERFORMANCE To satisfy the performance goals of the NEHRP Recommended Seismic Provisions, a number of characteristics are important to the

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

Geotechnical Design Monopile Foundations for Offshore Wind Turbines

Geotechnical Design Monopile Foundations for Offshore Wind Turbines Geotechnical Design Monopile Foundations for Offshore Wind Turbines R.J.N.J. Luiken, Structural specialist Van Oord Dredging and Marine Contractors Copyright Van Oord 2012 1 Content Content - Company profile

More information

METHOD OF STATEMENT FOR STATIC LOADING TEST

METHOD OF STATEMENT FOR STATIC LOADING TEST Compression Test, METHOD OF STATEMENT FOR STATIC LOADING TEST Tension Test and Lateral Test According to the American Standards ASTM D1143 07, ASTM D3689 07, ASTM D3966 07 and Euro Codes EC7 Table of Contents

More information

Module 5 (Lectures 17 to 19) MAT FOUNDATIONS

Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Topics 17.1 INTRODUCTION Rectangular Combined Footing: Trapezoidal Combined Footings: Cantilever Footing: Mat foundation: 17.2 COMMON TYPES OF MAT FOUNDATIONS

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

Design of pile foundations following Eurocode 7-Section 7

Design of pile foundations following Eurocode 7-Section 7 Brussels, 18-20 February 2008 Dissemination of information workshop 1 Workshop Eurocodes: background and applications Brussels, 18-20 Februray 2008 Design of pile foundations following Eurocode 7-Section

More information

DRIVEN PIPE PILES IN DENSE SAND

DRIVEN PIPE PILES IN DENSE SAND DRIVEN PIPE PILES IN DENSE SAND BYRON BYRNE GEOMECHANICS GROUP THE UNIVERSITY OF WESTERN AUSTRALIA ABSTRACT: Piles are often driven open ended into dense sand with the aim of increasing the ease of penetration

More information

The ever increasing importance of reservoir geomechanics

The ever increasing importance of reservoir geomechanics SPE special Interest Reservoir Group, Calgary March 26, 2014 The ever increasing importance of reservoir geomechanics Antonin (Tony) Settari TAURUS Reservoir Solutions Ltd., Calgary Professor Emeritus,

More information

Benchmarking Multi-Dimensional Large Strain Consolidation Analyses D. Priestley 1, M.D. Fredlund 2 and D. van Zyl 3

Benchmarking Multi-Dimensional Large Strain Consolidation Analyses D. Priestley 1, M.D. Fredlund 2 and D. van Zyl 3 Benchmarking Multi-Dimensional Large Strain Consolidation Analyses D. Priestley 1, M.D. Fredlund 2 and D. van Zyl 3 1,3 University of British Columbia 6350 Stores Road Vancouver, BC, V6T 1Z4 2 SoilVision

More information

Punching shear behavior of steel-concrete composite decks with different shear connectors

Punching shear behavior of steel-concrete composite decks with different shear connectors Punching shear behavior of steel-concrete composite decks with different shear connectors *Xiao-Qing Xu 1) and Yu-Qing Liu 2) 1), 2) Department of Bridge Engineering, Tongji University, Shanghai 200092,

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

Shallow Foundation Analysis on Heterogeneous Soil Formation in the Niger Delta of Nigeria

Shallow Foundation Analysis on Heterogeneous Soil Formation in the Niger Delta of Nigeria Shallow Foundation Analysis on Heterogeneous Soil Formation in the Niger Delta of Nigeria Akpila, S.B Department of Civil Engineering Rivers State University of Science & Technology, PortHarcourt. Eluozo,

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

Cone Penetration Testing (CPT) Michael Bailey, P.G. U.S. Army Corps of Engineers, Savannah District

Cone Penetration Testing (CPT) Michael Bailey, P.G. U.S. Army Corps of Engineers, Savannah District Cone Penetration Testing (CPT) Michael Bailey, P.G. U.S. Army Corps of Engineers, Savannah District Recommended publications ASTM D 5778-07 Standard Test Method for Electronic Friction Cone and Piezocone

More information

Comparison of Seismic Retrofitting Methods for Existing Foundations in Seismological Active Regions

Comparison of Seismic Retrofitting Methods for Existing Foundations in Seismological Active Regions Comparison of Seismic Retrofitting Methods for Existing Foundations in Seismological Active Regions Peyman Amini Motlagh, Ali Pak Abstract Seismic retrofitting of important structures is essential in seismological

More information

Important Points: Timing: Timing Evaluation Methodology Example Immediate First announcement of building damage

Important Points: Timing: Timing Evaluation Methodology Example Immediate First announcement of building damage 3.3. Evaluation of Building Foundation Damage Basic Terminology: Damage: Destruction, deformation, inclination and settlement of a building foundation caused by an earthquake. Damage grade: Degree of danger

More information

ANALYSIS OF A LAP JOINT FRICTION CONNECTION USING HIGH STRENGTH BOLTS

ANALYSIS OF A LAP JOINT FRICTION CONNECTION USING HIGH STRENGTH BOLTS Nordic Steel Construction Conference 212 Hotel Bristol, Oslo, Norway 5-7 September 212 ANALYSIS OF A LAP JOINT FRICTION CONNECTION USING HIGH STRENGTH BOLTS Marouene Limam a, Christine Heistermann a and

More information

Soil Strength. Performance Evaluation of Constructed Facilities Fall 2004. Prof. Mesut Pervizpour Office: KH #203 Ph: x4046

Soil Strength. Performance Evaluation of Constructed Facilities Fall 2004. Prof. Mesut Pervizpour Office: KH #203 Ph: x4046 ENGR-627 Performance Evaluation of Constructed Facilities, Lecture # 4 Performance Evaluation of Constructed Facilities Fall 2004 Prof. Mesut Pervizpour Office: KH #203 Ph: x4046 1 Soil Strength 2 Soil

More information

PILE FOUNDATIONS FM 5-134

PILE FOUNDATIONS FM 5-134 C H A P T E R 6 PILE FOUNDATIONS Section I. GROUP BEHAVIOR 6-1. Group action. Piles are most effective when combined in groups or clusters. Combining piles in a group complicates analysis since the characteristics

More information

PAPAMOA EAST URBAN DEVELOPMENT PART 1 AREA LIQUEFACTION HAZARD REVIEW Technical Report

PAPAMOA EAST URBAN DEVELOPMENT PART 1 AREA LIQUEFACTION HAZARD REVIEW Technical Report PAPAMOA EAST URBAN DEVELOPMENT PART 1 AREA LIQUEFACTION HAZARD REVIEW Technical Report Tauranga District Council Papamoa East Urban Development Strategy Part 1 Area Liquefaction Hazard Review Technical

More information

Energy Dissipation Properties of Infilled RC Frames Retrofitted with CFRP *

Energy Dissipation Properties of Infilled RC Frames Retrofitted with CFRP * Energy Dissipation Properties of Infilled RC Frames Retrofitted with CFRP * Principal Investigator: Assist. Prof. Dr. E. Yuksel, Istanbul Technical University, Istanbul. Ph.D. Student: H. Ozkaynak, Istanbul

More information

REHABILITATION OF THE FIGUEIRA DA FOZ BRIDGE

REHABILITATION OF THE FIGUEIRA DA FOZ BRIDGE REHABILITATION OF THE FIGUEIRA DA FOZ BRIDGE A.Rito Proponte, Lda, Lisbon, Portugal J. Appleton A2P Consult, Lda, Lisbon, Portugal ABSTRACT: The Figueira da Foz Bridge includes a 405 m long cable stayed

More information

Consolidation and Settlement Analysis

Consolidation and Settlement Analysis 19 Consolidation and Settlement Analysis Patrick J. Fox Purdue University 19.1 Components of Total Settlement 19.2 Immediate Settlement 19.3 Consolidation Settlement Total Consolidation Settlement Rate

More information

AN INVESTIGATION INTO WHY LIQUEFACTION CHARTS WORK: A NECESSARY STEP TOWARD INTEGRATING THE STATES OF ART AND PRACTICE

AN INVESTIGATION INTO WHY LIQUEFACTION CHARTS WORK: A NECESSARY STEP TOWARD INTEGRATING THE STATES OF ART AND PRACTICE AN INVESTIGATION INTO WHY LIQUEFACTION CHARTS WORK: A NECESSARY STEP TOWARD INTEGRATING THE STATES OF ART AND PRACTICE by Ricardo Dobry Tarek Abdoun Department of Civil and Environmental Engineering Rensselaer

More information

ANNEX D1 BASIC CONSIDERATIONS FOR REVIEWING STUDIES IN THE DETAILED RISK ASSESSMENT FOR SAFETY

ANNEX D1 BASIC CONSIDERATIONS FOR REVIEWING STUDIES IN THE DETAILED RISK ASSESSMENT FOR SAFETY ANNEX D1 BASIC CONSIDERATIONS FOR REVIEWING STUDIES IN THE DETAILED RISK ASSESSMENT FOR SAFETY ANNEX D1: BASIC CONSIDERATIONS FOR REVIEWING STUDIES IN DRA FOR SAFETY D1-1 ANNEX D1 BASIC CONSIDERATIONS

More information

Simulation in design of high performance machine tools

Simulation in design of high performance machine tools P. Wagner, Gebr. HELLER Maschinenfabrik GmbH 1. Introduktion Machine tools have been constructed and used for industrial applications for more than 100 years. Today, almost 100 large-sized companies and

More information

SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP

SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3279 SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP Yuming DING 1, Bruce HAMERSLEY 2 SUMMARY Vancouver

More information

Hybrid simulation evaluation of the suspended zipper braced frame

Hybrid simulation evaluation of the suspended zipper braced frame Hybrid simulation evaluation of the suspended zipper braced frame Tony Yang Post-doctoral scholar University of California, Berkeley Acknowledgements: Andreas Schellenberg, Bozidar Stojadinovic, Jack Moehle

More information

Chapter 7 Analysis of Soil Borings for Liquefaction Resistance

Chapter 7 Analysis of Soil Borings for Liquefaction Resistance Chapter 7 Analysis of Soil Borings for Liquefaction Resistance 7.1. Introduction. This chapter addresses the analysis of subsurface soil data to determine the factor of safety against liquefaction and

More information

FINITE ELEMENT STUDY ON STATIC PILE LOAD TESTING

FINITE ELEMENT STUDY ON STATIC PILE LOAD TESTING FINITE ELEMENT STUDY ON STATIC PILE LOAD TESTING LI YI (B.Eng) A THESIS SUBMITTED FOR THE DEGREE OF MASTER OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING NATIONAL UNIVERSITY OF SINGAPORE 2004 Dedicated

More information

Study of Analysis System for Bridge Test

Study of Analysis System for Bridge Test Study of Analysis System for Bridge Test Chen Ke, Lu Jian-Ming, Research Institute of Highway, 100088, Beijing, China (chenkezi@163.com, lujianming@263.net) Summary Analysis System for Bridge Test (Chinese

More information

HAULBOWLINE, CORK STATIC CONE PENETRATION TESTS FACTUAL REPORT

HAULBOWLINE, CORK STATIC CONE PENETRATION TESTS FACTUAL REPORT HAULBOWLINE, CORK STATIC CONE PENETRATION TESTS FACTUAL REPORT CONE PENETRATION TESTS Cone resistance Local friction Porewater pressure Dissipations REPORT NO: RRM CONTRACT NO: GLOVER SITE INVESTIGATIONS

More information

INDIRECT METHODS SOUNDING OR PENETRATION TESTS. Dr. K. M. Kouzer, Associate Professor in Civil Engineering, GEC Kozhikode

INDIRECT METHODS SOUNDING OR PENETRATION TESTS. Dr. K. M. Kouzer, Associate Professor in Civil Engineering, GEC Kozhikode INDIRECT METHODS SOUNDING OR PENETRATION TESTS STANDARD PENETRATION TEST (SPT) Reference can be made to IS 2131 1981 for details on SPT. It is a field edtest to estimate e the penetration e resistance

More information

Soil Mechanics. Soil Mechanics

Soil Mechanics. Soil Mechanics Soil is the most misunderstood term in the field. The problem arises in the reasons for which different groups or professions study soils. Soil scientists are interested in soils as a medium for plant

More information

Stress Analysis Verification Manual

Stress Analysis Verification Manual Settle3D 3D settlement for foundations Stress Analysis Verification Manual 007-01 Rocscience Inc. Table of Contents Settle3D Stress Verification Problems 1 Vertical Stresses underneath Rectangular Footings

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

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

Module 1 : Site Exploration and Geotechnical Investigation. Lecture 4 : In-situ tests [ Section 4.1: Penetrometer Tests ] Objectives

Module 1 : Site Exploration and Geotechnical Investigation. Lecture 4 : In-situ tests [ Section 4.1: Penetrometer Tests ] Objectives Lecture 4 : In-situ tests [ Section 4.1: Penetrometer Tests ] Objectives In this section you will learn the following Penetrometer Tests Standard penetration test Static cone penetration test Dynamic cone

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

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

Penetration rate effects on cone resistance measured in a calibration chamber

Penetration rate effects on cone resistance measured in a calibration chamber Penetration rate effects on cone resistance measured in a calibration chamber K. Kim Professional Service Industries, Inc, Houston, TX, USA M. Prezzi & R. Salgado Purdue University, West Lafayette, IN,

More information

Multi-stage Pseudo-static Analysis

Multi-stage Pseudo-static Analysis Multi-stage Pseudo-static Analysis GEO-SLOPE International Ltd. www.geo-slope.com 14, 633-6th Ave SW, Calgary, AB, Canada T2P 2Y5 Main: +1 43 269 22 Fax: +1 43 266 4851 Introduction It is generally assumed

More information

Fatigue Testing. Objectives

Fatigue Testing. Objectives Laboratory 8 Fatigue Testing Objectives Students are required to understand principle of fatigue testing as well as practice how to operate the fatigue testing machine in a reverse loading manner. Students

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

ASSESSMENT OF TWO CONE PENETRATION TEST BASED METHODS FOR EVALUATING THE LIQUEFACTION POTENTIAL OF TAILINGS DAMS

ASSESSMENT OF TWO CONE PENETRATION TEST BASED METHODS FOR EVALUATING THE LIQUEFACTION POTENTIAL OF TAILINGS DAMS ASSESSMENT OF TWO CONE PENETRATION TEST BASED METHODS FOR EVALUATING THE LIQUEFACTION POTENTIAL OF TAILINGS DAMS Luis Alberto Torres Cruz Interim research report. University of the Witwatersrand. Faculty

More information

Effect of shape on bearing capacity of embedded footings on reinforced foundation beds over soft non-homogeneous ground

Effect of shape on bearing capacity of embedded footings on reinforced foundation beds over soft non-homogeneous ground Japanese Geotechnical Society Special Publication The 15th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering Effect of shape on bearing capacity of embedded footings on reinforced

More information

List of Problems Solved Introduction p. 1 Concept p. 1 Nodes p. 3 Elements p. 4 Direct Approach p. 5 Linear Spring p. 5 Heat Flow p.

List of Problems Solved Introduction p. 1 Concept p. 1 Nodes p. 3 Elements p. 4 Direct Approach p. 5 Linear Spring p. 5 Heat Flow p. Preface p. v List of Problems Solved p. xiii Introduction p. 1 Concept p. 1 Nodes p. 3 Elements p. 4 Direct Approach p. 5 Linear Spring p. 5 Heat Flow p. 6 Assembly of the Global System of Equations p.

More information

Calculation and Analysis of Tunnel Longitudinal Structure under Effect of Uneven Settlement of Weak Layer

Calculation and Analysis of Tunnel Longitudinal Structure under Effect of Uneven Settlement of Weak Layer 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

Vincenzo Gattulli. Dipartimento di Ingegneria Civile, Edile-Architettura, Ambientale Università di L Aquila, Italy.

Vincenzo Gattulli. Dipartimento di Ingegneria Civile, Edile-Architettura, Ambientale Università di L Aquila, Italy. APPLICAZIONI AVANZATE NEL CAMPO DEL CONTROLLO STRUTTURALE E MONITORAGGIO DI INTEGRITÀ SUCCESSIVAMENTE AL TERREMOTO DEL 29 A L AQUILA Vincenzo Gattulli Dipartimento di Ingegneria Civile, Edile-Architettura,

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

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

CH 6: Fatigue Failure Resulting from Variable Loading

CH 6: Fatigue Failure Resulting from Variable Loading CH 6: Fatigue Failure Resulting from Variable Loading Some machine elements are subjected to static loads and for such elements static failure theories are used to predict failure (yielding or fracture).

More information