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  Web-learning sesion: Getting Started with OpenSees and OpenSees on NEEShub
Posted by: Grunf - 10-22-2012, 08:35 PM - Forum: Request for Civil Engineering Media - No Replies

Dear members,

can someone record and share a web-learning session that will be shown on

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more on how to join the session you can read here:
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I'm not so experienced in capturing those kind of videos and I really don't want to miss this. I'll try to watch it live as scheduled but it would be nice to have this video saved on personal hard drive.

The video will be shown twice, on October 24, 6pm and October 25, 12pm Central Daylight Time (Chicago, GMT-05:00)


Kind regards,
Grunf

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  Column Web Strength in Beam-to-Column Connection
Posted by: sluise - 10-22-2012, 04:10 PM - Forum: Request for Civil Engineering Documents - Replies (1)

Hi,
I'm searching for "Column Web Strength in Beam-to-Column Connection" Journal of the Structural Division, Vol. 99, No. 9, September 1973, pp. 1978-1984.
Thanks
Stefano

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  Dubina D., (2001). "The ECBL approach for interactive buckling of thin-walled steel
Posted by: sluise - 10-22-2012, 04:08 PM - Forum: Archive - No Replies

Hi,
i'm searching for Dubina D., (2001). "The ECBL approach for interactive buckling of thin-walled steel members", Steel & Composite Structures, 2001; 1(1): 75-96.
Thanks
Stefano

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  Encyclopedia of Natural Hazards
Posted by: bakkalhasan - 10-22-2012, 08:24 AM - Forum: Archive - No Replies

Dear friends,
I need this book. Woıld you share this book. Thanks.

Book Tittle

Encyclopedia of Natural Hazards-Springer

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  Performance Tests for Hot Mix Asphalt (HMA) Including Fundamental n Empirical Procedu
Posted by: shadabg - 10-22-2012, 07:16 AM - Forum: Traffic Engineering - No Replies

Performance Tests for Hot Mix Asphalt (HMA) Including Fundamental and Empirical Procedures

Author: Louay Mohammad | Size: 4.5 MB | Format: PDF | Quality: Original preprint | Publisher: Mayfield | Year: 2003 | pages: 216 | ISBN: 978-0-8031-3495-9

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This volume provides a collection of research and practical papers from an international as well as state agency research and technology activities on the use of performance tests for HMA mixture design and filed control.

The papers are arranged in four groups designed to aid the reader in locating papers of interest and to compare and contrast the range of work and opinions presented:
(1) Mixture Simulative Performance Tests – The first section relates to the practical use of some simulative loaded-wheel testers used in identifying rut-prone HMA mixtures.
(2) Mechanistic Test for Quality Control – The next grouping includes papers in that the mechanistic tests were used in field Quality Control of HMA mixtures.
(3) Mechanistic Tests for Mixture Design – This group contains several papers relating to the need for mechanistic tests in HMA mixture design.
(4) Application of New Mechanistic Test Methods in HMA Mixture Performance Evaluation – The last group of papers concerns the use of newly developed mechanistic test methods, which have potentials to be used in HMA mixture performance evaluation.

While many of the papers might have been placed in several groups, it is hoped that this organization will help the reader understand and use the technology presented and to help Committee D04 in developing the new standards and tests needed to advance the performance evaluation of HMA materials in the asphalt pavement community.

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  Pavements Unbound
Posted by: shadabg - 10-22-2012, 07:07 AM - Forum: Traffic Engineering - Replies (1)

Pavements Unbound

Author: Andrew R.Dawson | Size: 10.5 MB | Format: PDF | Quality: Original preprint | Publisher: Taylor & Francis Group | Year: 2004 | pages: 468 | ISBN: 9058096998

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Publisher Comments:
Nearly all highway, airport, dock and industrial pavements contain large quantities of untreated aggregate in the form of unbound pavement layers. In many pavements, which are lightly or moderately trafficked, crushed rock or gravel derived aggregates comprise the majority of the construction or, in the case of unsealed pavements, all of the structure. This book provides studies of the performance and description of this material that will help the reader to better understand its characteristics and behavior both alone and as part of the pavement structure it forms. The contributors address modeling of the material, analysis of pavement behavior, both theoretically and in practice; measurement of properties in the laboratory and in-situ; design procedures; the influence of the environmental conditions on the material's and pavement's behavior; accelerated evaluation of performance; specification; and the opportunity for reuse of waste materials as an alternative for crushed geologic materials. Hardly any area related to this important, but poorly studied, aspect of highway engineering is omitted and the book is very useful to practitioners, policy makers, researchers, and students. It forms a sequel to the earlier book Unbound Aggregates in Road Construction.

Synopsis:
Nearly all highway, airport, dock and industrial pavements contain large quantities of untreated aggregate in the form of unbound pavement layers. In many pavements, which are lightly or moderately trafficked, crushed rock or gravel derived aggregates comprise the majority of the construction or, in the case of unsealed pavements, all of the structure. This book provides studies of the performance and description of this material that will help the reader to better understand its characteristics and behaviour both alone and as part of the pavement structure it forms. This work will be useful to practitioners, policy makers, researchers and students. It forms a sequel to the earlier book Unbound Aggregates in Road Construction also published by Balkema

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  Highway and Urban Environment - Proceedings of the 8th Highway and Urban Environment
Posted by: shadabg - 10-22-2012, 06:20 AM - Forum: Traffic Engineering - No Replies

Highway and Urban Environment - Proceedings of the 8th Highway and Urban Environment Symposium

Author: Gregory M. Morrison & Sébastien Rauch | Size: 14.5 MB | Format: PDF | Quality: Original preprint | Publisher: Springer | Year: 2007 | pages: 609 | ISBN: 978-1-4020-6009-0/6

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The 8th Highway and Urban Environment Symposium (8HUES) was held on 12–14 June 2006 in Nicosia, Cyprus. 8HUES was hosted in Cyprus by the Cyprus Institute. HUES is run by Chalmers University of Technology within the Alliance for Global Sustainability (AGS).

The following facts provide a background for 8HUES:
• 150 abstracts for posters and papers were accepted
• 80 delegates (24 female) attended the symposium
• 23 countries were represented, including all continents
• 71 oral presentations at the symposium
• 20 poster presentations
• 50 written manuscripts for these proceedings

HUES was initiated by Professor Ron Hamilton at Middlesex Polytechnic (now University) in the early 1980s. The initial aim was to measure and assess challenges in highway pollution. These challenges particularly included urban photochemical smog, with an emphasis on ozone formation and particle release. The first symposium was titled “Highway Pollution” and had a clear aim to make a difference. The proceedings were published in an interdisciplinary journal.

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  Numerical Analysis and Design Criteria of Embankments on Floating Piles
Posted by: hapsea - 10-21-2012, 08:50 AM - Forum: Civil Engineering MSc and PhD thesis - No Replies

Numerical Analysis and Design Criteria of Embankments on Floating Piles


Author: Syawal Satibi | Size: 8 MB | Format: PDF | Quality: Original preprint | Year: 2009 | pages: 190

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  Small-Strain Stiffness of Soils and its Numerical Consequences
Posted by: hapsea - 10-21-2012, 08:37 AM - Forum: Civil Engineering MSc and PhD thesis - No Replies

Small-Strain Stiffness of Soils and its Numerical Consequences

Author: Thomas Benz | Size: 26.2 MB | Format: PDF | Quality: Original preprint | Year: 2007 | pages: 209

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  Numerical Modeling of Expansive Soil Behavior
Posted by: hapsea - 10-21-2012, 08:08 AM - Forum: Civil Engineering MSc and PhD thesis - Replies (1)

Numerical Modeling of Expansive Soil Behavior

Author: Ayman Abed | Size: 11.7 MB | Format: PDF | Quality: Original preprint | Year: 2008 | pages: 216

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Expansive soils contain clay minerals named montmorillonites or smectites. In this type
of soils, significant deformations are associated with changes in suction and degree of
saturation. As expansive soils are widespread in nature, they constitute an important
challenge for geotechnical engineering. In the unsaturated zone well above the phreatic
groundwater level the soil moisture content varies significantly over the seasons and the
study of expansive soil behaviour is thus based on unsaturated soil mechanics and unsaturated
groundwater flow. At present unsaturated flow is getting increasing attention
in literature and so is the mechanical behaviour of unsaturated soils. Although the title
of this study refers to expansive soils, most of the developments reported are applicable
to unsaturated soils in general.
Being from Syria, a land with large areas of expansive soils, Ayman Abed came to
Stuttgart to study the mechanical behaviour of such soils. Being not a specialist in this
field, I was very pleased to havemy colleague Professor Antonio Gens from Barcelona as
a co-advisor. No doubt, the Barcelona BasicModel represented the state-of-the-art in the
elastoplastic modelling of unsaturated soils in the year 2004 when Ayman Abed came to
Stuttgart, and a detailed description of this model is contained in the present study.
The main original contribution of this thesis to geomechanics is the extension or generalisation
of the Barcelona Basic Model from isotropic to anisotropic soil. Indeed unsaturated
clays are mostly anisotropic and should thus be modelled within the framework
of anisotropic plasticity as presently also done for saturated clays.
This study represents a significant contribution to the subject of unsaturated soil mechanics
that can be used as a spring board for further research in this challenging field
of geomechanics. To me it has been a great pleasure to work with Ayman Abed and I am
very happy to congratulate him with this achievement of the doctoral thesis.


Contents
1 Introduction 1
1.1 Unsaturated expansive soil . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.2 Motivation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
1.3 Surface tension and suction . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
1.4 Objectives and scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
1.5 Layout of Thesis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
2 Fundamental Principles 7
2.1 Sign convention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.2 Stresses and equilibrium . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.3 Displacements and strains . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
2.4 Stresses in unsaturated soil . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
2.5 Stress-strain relationship for unsaturated elastic soil . . . . . . . . . . . . . 16
2.6 Experimental determination of elastic soil parameters . . . . . . . . . . . . 19
2.6.1 Typical stress paths as used in triaxial tests on unsaturated soil . . 20
3 Elastoplastic Modeling of Soil 27
3.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
3.2 Plastic behavior modeling . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
3.2.1 Yield function . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29
3.2.2 Flow rule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
3.2.3 Hardening law . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
3.2.4 The consistency condition . . . . . . . . . . . . . . . . . . . . . . . . 33
3.3 The stress-strain formulation in case of elastoplastic model . . . . . . . . . 34
3.4 Cam Clay model . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
3.4.1 Isotropic loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
3.4.2 Yield surface and flow rule . . . . . . . . . . . . . . . . . . . . . . . 38
3.4.3 Modified Cam Clay hardening rule . . . . . . . . . . . . . . . . . . 40
3.4.4 Elastoplastic matrix for Cam Clay model . . . . . . . . . . . . . . . 40
3.4.5 On the failure criterion as used in Cam Clay . . . . . . . . . . . . . 41
3.5 On Modified Cam Clay parameters . . . . . . . . . . . . . . . . . . . . . . . 44
3.5.1 Stiffness parameters as used in Cam Clay model . . . . . . . . . . . 44
3.5.2 Strength parameter as used in Cam Clay model . . . . . . . . . . . 45
4 Elastoplastic Modeling of Unsaturated Soil 47
4.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47
4.2 Experimental evidences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47
4.2.1 Effect of suction on soil stiffness . . . . . . . . . . . . . . . . . . . . 47
4.2.1.1 Loading-unloading under constant suction . . . . . . . . 48
4.2.1.2 Wetting under constant net stress . . . . . . . . . . . . . . 49
4.2.1.3 Drying under constant net stress . . . . . . . . . . . . . . . 51
4.2.1.4 Yielding of unsaturated soil . . . . . . . . . . . . . . . . . 52
4.2.2 Effect of suction on soil strength . . . . . . . . . . . . . . . . . . . . 52
4.2.3 Summary on the experimental observations . . . . . . . . . . . . . 54
4.3 Early attempts to model unsaturated soil behavior . . . . . . . . . . . . . . 55
4.3.1 Volumetric and shear strains . . . . . . . . . . . . . . . . . . . . . . 55
4.3.2 Shear strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57
4.4 Barcelona Basic Model . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60
4.4.1 Isotropic loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60
4.4.1.1 Net stress primary loading-unloading . . . . . . . . . . . 61
4.4.1.2 Suction primary loading-unloading . . . . . . . . . . . . . 62
4.4.1.3 General expression for isotropic stress state . . . . . . . . 63
4.4.1.4 Isotropic plastic compression upon wetting . . . . . . . . 64
4.4.2 More general states of stress . . . . . . . . . . . . . . . . . . . . . . . 66
4.4.2.1 Elastic behavior . . . . . . . . . . . . . . . . . . . . . . . . 66
4.4.2.2 Plastic behavior . . . . . . . . . . . . . . . . . . . . . . . . 67
4.4.2.3 LC and SI coupling . . . . . . . . . . . . . . . . . . . . . . 69
4.4.3 Elastoplastic matrix for Barcelona Basic Model . . . . . . . . . . . . 69
4.5 On the parameters of Barcelona Basic Model . . . . . . . . . . . . . . . . . 73
4.5.1 Parameters , 1 and pc . . . . . . . . . . . . . . . . . . . . . . . . . 73
4.5.2 Suction stiffness parameters . . . . . . . . . . . . . . . . . . . . . . . 75
4.5.3 Capillary cohesion parameter . . . . . . . . . . . . . . . . . . . . . . 75
5 Finite Element Implementation 77
5.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77
5.2 Balance and kinematic equations . . . . . . . . . . . . . . . . . . . . . . . . 78
5.3 Virtual work principle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79
5.4 Finite element discretization in case of unsaturated soil . . . . . . . . . . . 80
5.5 Local integration of constitutive equation . . . . . . . . . . . . . . . . . . . 83
5.5.1 Explicit integration . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83
5.5.2 Implicit integration . . . . . . . . . . . . . . . . . . . . . . . . . . . 84
5.5.2.1 Elastic predictor . . . . . . . . . . . . . . . . . . . . . . . . 84
5.5.2.2 Plastic corrector with return mapping . . . . . . . . . . . . 84
5.5.3 Stress integration with LC is active . . . . . . . . . . . . . . . . . . . 87
5.5.4 Stress integration with SI is active . . . . . . . . . . . . . . . . . . . 87
5.5.5 Stress integration when both LC and SI are active . . . . . . . . . . 89
5.6 The global iterative procedure . . . . . . . . . . . . . . . . . . . . . . . . . . 91
5.6.1 Global and element stiffness matrices . . . . . . . . . . . . . . . . . 91
5.6.2 Global Newton-Raphson iterations . . . . . . . . . . . . . . . . . . . 92
5.7 Validation of the BB-model implementation . . . . . . . . . . . . . . . . . . 94
5.7.1 Test Number 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95
5.7.2 Test Number 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97
5.7.3 Test Number 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98
5.7.4 Test Number 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98
5.7.5 Test Number 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102
5.7.6 Test Number 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102
6 Unsaturated ground water flow 105
6.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105
6.2 Governing partial differential equation . . . . . . . . . . . . . . . . . . . . . 105
6.2.1 Steady-state water flow . . . . . . . . . . . . . . . . . . . . . . . . . 105
6.2.2 Transient saturated water flow . . . . . . . . . . . . . . . . . . . . . 106
6.2.3 Transient unsaturated water flow . . . . . . . . . . . . . . . . . . . . 109
6.2.4 Multiphase flow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109
6.2.5 Fitting functions for soil degree of saturation . . . . . . . . . . . . . 112
6.2.6 Fitting functions for soil water permeability . . . . . . . . . . . . . 114
6.3 Finite element discretization in space . . . . . . . . . . . . . . . . . . . . . . 116
6.4 Finite differences discretization in time . . . . . . . . . . . . . . . . . . . . . 117
6.5 Picard iteration method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118
6.6 Validation of the finite element code being used . . . . . . . . . . . . . . . 119
6.6.1 Validation in case of unsaturated stationary ground water flow . . 119
6.6.2 Validation in case of unsaturated transient ground water flow . . . 121
7 Anisotropic model for unsaturated soil 123
7.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 123
7.2 Origin of anisotropy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 123
7.3 Empirical observations and constitutive modeling of anisotropy . . . . . . 124
7.4 Models based on Cam Clay model . . . . . . . . . . . . . . . . . . . . . . . 125
7.4.1 SANICLAY model . . . . . . . . . . . . . . . . . . . . . . . . . . . . 125
7.4.2 S-Clay1 model for anisotropic soil . . . . . . . . . . . . . . . . . . . 128
7.4.2.1 The initial value of . . . . . . . . . . . . . . . . . . . . . 129
7.4.2.2 The constant . . . . . . . . . . . . . . . . . . . . . . . . . 129
7.4.2.3 The constant μ . . . . . . . . . . . . . . . . . . . . . . . . . 130
7.4.2.4 S-Clay1 in the general state of stress . . . . . . . . . . . . . 130
7.5 Anisotropy in unsaturated soil . . . . . . . . . . . . . . . . . . . . . . . . . 131
7.5.1 Anisotropic model for unsaturated soil . . . . . . . . . . . . . . . . 133
7.5.1.1 Flow and hardening rules . . . . . . . . . . . . . . . . . . 135
7.5.1.2 General states of stress . . . . . . . . . . . . . . . . . . . . 136
7.5.1.3 Numerical implementation of the new anisotropic model 137
7.6 Numerical validation of the implemented model . . . . . . . . . . . . . . . 138
7.6.1 Case 1: Isotropic fully saturated soil . . . . . . . . . . . . . . . . . . 140
7.6.2 Case 2: Isotropic unsaturated soil . . . . . . . . . . . . . . . . . . . . 142
7.6.3 Case 3: Anisotropic fully saturated soil . . . . . . . . . . . . . . . . 144
8 Boundary value problems 147
8.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 147
8.2 Problem 1: Shallow foundation exposed to a ground water table increase . 147
8.2.1 Geometry, boundary conditions and initial conditions . . . . . . . . 147
8.2.2 The interaction between the ground water flow finite element code
and the deformation code . . . . . . . . . . . . . . . . . . . . . . . . 148
8.2.3 Results of numerical analyses with isotropic BB-model . . . . . . . 149
8.2.4 Calculation with an anisotropic model . . . . . . . . . . . . . . . . . 152
8.3 Problem 2: Bearing capacity of unsaturated soil . . . . . . . . . . . . . . . . 153
8.4 Problem 3: Shallow foundation exposed to a rainfall event . . . . . . . . . 158
8.4.1 Phase 1: Deformation due to foundation loading . . . . . . . . . . . 159
8.4.2 Phase 2: Deformation due to infiltration . . . . . . . . . . . . . . . . 160
8.5 Problem 4: Trial wall on expansive soil in Sudan . . . . . . . . . . . . . . . 162
8.5.1 Soil properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 162
8.5.2 The test procedure and measurements . . . . . . . . . . . . . . . . . 165
8.5.3 Numerical simulation . . . . . . . . . . . . . . . . . . . . . . . . . . 166
8.5.3.1 Geometry and boundary conditions . . . . . . . . . . . . 166
8.5.3.2 Parametric study . . . . . . . . . . . . . . . . . . . . . . . 167
8.5.3.3 Model predictions versus field data . . . . . . . . . . . . 170
9 Conclusions and recommendations 175
9.1 Conclusions on modeling and numerical implementation . . . . . . . . . . 175
9.2 Conclusions on the response of shallow foundation on unsaturated soil . . 176
9.2.1 Isotropic behavior . . . . . . . . . . . . . . . . . . . . . . . . . . . . 176
9.2.2 Anisotropic behavior . . . . . . . . . . . . . . . . . . . . . . . . . . . 176
9.3 Recommendation for further research . . . . . . . . . . . . . . . . . . . . . 177
Bibliography 177

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