Numerical Simulation of the Response of Sandy Soils Treated with PV-drains
|
|
|
- Luke Bell
- 5 years ago
- Views:
Transcription
1 Numerical Simulation of the Response of Sandy Soils Treated with PV-drains Antonios Vytiniotis, Andrew J. Whittle & Eduardo Kausel MIT Department of Civil & Environmental Engineering Progress Report for NEESR GC Workshop February 5 th 2009
2 Outline Planned activities for 2008 [NEESGC meeting January 2008] Treating of PV-drains Implementing an element for PV-drains Use a non-linear model to simulate response Implementing a soil model Progress during 2008 PV Drain elements in OpenSees Evaluation using Centrifuge Model Data Research Plans for 2009
3 PV-Drains Installation Centrifuge Model Outflow during shaking
4 Storage Capacity Effect GW Level Clay Storage Capacity Sand Bedrock Applied acceleration
5 Analytical Solutions Radial Dissipation of Excess Pore Pressure: Unit Cell Excess Pore Pressure Accumulation: Key References Seed & Booker: Perfect drains Onoue et al. Effect of well resistance Pestana et al.: FEQDRAIN (includes storage effect)
6 Validation : Importance of Drain Resistance [ Gravel drains: Onoue et al., 1987] Predictions of Seed & Booker Read r u Much lower than measured data Measured r u fit modified theory (well resistance) Onoue, 1987
7 2-D (Plane-Strain) Modeling Approximation Match the degree of consolidation (average diffusion) within soil Doesn t match the pore pressures at all points PV Drain Equivalent plane strain PV Drain k ax k pl For infinite permeability drains inside a uniform soil: k ax : true soil permeability, k pl : equivalent soil permeability in a plane stain analysis n :drain spacing ratio Hird et al., 1992
8 Equivalence between radial and plane strain drainage around a pre-fabricated drain Normalized Excess Pore Pressure Ratio around a perfect PV drain 1 Normalized Exces ss Pore Pressure Rati io ABAQUS results R R/Ro or x/ro Axisymmetric, t=1s Plane Strain, t=1s Axisymmetric, t=0.1s Plane Strain, t=0.1s Great match using Hird et al equation!!! x,r 0
9 PV-Drains: Hydraulics Darcy Weisbach Equation λ, dimensionless flow coefficient L, length of pipe D, diameter of pipe ρ, mass density of fluid V, average velocity of the flow
10 PV-Drain Elements: Laminar flow
11 PV-Drain Elements: Turbulent flow
12 PV-Drains: Opensees Implementation Laminar flow: element Pipelin2 eleid node1 node2 Material Area C l γ w Turbulent Flow element Pipe4 eleid node1 node2 Material Area C t γ w d c
13 PV-Drains: Scale Modeling Issues (I) Scaling of flow: Q P = Q M N 2 Scaling of Drain Flow Properties: Laminar flow C lp = C lm N 3 Turbulent flow C tp = C tm N 5/2
14 PV-Drains: Scale Modeling Issues (II) Scaling of Reynolds number For the same pore fluid: Re P = Re M N For different pore fluid (diffusion scaled) Re P = Re M N2 Problem Statement: What is the model scale diameter of a PVdrain (where flow is laminar) that corresponds to a selected prototype scale diameter (where flow is turbulent)?
15 PV-Drains: Scale Modeling Issues (III) Flow Rate, Q Q Laminar Drains max Fully Turbulent Drains i max Pressure Gradient, i The model scale diameter that minimizes differences between model scale laminar and prototype scale turbulent flow is:
16 PV-Drains Validation: Centrifuge Model Kamai et al, 2008
17 PV-Drains Validation: Centrifuge Model PV drains Yolo Loam 437mm 6.56m Loose Sand Loose Sand Dense Sand Dense Sand Applied acceleration 1650mm 24.75m
18 PV-Drains Validation: Centrifuge Model Shaking sequence
19 PV-Drains Validation: Base Case Scenario No-tension connection Yolo Loam* Drains Periodic Boundary Conditions #1 #2 #3 #4 #5 #6 #7 437 mm 6.56 m Loose Sand**, k pl Loose Sand**, k ax Nodal mass Dense Sand**, k pl 1650 mm m Applied acceleration Dense Sand**, k ax *pressure independent multiyield model, QUAD Elements ** pressure dependent multiyield model, QUADUP Elements
20 PV-Drains Validation: Final Deformed Shape Numerical simulations indicate the effectiveness of PV-Drains!!
21 Flow Rate (m 3 /s) Volume (m 3 ) Displacement (m) 4 x PV-Drains Validation: PV-drain outflow a. Flow coming out of drain No2 vs Time Solution Laminar limit (prototype scale) Laminar limit (model scale) Time (s) x 10-3 b. Volume of water coming out of drain No2 vs Time Time (s) 4 x c. Vertical displacement on top of drain No2 Indirect Direct Time (s)
22 PV-Drains Validation: Pore Pressures, a max =0.07g Treated side Untreated side A D Pore Pressure, p (kpa) B C E F Time, t (s) Time, t (s) Experiment Simulation
23 PV-Drains Validation: Horizontal Accelerations, a max =0.07g 2 Treated side Untreated side 1 A D 0-1 Horizontal Acceleration, α (m/s 2 ) B C E F Time, t (s) Time, t (s) Experiment Simulation
24 PV-Drains Validation: Surface Horizontal Displacements, a max =0.07g 0.2 Treated side Untreated side 0.1 C F Horizontal, u (m) B E A D Time, t (s) Time, t (s) Experiment Simulation
25 Predicted Net Lateral Movements, a max =0.07g
26 PV-Drains Validation: Surface Settlements, a max =0.07g Treated side Untreated side C F 0.04 Vertical Settlement, u y (m) B E A D Time, t (s) Time, t (s) Experiment Simulation
27 PV-Drains: Validation Observations Excess Pore Pressures Reasonable agreement at mid layer Underestimate at top of sand Horizontal Accelerations Good agreement on treated side No deamplification in untreated sand No prediction of liquefaction event No prediction of liquefaction event Horizontal Displacements Reasonable magnitudes No slippage between sand and loam Vertical Displacements (surface) Mismatched across model Effect of variable g field (centrifuge) and/or slope failure mechanism?
28 PV-Drains: Summary Implementation of new PV Drain Elements Laminar & fully turbulent flow regimes Capability to evaluate mass balance in controlled experiments (centrifuge) Established new understanding for scale modeling of PV drains Include drain storage effect Evaluation using centrifuge model data SSK01, March 2007 (Kamai, et al., 2008a) Performance close to perfect drain case Field performance Long term performance? Effect of clogging, sedimentation & biofouling?
29 Constitutive Models Current application Multi-yield surface plasticity (Elgamal & Yang, ) Advantages: Available in Opensees Parameters previously selected: Nevada sand, Yolo Loam Disadvantages: Re-calibration of parameters for each density Limited predictive capability (cyclic mobility) Future applications Bounding surface plasticity models (UC Davis & NTUA groups) Family of models (many sub-versions!) Dafalias, Manzari, Papadimitriou, Andrianopoulos ( ) More predictive capability Unique set of material input parameters (void ratio as state variable) Implementation in Opensees V1: Dafalias-Manzari implemented Opensees wrapper: Jeremic currently being evaluated V2: Papadimitriou-Andianopoulos implemented in Flac To be ported to Opensees
30 Project Side Deliverables Publications Vytiniotis SM Thesis, February 2009 Draft paper to be submitted on PV drain implementation (Spring 2009) Opensees documentation: PV-drain elements
31 Research Goals 2009 Upgrade analyses with better constitutive model Evaluate predictive capabilities of UCD-NTUA models Effect on predicted performance Equivalent properties of improved soil mass Free-field properties for SSI research Application Colloidal Silica treatment Background studies completed Importance of gel compressibility? Immobilized pore space
Numerical Simulation of the Response of Sandy Soils Treated with Prefabricated Vertical Drains
Numerical Simulation of the Response of Sandy Soils Treated with Prefabricated Vertical Drains Antonios Vytiniotis MIT Student Seminars, April 2009 Outline Introduce soil improvement with Prefabricated
Effect of Non-Uniform Gravitational Field on Seismically-Induced Ground Movements in Centrifuge Models Antonios Vytiniotis Andrew J.
NSF GRANT # CMS-0530478 ana NSF PROGRAM NAME: Seismic Risk Management for Port Systems Effect of Non-Uniform Gravitational Field on Seismically-Induced Ground Movements in Centrifuge Models Antonios Vytiniotis
EFFECT OF STORAGE CAPACITY ON VERTICAL DRAIN PERFORMANCE IN LIQUEFIABLE SAND DEPOSITS
EFFECT OF STORAGE CAPACITY ON VERTICAL DRAIN PERFORMANCE IN LIQUEFIABLE SAND DEPOSITS Juan M. Pestana 1, M. ASCE Christopher E. Hunt 2, Student M. ASCE R. Robert Goughnour 3, M. ASCE Ann M. Kammerer 2,
Cyclic Behavior of Soils
Cyclic Behavior of Soils Antonios Vytiniotis Cyclic Shearing of Sands Dry Sand 1 Triaxial Undrained Monotonic Shearing CIUC tests Ishihara Critical State Toyoura Sand Ishihara 2 Critical State Ishihara
Numerical modeling of liquefaction effects: Development & initial applications of a sand plasticity model
4 th IASPEI / IAEE International Symposium Santa Barbara, California, Aug 23-26, 2011 Numerical modeling of liquefaction effects: Development & initial applications of a sand plasticity model Ross W. Boulanger
NUMERICAL SIMULATION OF DRAIN PERFORMANCE IN LIQUEFIABLE SOILS
Paper No. ARABO NUMERICAL SIMULATION OF DRAIN PERFORMANCE IN LIQUEFIABLE SOILS George BOUCKOVALAS, Vasiliki DIMITRIADI 2 Yannis TSIAPAS 3, Alexandra TSIOULOU 4 ABSTRACT Modern approaches for the design
2005 OpenSees Symposium OpenSees
P E E R 25 OpenSees Symposium OpenSees Geotechnical Capabilities and Applications Dr. Liangcai He Prof. Ahmed Elgamal Dr. Zhaohui Yang Mr. James L. Yan Mr. Jinchi Lu (U.C. San Diego) Soil Materials and
USER S MANUAL 1D Seismic Site Response Analysis Example University of California: San Diego August 30, 2017
USER S MANUAL 1D Seismic Site Response Analysis Example http://www.soilquake.net/ucsdsoilmodels/ University of California: San Diego August 30, 2017 Table of Contents USER'S MANUAL TABLE OF CONTENTS Page
Geotechnical Properties of Soil
Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate
2004 OpenSees User Workshop. OpenSees. Geotechnical Capabilities and Applications. (U.C. San Diego) Roadmap
P E E R 24 OpenSees User Workshop OpenSees Geotechnical Capabilities and Applications Ahmed Elgamal Jinchi Lu Zhaohui Yang Linjun Yan (U.C. San Diego) 1 Roadmap Soil materials and elements (manual and
LIQUEFACTION ASSESSMENT BY THE ENERGY METHOD THROUGH CENTRIFUGE MODELING
LIQUEFACTION ASSESSMENT BY THE ENERGY METHOD THROUGH CENTRIFUGE MODELING Hesham M. Dief, Associate Professor, Civil Engineering Department, Zagazig University, Zagazig, Egypt J. Ludwig Figueroa, Professor
Shaking Table Testing to Evaluate Effectiveness of Prefabricated Vertical Drains for Liquefaction Mitigation
Brigham Young University BYU ScholarsArchive All Theses and Dissertations 2015-12-01 Shaking Table Testing to Evaluate Effectiveness of Prefabricated Vertical Drains for Liquefaction Mitigation Caleb Robert
Time Rate of Consolidation Settlement
Time Rate of Consolidation Settlement We know how to evaluate total settlement of primary consolidation S c which will take place in a certain clay layer. However this settlement usually takes place over
Numerical simulation of inclined piles in liquefiable soils
Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Y Wang & R P Orense Department of Civil and Environmental Engineering, University of Auckland, NZ. ywan833@aucklanduni.ac.nz
NUMERICAL EVALUATION OF LIQUEFACTION-INDUCED UPLIFT FOR AN IMMERSED TUNNEL
October 12-17, 28, Beijing, China NUMERICAL EVALUATION OF LIQUEFACTION-INDUCED UPLIFT FOR AN IMMERSED TUNNEL ABSTRACT : Dongdong. Chang 1, Thaleia Travasarou 2, and Jacob Chacko 3 1 Ph.D., Staff Engineer,
USER S MANUAL. 1D Seismic Site Response Analysis Example. University of California: San Diego.
USER S MANUAL 1D Seismic Site Response Analysis Example http://www.soilquake.net/ucsdsoilmodels/ University of California: San Diego August 2, 2017 Table of Contents USER'S MANUAL TABLE OF CONTENTS Page
USER S MANUAL 1D Seismic Site Response Analysis Example University of California: San Diego August 30, 2017
USER S MANUAL 1D Seismic Site Response Analysis Example http://www.soilquake.net/ucsdsoilmodels/ University of California: San Diego August 30, 2017 Table of Contents USER'S MANUAL TABLE OF CONTENTS Page
Seismic Stability of Tailings Dams, an Overview
Seismic Stability of Tailings Dams, an Overview BY Gonzalo Castro, Ph.D., P.E. Principal International Workshop on Seismic Stability of Tailings Dams Case Western Reserve University, November 2003 Small
Numerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading
Numerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading Jorge Castillo, Yong-Beom Lee Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting Inc., USA ABSTRACT
Multiaxial Constitutive and Numerical Modeling in Geo-mechanics within Critical State Theory
. THE UNIVERSITY OF BRITISH COLUMBIA Multiaxial Constitutive and Numerical Modeling in Geo-mechanics within Critical State Theory Mahdi Taiebat and Yannis F. Dafalias 2 Associate Professor, Department
GEO-SLOPE International Ltd, Calgary, Alberta, Canada Wick Drain
1 Introduction Wick Drain This example is about modeling the behavior of a wick drain. The primary purpose here is to illustrate how interface elements can conveniently be used to include the effects of
NUMERICAL ANALYSIS OF DAMAGE OF RIVER EMBANKMENT ON SOFT SOIL DEPOSIT DUE TO EARTHQUAKES WITH LONG DURATION TIME
Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, Japan NUMERICAL ANALYSIS OF DAMAGE OF RIVER EMBANKMENT ON SOFT
Liquefaction Potential Variations Influenced by Building Constructions
Earth Science Research; Vol. 1, No. 2; 2012 ISSN 1927-0542 E-ISSN 1927-0550 Published by Canadian Center of Science and Education Liquefaction Potential Variations Influenced by Building Constructions
Pacific Earthquake Engineering Research Center
Pacific Earthquake Engineering Research Center Centrifuge Modeling of Settlement and Lateral Spreading with Comparisons to Numerical Analyses Sivapalan Gajan and Bruce L. Kutter University of California,
Oedometer and direct shear tests to the study of sands with various viscosity pore fluids
3 r d International Conference on New Developments in Soil Mechanics and Geotechnical Engineering, Oedometer and direct shear tests to the study of sands with various viscosity pore fluids Rozhgar Abdullah
Improvement mechanisms of stone columns as a mitigation measure against liquefaction-induced lateral spreading
Improvement mechanisms of stone columns as a mitigation measure against liquefaction-induced lateral spreading E. Tang Tonkin & Taylor Ltd, (formerly University of Auckland) R.P. Orense University of Auckland
Validation Protocols for Constitutive Modeling of Liquefaction
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Validation Protocols for Constitutive Modeling of Liquefaction K. Ziotopoulou 1 and R. W.
Liquefaction - principles
Liquefaction - principles Consider a box of dry sand, subjected to cycles of shear strain. On initial loading, sand usually compacts and then dilates. On unloading, the sand follows a similar path to loading,
Numerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation
Numerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation Yong-Beom Lee, Jorge Castillo Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting
MEDAT-2: Some Geotechnical Opportunities. Site Characterization -- Opportunities. Down-hole CPT & vane (Fugro)
MEDAT-2: Some Geotechnical Opportunities Ross W. Boulanger Department of Civil & Environmental Engineering University of California Davis, California 95616-5294 rwboulanger@ucdavis.edu Presentation for
Finite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit Considering Pore Water Flow and Migration
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Finite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit
Investigation of Liquefaction Behaviour for Cohesive Soils
Proceedings of the 3 rd World Congress on Civil, Structural, and Environmental Engineering (CSEE 18) Budapest, Hungary April 8-10, 2018 Paper No. ICGRE 134 DOI: 10.11159/icgre18.134 Investigation of Liquefaction
Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
31 Module 7: Lecture - 6 on Geotechnical Physical Modelling Scaling laws in centrifuge modelling Force, work, and energy Consider the definition of potential energy PE normally expressed as energy lost
Monitoring of underground construction
Monitoring of underground construction Geotechnical Aspects of Underground Construction in Soft Ground Yoo, Park, Kim & Ban (Eds) 2014 Korean Geotechnical Society, Seoul, Korea, ISBN 978-1-138-02700-8
Developing software to evaluate the liquefaction potential by using 2D numerical modeling: Applications.
Developing software to evaluate the liquefaction potential by using 2D numerical modeling: Applications www.ingenieriasismica.utpl.edu.ec 1 Content 1. Introduction 2. Methods to evaluate the liquefaction
A Brief Overview of the NEESgrid Simulation Platform OpenSees: Application to the Soil Foundation Structure Interaction Problems
A Brief Overview of the NEESgrid Simulation Platform OpenSees: Application to the Soil Foundation Structure Interaction Problems Boris Jeremić Department of Civil and Environmental Engineering University
Experimental Verification of Shallow Foundation Performance under Earthquake-Induced Liquefaction
Cambridge University Technical Services National Technical University of Athens Foundation Engineering Laboratory Experimental Verification of Shallow Foundation Performance under Earthquake-Induced Liquefaction
An Endochronic-based approach for simulating pore water pressure variation during liquefaction of sand
Noname manuscript No. (will be inserted by the editor) An Endochronic-based approach for simulating pore water pressure variation during liquefaction of sand Ali Pak Mohammad Ali Iranmanesh the date of
Propagation of Seismic Waves through Liquefied Soils
Propagation of Seismic Waves through Liquefied Soils Mahdi Taiebat a,b,, Boris Jeremić b, Yannis F. Dafalias b,c, Amir M. Kaynia a, Zhao Cheng d a Norwegian Geotechnical Institute, P.O. Box 393 Ullevaal
Site Response Using Effective Stress Analysis
Site Response Using Effective Stress Analysis Faiz Makdisi, Zhi-Liang Wang, C.Y. Chang and J. Egan Geomatrix Consultants, Inc. Oakland, California 1 TRB 85 th Annual Meeting, January 22-26, 26, 2006, Washington,
SHEAR STRENGTH OF SOIL
Soil Failure Criteria SHEAR STRENGTH OF SOIL Knowledge about the shear strength of soil important for the analysis of: Bearing capacity of foundations, Slope stability, Lateral pressure on retaining structures,
Intro to Soil Mechanics: the what, why & how. José E. Andrade, Caltech
Intro to Soil Mechanics: the what, why & how José E. Andrade, Caltech The What? What is Soil Mechanics? erdbaumechanik The application of the laws of mechanics (physics) to soils as engineering materials
Determination of Dynamic p-y Curves for Pile Foundations Under Seismic Loading
Determination of Dynamic p-y Curves for Pile Foundations Under Seismic Loading A. Rahmani, M. Taiebat, W.D. L. Finn, and C. E. Ventura Department of Civil Engineering, University of British Columbia, Vancouver,
Landslide FE Stability Analysis
Landslide FE Stability Analysis L. Kellezi Dept. of Geotechnical Engineering, GEO-Danish Geotechnical Institute, Denmark S. Allkja Altea & Geostudio 2000, Albania P. B. Hansen Dept. of Geotechnical Engineering,
Geotechnical Elements and Models in OpenSees
Geotechnical Elements and Models in OpenSees Pedro Arduino University of Washington, Seattle OpenSees Days 2008, OpenSees User Workshop, Monday Sept 8, 2008 Type of Geotechnical Problems that can be solved
Instructor : Dr. Jehad Hamad. Chapter (7)
Instructor : Dr. Jehad Hamad Chapter (7) 2017-2016 Soil Properties Physical Properties Mechanical Properties Gradation and Structure Compressibility Soil-Water Relationships Shear Strength Bearing Capacity
EFFECTIVE STRESS ANALYSES OF TWO SITES WITH DIFFERENT EXTENT OF LIQUEFACTION DURING EAST JAPAN EARTHQUAKE
Proceedings of the International Symposium on Engineering Lessons Learned from the 211 Great East Japan Earthquake, March 1-4, 212, Tokyo, Japan EFFECTIVE STRESS ANALYSES OF TWO SITES WITH DIFFERENT EXTENT
POST-CYCLIC RECOMPRESSION CHARACTERISTICS OF A CLAY SUBJECTED TO UNDRAINED UNI-DIRECTIONAL AND MULTI-DIRECTIONAL CYCLIC SHEARS
NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July -5, 4 Anchorage, Alaska POST-CYCLIC RECOMPRESSION CHARACTERISTICS OF A CLAY SUBJECTED TO UNDRAINED
EARTHQUAKE-INDUCED SETTLEMENT AS A RESULT OF DENSIFICATION, MEASURED IN LABORATORY TESTS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3291 EARTHQUAKE-INDUCED SETTLEMENT AS A RESULT OF DENSIFICATION, MEASURED IN LABORATORY TESTS Constantine
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3016
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3016 SOLUTIONS FOR MITIGATING SOIL LIQUEFACTION EFFECTS A NUMERICAL STUDUY AHMAD JAFARI MEHRABADI 1 AND
Experimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground
Experimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground Takuya EGAWA, Satoshi NISHIMOTO & Koichi TOMISAWA Civil Engineering Research Institute for Cold Region, Public Works
Analytical and Numerical Investigations on the Vertical Seismic Site Response
Analytical and Numerical Investigations on the Vertical Seismic Site Response Bo Han, Lidija Zdravković, Stavroula Kontoe Department of Civil and Environmental Engineering, Imperial College, London SW7
The Effects of Different Surcharge Pressures on 3-D Consolidation of Soil
The Effects of Different Surcharge Pressures on 3-D Consolidation of Soil Arpan Laskar *1 and Sujit Kumar Pal 2 *1 Department of Civil Engineering, National Institute of Technology Agartala, Tripura, India.
A STUDY ON NUMERICAL SIMULATION DURING CHEMICAL GROUTING
A STUDY ON NUMERICAL SIMULATION DURING CHEMICAL GROUTING Takashi Nakayama 1,a, Naoki Tachibana 2, Noriyuki Okano 1,b and Hirokazu Akagi 3 1,a Assistant Senior Researcher, b Senior Researcher, Railway Technical
TIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL
TIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL Qassun S. Mohammed Shafiqu and Maarib M. Ahmed Al-Sammaraey Department of Civil Engineering, Nahrain University, Iraq
Endochronic model applied to earthfill dams with impervious core: design recommendation at seismic sites
Proceedings of the 1st IASME / WSEAS International Conference on Geology and Seismology (GES'7), Portoroz, Slovenia, May 15-17, 27 51 Endochronic model applied to earthfill dams with impervious core: design
SOME OBSERVATIONS RELATED TO LIQUEFACTION SUSCEPTIBILITY OF SILTY SOILS
SOME OBSERVATIONS RELATED TO LIQUEFACTION SUSCEPTIBILITY OF SILTY SOILS Upul ATUKORALA 1, Dharma WIJEWICKREME 2 And Norman MCCAMMON 3 SUMMARY The liquefaction susceptibility of silty soils has not received
Centrifuge Testing to Evaluate and Mitigate Liquefaction-Induced Building Settlement Mechanisms
Centrifuge Testing to Evaluate and Mitigate Liquefaction-Induced Building Settlement Mechanisms Shideh Dashti, M.ASCE 1 ; Jonathan D. Bray, F.ASCE ; Juan M. Pestana, M.ASCE 3 ; Michael Riemer, M.ASCE 4
Soil Properties - II
Soil Properties - II Amit Prashant Indian Institute of Technology andhinagar Short Course on eotechnical Aspects of Earthquake Engineering 04 08 March, 2013 Seismic Waves Earthquake Rock Near the ground
Application of cyclic accumulation models for undrained and partially drained general boundary value problems
Application of cyclic accumulation models for undrained and partially drained general boundary value problems A. M. Page Risueño Yngres Dag 2014, May 15 th 2014 Introduction Cyclic loads in geotechnical
CHAPTER 6: ASSESSMENT OF A COMPREHENSIVE METHOD FOR PREDICTING PERFORMANCE
CHAPTER 6: ASSESSMENT OF A COMPREHENSIVE METHOD FOR PREDICTING PERFORMANCE 6.1 Overview The analytical results presented in Chapter 5 demonstrate the difficulty of predicting the performance of an improved
Date: April 2, 2014 Project No.: Prepared For: Mr. Adam Kates CLASSIC COMMUNITIES 1068 E. Meadow Circle Palo Alto, California 94303
City of Newark - 36120 Ruschin Drive Project Draft Initial Study/Mitigated Negative Declaration Appendix C: Geologic Information FirstCarbon Solutions H:\Client (PN-JN)\4554\45540001\ISMND\45540001 36120
Liquefaction: Additional issues. This presentation consists of two parts: Section 1
Liquefaction: Additional issues Ahmed Elgamal This presentation consists of two parts: Section 1 Liquefaction of fine grained soils and cyclic softening in silts and clays Section 2 Empirical relationship
Chapter 7 Permeability and Seepage
Permeability and Seepage - N. Sivakugan (2005) 1 7.1 INTRODUCTION Chapter 7 Permeability and Seepage Permeability, as the name implies (ability to permeate), is a measure of how easily a fluid can flow
Site Liquefaction. Stress-Strain Response Stress-Strain Models Site Response Lateral Deformation. Ahmed Elgamal
Site Liquefaction Stress-Strain Response Stress-Strain Models Site Response Lateral Deformation Ahmed Elgamal Nonlinear soil response (Shear stress τ and shear strain γ) 2 The above nonlinear shear stress-strain
EVALUATION OF SITE CHARACTERISTICS IN LIQUEFIABLE SOILS
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 27 Paper No. 1651 EVALUATION OF SITE CHARACTERISTICS IN LIQUEFIABLE SOILS Konstantinos TREVLOPOULOS 1, Nikolaos KLIMIS 2
INTI COLLEGE MALAYSIA
EGC373 (F) / Page 1 of 5 INTI COLLEGE MALAYSIA UK DEGREE TRANSFER PROGRAMME INTI ADELAIDE TRANSFER PROGRAMME EGC 373: FOUNDATION ENGINEERING FINAL EXAMINATION : AUGUST 00 SESSION This paper consists of
Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
56 Module 4: Lecture 7 on Stress-strain relationship and Shear strength of soils Contents Stress state, Mohr s circle analysis and Pole, Principal stressspace, Stress pathsin p-q space; Mohr-Coulomb failure
Discrete Element Modeling of Soils as Granular Materials
Discrete Element Modeling of Soils as Granular Materials Matthew R. Kuhn Donald P. Shiley School of Engineering University of Portland National Science Foundation Grant No. NEESR-936408 Outline Discrete
NUMERICAL MODELING OF INSTABILITIES IN SAND
NUMERICAL MODELING OF INSTABILITIES IN SAND KIRK ELLISON March 14, 2008 Advisor: Jose Andrade Masters Defense Outline of Presentation Randomized porosity in FEM simulations Liquefaction in FEM simulations
Soil strength. the strength depends on the applied stress. water pressures are required
Soil Strength Soil strength u Soils are essentially frictional materials the strength depends on the applied stress u Strength is controlled by effective stresses water pressures are required u Soil strength
Module 6 LIQUEFACTION (Lectures 27 to 32)
Module 6 LIQUEFACTION (Lectures 27 to 32) Lecture 31 Topics 6.6 EFFECTS OF LIQUEFACTION 6.6.1 Alteration of Ground Motion 6.6.2 Development of Sand Boils 6.6.3 Settlement 6.6.4 Settlement of Dry Sands
5. MODELING OF NON-STRATIFIED MIXTURE FLOWS (Pseudo-homogeneous flows)
5. MODELING OF NON-STRATIFIED MIXTURE FLOWS (Pseudo-homogeneous flows) Uniform (or almost uniform) distribution of transported solids across a pipeline cross section is characteristic of pseudo-homogeneous
Liquefaction is the sudden loss of shear strength of a saturated sediment due to earthquake shaking. Nisqually earthquake 02/28/2001: Olympia, WA
Liquefaction is the sudden loss of shear strength of a saturated sediment due to earthquake shaking Nisqually earthquake 02/28/2001: Olympia, WA The shear strength is controlled by the degree of grain-to-grain
Geotechnical Modeling Issues
Nonlinear Analysis of Viaducts and Overpasses Geotechnical Modeling Issues Steve Kramer Pedro Arduino Hyung-Suk Shin University of Washington The Problem Approach Soil Soil Soil Soil Soil Soil Soil Soil
The Preliminary Study of the Impact of Liquefaction on Water Pipes
The Preliminary Study of the Impact of Liquefaction on Water Pipes Jerry J. Chen and Y.C. Chou Geotechnical Engineer, Dept. of Geotechnical Engineering, CECI Engineering Consultants, Inc. CONTENT 1. Introduction
CENTRIFUGE MODELING OF PILE FOUNDATIONS SUBJECTED TO LIQUEFACTION-INDUCED LATERAL SPREADING IN SILTY SAND
CENTRIFUGE MODELING OF PILE FOUNDATIONS SUBJECTED TO LIQUEFACTION-INDUCED LATERAL SPREADING IN SILTY SAND L. González 1, D. Lucas 2 and T. Abdoun 3 1 Assistant Professor, Dept. of Civil Engineering, University
Evaluation of soil liquefaction using the CPT Part 1
Evaluation of soil liquefaction using the CPT Part 1 Dr. Peter K. Robertson Webinar #7 2013 CPT Guide 5 th Edition Download FREE copy from: Robertson & Cabal (Robertson) 5 th Edition 2012 www.greggdrilling.com
Erosion of sand under high flow velocities
Delft University of Technology Faculty of Mechanical, Maritime and Materials Engineering Department of Offshore Engineering Erosion of sand under high flow velocities Author: Juneed Sethi MSc Thesis Thesis
Estimation of Multi-Directional Cyclic Shear-Induced Pore Water Pressure on Clays with a Wide Range of Plasticity Indices
Proceedings of the 2 nd International Conference on Civil, Structural and Transportation Engineering (ICCSTE 16) Ottawa, Canada May 5 6, 216 Paper No. 116 Estimation of Multi-Directional Cyclic Shear-Induced
NONLINEAR FINITE ELEMENT ANALYSIS OF DRILLED PIERS UNDER DYNAMIC AND STATIC AXIAL LOADING ABSTRACT
Proceedings of the 8 th U.S. National Conference on Earthquake Engineering April 18-22, 2006, San Francisco, California, USA Paper No. 1452 NONLINEAR FINITE ELEMENT ANALYSIS OF DRILLED PIERS UNDER DYNAMIC
Applicability of Multi-spring Model Based on Finite Strain Theory to Seismic Behavior of Embankment on Liquefiable Sand Deposit
Applicability of Multi-spring Model Based on Finite Strain Theory to Seismic Behavior of Embankment on Liquefiable Sand Deposit Kyohei Ueda Railway Technical Research Institute, Kokubunji, Tokyo, Japan
(Refer Slide Time: 02:18)
Geology and Soil Mechanics Prof. P. Ghosh Department of Civil Engineering Indian Institute of Technology Kanpur Lecture 40 Shear Strength of Soil - C Keywords: Shear strength of soil, direct shear test,
CYCLIC AND MONOTONIC UNDRAINED SHEAR RESPONSE OF SILTY SAND FROM BHUJ REGION IN INDIA
ISET Journal of Earthquake Technology, Paper No. 45, Vol. 41, No. 2-4, June-December 24, pp. 249-26 CYCLIC AND MONOTONIC UNDRAINED SHEAR RESPONSE OF SILTY SAND FROM BHUJ REGION IN INDIA T.G. Sitharam,
Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
42 Module 3: Lecture - 4 on Compressibility and Consolidation Contents Stresses in soil from surface loads; Terzaghi s 1-D consolidation theory; pplication in different boundary conditions; Ramp loading;
3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading
3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading M. Cubrinovski 1, H. Sugita 2, K. Tokimatsu 3, M. Sato 4, K. Ishihara 5, Y. Tsukamoto 5, T. Kamata 5 1 Department of
Investigation of the short-term behaviour of silty sand stabilized by colloidal silica
Investigation of the short-term behaviour of silty sand stabilized by colloidal silica Reza Noorzad a *, Iman Nouri Delavar b a. Associate Professor in Geotechnical Engineering, Department of Civil Engineering,
Drained Against Undrained Behaviour of Sand
Archives of Hydro-Engineering and Environmental Mechanics Vol. 54 (2007), No. 3, pp. 207 222 IBW PAN, ISSN 1231 3726 Drained Against Undrained Behaviour of Sand Andrzej Sawicki, Waldemar Świdziński Institute
Cyclic Triaxial Behavior of an Unsaturated Silty Soil Subjected to Suction Changes
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Cyclic Triaxial Behavior of an Unsaturated Silty Soil Subjected to Suction Changes T. Nishimura
Foundations on Deep Alluvial Soils
Canterbury Earthquakes Royal Commission Hearings 25 October 2011, Christchurch GEO.CUB.0001.1-35.1 Foundations on Deep Alluvial Soils Misko Cubrinovski, Ian McCahon, Civil and Natural Resources Engineering,
FINITE ELEMENT SIMULATION OF RETROGRESSIVE FAILURE OF SUBMARINE SLOPES
FINITE ELEMENT SIMULATION OF RETROGRESSIVE FAILURE OF SUBMARINE SLOPES A. AZIZIAN & R. POPESCU Faculty of Engineering & Applied Science, Memorial University, St. John s, Newfoundland, Canada A1B 3X5 Abstract
Dynamic Analysis Contents - 1
Dynamic Analysis Contents - 1 TABLE OF CONTENTS 1 DYNAMIC ANALYSIS 1.1 Overview... 1-1 1.2 Relation to Equivalent-Linear Methods... 1-2 1.2.1 Characteristics of the Equivalent-Linear Method... 1-2 1.2.2
Chapter 7: Settlement of Shallow Foundations
Chapter 7: Settlement of Shallow Foundations Introduction The settlement of a shallow foundation can be divided into two major categories: (a) elastic, or immediate settlement and (b) consolidation settlement.
Post Earthquake Embankment Failure, Seepage-Induced Liquefaction, and. Void Ratio Redistribution
Post Earthquake Embankment Failure, Seepage-Induced Liquefaction, and Void Ratio Redistribution S. A. Bastani 1 and B. L. Kutter 2 1 Leighton Consulting, Inc., Irvine, California, USA 2 University of California,
Offshore sediments. Numerical analysis of pipeline-seabed interaction using a constitutive model that considers clay destructuration
Offshore sediments The main research goal of the Offshore Sediments stream is to identify the key mechanisms at a micro-structural level that dictate critical aspects of behaviour, and quantify that behaviour
dynamics of f luids in porous media
dynamics of f luids in porous media Jacob Bear Department of Civil Engineering Technion Israel Institute of Technology, Haifa DOVER PUBLICATIONS, INC. New York Contents Preface xvii CHAPTER 1 Introduction
Determination of Excess Pore Pressure in Earth Dam after Earthquake
ABSTRACT: Determination of Excess Pore Pressure in Earth Dam after Earthquake S.M. Nasrollahi Faculty of Islamic Azad University Qaenat Branch, Qaen, Iran. Email: s.m.nasrollahi@gmail.com Pore pressure
Centrifuge Shaking Table Tests and FEM Analyses of RC Pile Foundation and Underground Structure
Centrifuge Shaking Table s and FEM Analyses of RC Pile Foundation and Underground Structure Kenji Yonezawa Obayashi Corporation, Tokyo, Japan. Takuya Anabuki Obayashi Corporation, Tokyo, Japan. Shunichi
MODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING EPS SEMINAR SERIES MARCH 2008
MODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING EPS SEMINAR SERIES MARCH 2008 COLLABORATORS: DR XUXIN TU AND MR KIRK ELLISON THE ROADMAP MOTIVATION
Civil Engineering Department College of Engineering
Civil Engineering Department College of Engineering Course: Soil Mechanics (CE 359) Lecturer: Dr. Frederick Owusu-Nimo FREQUENCY CE 260 Results (2013) 30 25 23 25 26 27 21 20 18 15 14 15 Civil Geological