IN SITU TESTING IN GEOMECHANICS. Fernando Schnaid Universidade Federal do Rio Grande do Sul
|
|
|
- Eugene White
- 6 years ago
- Views:
Transcription
1 IN SITU TESTING IN GEOMECHANICS Fernando Schnaid Universidade Federal do Rio Grande do Sul
2 Patologia das Fundações
3 Geotechnical investigation British Practice (Weltman & Head,1981): Sufficient finance should be allocated for a through investigation to facilitate economic and safe geotechnical design and to reduce the possibility of unexpected ground conditions being encountered during the construction of the works which frequently lead to costly delays in a contract. Such delay can cost many times more than would a properly conducted ground investigation.
4 Geotechnical investigation U.S Army Corps of Engineers (2001) Insufficient geotechnical investigations and faulty interpretation of results may contribute to inappropriate designs, delays in construction schedules, costly construction modifications, use of substantial borrow material, environmental damage to the site, post-construction remedial work, and even failure of a structure and subsequent litigation.
5 Polônia
6 Fotos
7
8
9 Geotechnical investigation French statistic (Logeais, 1982) indicates that from 2000 case studies 80% of problems are a consequence of poor site characterisation. Brazilian Practice: no statistic avaliable, tends to confirm international experience: Aspects related to poor site characterisation are the most frequent source of unsuccessful design in foundation engineering.
10 Geotechnical investigation French statistics (Logeais, 1982) shows that in 2000 cases in reported in France, 80% of faulty response is due to poor site investigation. Eurocode 7. States that site investigation is a more critical step in avoiding faulty response than the actual theoretical approach adopted in geotechnical design.
11 Objectives of site characterisation acquire topographical, hydro-geological, geotechnical and geo-environmental information; produce detailed and representative soil profiles; provide suitable geotechnical data to support design,: assessment of the initial geostatic stresses and the stress history; prediction of the stress-strain-time and strength characteristics; assess environmental changes of groundwater and drainage conditions of the site and the surrounding ground and structures. (Jamiolkowski et al, 90s)
12 Category Test Common Applications Nondestructive or semidestructive Invasive penetration tests Combined tests (Invasive + Nondestructive) Geophysical Tests: Seismic Refraction Surface Waves Crosshole Test Downhole Test Pressuremeter Test Pre-bored Self-boring Plate loading test Cone penetration Electric Piezocone SPT (energy control) Flat Dilatometer Test Vane Shear Test Cone pressuremeter Seismic cone Resistivity cone Seismic dilatometer Ground characterisation Small strain stiffness, G o Shear modulus, G Shear strength In situ horizontal stress Consolidation properties Stiffness and strength Soil profiling Shear strength Relative density Consolidation properties Soil profiling Internal friction angle, φ Stiffness Shear strength Undrained shear strength, s u New interpretation methods Available in situ testing techniques recommendation: correlate results from different test
13 Onshore & OffshoreTechniques
14 Onshore & OffshoreTechniques
15 Onshore & OffshoreTechniques
16 PIEZOCONE V s 2 G o = ρ Vs Soil Soil profile profile Shear Shear strength Compressibility Stress Stress history q t u 2 u 1
17 PIEZOCONE
18 Pressuremeter and cone-pressumeter
19 Dilatometer
20 Dynamic penetration tests
21 Interpretation Methods Class I: Rigorous analytical methods Class II: Numerical solutions (close approximation) Interpretation methods Class III: Approximate analytical solutions Class IV: Empirical approaches Calibration chamber tests Centrifuge tests Structure performance Laboratory tests
22 Câmaras de calibração after Huang & Hsu (2004) after Huang & Hsu (2004)
23 Centrífuga Cortesy: UWA UWA Offshore Foundation Centre Centre
24
25 Codes of practice Peck (1969) stated that investigation methods form 3 groups: a) Method I: carry out limited investigation and adopt an excessive factor of safety during the design b) Method II: carry out limited investigation and make design assumptions in accordance to general average experience b) Method III: carry out very detailed investigation. Now incorporated into Codes of Practice such as the Eurocode.
26 Eurocode 7 a) Category I: small and relatively simple structures - the fundamental requirements will be satisfied on the basis of experience and qualitative geotechnical investigation. Routine. b) Category II: conventional types of structures and foundations with no abnormal risks or unusual or exceptionally difficult ground or loading conditions. c) Category III: structures or part of structures which do not fall within the limits of Categories I and II, including very large or unusual structure, structures involving abnormal risks or exceptionally difficult ground or loading conditions and highly seismic areas.
27 Eurocode Geotechnical parameters from field tests Cone Penetration test Standard Penetration and dynamic probing test Vane test Pressuremeter test Dilatometer test (Geophysics) Review of field and laboratory work Review of derived values of geotechnical parameters Preliminary and complementary investigation
28 International Practices: extent of the field and laboratory investigation Country Tests Observation Netherlands Piezocone Predominance soft soils UK SPT & triaxial Other tests often performed France Pressuremeter Variety of soils USA SPT Other tests often performed Brazil SPT Other tests in large projects Italy
29 OBJECTIVES Review currently adopted techniques and interpretation methods Discuss research, new contributions and future trends Present large number of case studies
IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING. Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc.
IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc. Portland, Oregon In situ testing of soil, which essentially consists of evaluating
Enhanced In-Situ Testing for Geotechnical Site Characterization. Graduate Course CEE 6423
Enhanced In-Situ Testing for Geotechnical Site Characterization SPT, VST, DMT, PMT, CHT, DHT, CPT Graduate Course CEE 6423 Paul W. Mayne, PhD, P.E. Professor, Geosystems Program Civil & Environmental Engineering
Manual on Subsurface Investigations National Highway Institute Publication No. FHWA NHI Federal Highway Administration Washington, DC
Manual on Subsurface Investigations National Highway Institute Publication No. FHWA NHI-01-031 Federal Highway Administration Washington, DC Geotechnical Site Characterization July 2001 by Paul W. Mayne,
Interpretation of Flow Parameters from In-Situ Tests (P.W. Mayne, November 2001)
Interpretation of Flow Parameters from In-Situ Tests (P.W. Mayne, November 2001) FLOW PROPERTIES Soils exhibit flow properties that control hydraulic conductivity (k), rates of consolidation, construction
GEOTECHNICAL ENGINEERING II. Subject Code : 06CV64 Internal Assessment Marks : 25 PART A UNIT 1
GEOTECHNICAL ENGINEERING II Subject Code : 06CV64 Internal Assessment Marks : 25 PART A UNIT 1 1. SUBSURFACE EXPLORATION 1.1 Importance, Exploration Program 1.2 Methods of exploration, Boring, Sounding
EN Eurocode 7. Section 3 Geotechnical Data Section 6 Spread Foundations. Trevor L.L. Orr Trinity College Dublin Ireland.
EN 1997 1: Sections 3 and 6 Your logo Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1997-1 Eurocode 7 Section 3 Geotechnical Data Section 6 Spread Foundations Trevor L.L. Orr
This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine
This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine Don t forget to visit our companion site http://www.vulcanhammer.org Use subject to the terms and conditions of the respective
KDOT Geotechnical Manual Edition. Table of Contents
KDOT Geotechnical Manual 2007 Edition The KDOT Geotechnical Manual is available two volumes. Both volumes are very large electronic (pdf) files which may take several minutes to download. The table of
Chapter 12 Subsurface Exploration
Page 12 1 Chapter 12 Subsurface Exploration 1. The process of identifying the layers of deposits that underlie a proposed structure and their physical characteristics is generally referred to as (a) subsurface
APPENDIX F CORRELATION EQUATIONS. F 1 In-Situ Tests
APPENDIX F 1 APPENDIX F CORRELATION EQUATIONS F 1 In-Situ Tests 1. SPT (1) Sand (Hatanaka and Uchida, 1996), = effective vertical stress = effective friction angle = atmosphere pressure (Shmertmann, 1975)
Cone Penetration Testing in Geotechnical Practice
Cone Penetration Testing in Geotechnical Practice Table Of Contents: LIST OF CONTENTS v (4) PREFACE ix (2) ACKNOWLEDGEMENTS xi (1) SYMBOL LIST xii (4) CONVERSION FACTORS xvi (6) GLOSSARY xxii 1. INTRODUCTION
Boreholes. Implementation. Boring. Boreholes may be excavated by one of these methods: 1. Auger Boring 2. Wash Boring 3.
Implementation Boreholes 1. Auger Boring 2. Wash Boring 3. Rotary Drilling Boring Boreholes may be excavated by one of these methods: 4. Percussion Drilling The right choice of method depends on: Ground
Bored piles in clay and Codes of Practice. Malcolm Bolton
Bored piles in clay and Codes of Practice Malcolm Bolton Background: design and decision-making Why is design not yet evidence-based? Reliance on past practice, rather than validation. Safety factors have
ASSESSMENT OF SHEAR STRENGTH IN SILTY SOILS
Studia Geotechnica et Mechanica, Vol. 37, No. 2, 2015 DOI: 10.1515/sgem-2015-0020 ASSESSMENT OF SHEAR STRENGTH IN SILTY SOILS KATARZYNA STEFANIAK Poznań University if Life Sciences, Institute of Construction
LABORATORY MEASUREMENTS OF STIFFNESS OF SOFT CLAY USING BENDER ELEMENTS
LABORATORY MEASUREMENTS OF STIFFNESS OF SOFT CLAY USING BENDER ELEMENTS ABSTRACT: S. H. Oh 1, D. S. Park 2, B. J. Kim 3, E. J. Kim 1 and Y. J. Mok 4 1 Research Assistant, Dept. of Civil Eng., Kyunghee
Soil Behaviour in Earthquake Geotechnics
Soil Behaviour in Earthquake Geotechnics KENJI ISHIHARA Department of Civil Engineering Science University of Tokyo This publication was supported by a generous donation from the Daido Life Foundation
Prof. Dr.-Ing. Martin Achmus Institute of Soil Mechanics, Foundation Engineering and Waterpower Engineering. Offshore subsoil investigations
Prof. Dr.-Ing. Martin Achmus Institute of Soil Mechanics, Foundation Engineering and Waterpower Engineering Offshore subsoil investigations Addis Ababa, September 2010 Offshore subsoil investigations Presentation
Challenges in the Interpretation of the DMT in Tailings
Challenges in the Interpretation of the DMT in Tailings Fernando Schnaid Federal University of Rio Grande do Sul, Porto Alegre, Brazil. E-mail: fschnaid@gmail.com Edgar Odebrecht State University of Santa
1.8 Unconfined Compression Test
1-49 1.8 Unconfined Compression Test - It gives a quick and simple measurement of the undrained strength of cohesive, undisturbed soil specimens. 1) Testing method i) Trimming a sample. Length-diameter
TABLE OF CONTENTS CHAPTER TITLE PAGE TITLE PAGE DECLARATION DEDIDATION ACKNOWLEDGEMENTS ABSTRACT ABSTRAK
TABLE OF CONTENTS CHAPTER TITLE PAGE TITLE PAGE DECLARATION DEDIDATION ACKNOWLEDGEMENTS ABSTRACT ABSTRAK TABLE OF CONTENTS LIST OF TABLE LIST OF FIGURES LIST OF SYMBOLS LIST OF APENDICES i ii iii iv v
EVALUATION OF STRENGTH OF SOILS AGAINST LIQUEFACTION USING PIEZO DRIVE CONE
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 2007 Paper No. 1146 EVALUATION OF STRENGTH OF SOILS AGAINST LIQUEFACTION USING PIEZO DRIVE CONE Shun-ichi Sawada 1 ABSTRACT
LIQUEFACTION ASSESSMENT OF INDUS SANDS USING SHEAR WAVE VELOCITY
Pakistan Engineering Congress, 69th Annual Session Proceedings 219 LIQUEFACTION ASSESSMENT OF INDUS SANDS USING SHEAR WAVE VELOCITY Sohail Kibria 1, M. Javed 2, Muhammad Ali 3 ABSTRACT A host of procedures
Gotechnical Investigations and Sampling
Gotechnical Investigations and Sampling Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Geotechnical Investigations for Structural Engineering 12 14 October, 2017 1 Purpose of
ISC 5 SELF-BORING PRESSUREMETER TESTS AT THE NATIONAL FIELD TESTING FACILITY, BALLINA 5 9 SEPT 2016
ISC 5 5 9 SEPT 2016 SELF-BORING PRESSUREMETER TESTS AT THE NATIONAL FIELD TESTING FACILITY, BALLINA Fillippo Gaone James Doherty Susan Gourvenec Centre for Offshore Foundation Systems, UWA School of Civil,
Mechanical Wave Measurements. Electromagnetic Wave Techniques. Geophysical Methods GEOPHYSICAL SITE CHARACTERIZATION. Mechanical Wave Geophysics
Geophysical Methods GEOPHYSICAL SITE CHARACTERIZATION Mechanical Wave Measurements Electromagnetic Wave Techniques Mechanical Wave Measurements Crosshole Tests (CHT) Downhole Tests (DHT) Spectral Analysis
CPT Data Interpretation Theory Manual
CPT Data Interpretation Theory Manual 2016 Rocscience Inc. Table of Contents 1 Introduction... 3 2 Soil Parameter Interpretation... 5 3 Soil Profiling... 11 3.1 Non-Normalized SBT Charts... 11 3.2 Normalized
Evaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions
Evaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions V. Sesov, K. Edip & J. Cvetanovska University Ss. Cyril and Methodius, Institute of
Laboratory Testing Total & Effective Stress Analysis
SKAA 1713 SOIL MECHANICS Laboratory Testing Total & Effective Stress Analysis Prepared by: Dr. Hetty Mohr Coulomb failure criterion with Mohr circle of stress 2 ' 2 ' ' ' 3 ' 1 ' 3 ' 1 Cot Sin c ' ' 2
Suitability of the SDMT method to assess geotechnical parameters of post-flotation sediments.
Suitability of the SDMT method to assess geotechnical parameters of post-flotation sediments. Zbigniew Młynarek, Sławomir Gogolik August Cieszkowski Agricultural University of Poznań, Poland Diego Marchetti
Cavity Expansion Methods in Geomechanics
Cavity Expansion Methods in Geomechanics by Hai-Sui Yu School of Civil Engineering, University of Nottingham, U. K. KLUWER ACADEMIC PUBLISHERS DORDRECHT / BOSTON / LONDON TABLE OF CONTENTS Foreword Preface
(C) Global Journal of Engineering Science and Research Management
GEOTECHNCIAL ASSESSMENT OF PART OF PORT HARCOURT, NIGER DELTA FOR STRUCTURAL ANALYSIS Warmate Tamunonengiyeofori Geostrat International Services Limited, www.geostratinternational.com. *Correspondence
SITE INVESTIGATION 1
SITE INVESTIGATION 1 Definition The process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally referred to as site investigation.
PROBABILISTIC APPROACH TO DETERMINING SOIL PARAMETERS
DGF Seminar in Cooperation with DONG Energy Wind Power DONG Energy Gentofte 1 April 2014 12:00 21:00 PROBABILISTIC APPROACH TO DETERMINING SOIL PARAMETERS Lars Vabbersgaard Andersen, John Dalsgaard Sørensen,
SOIL SHEAR STRENGTH. Prepared by: Dr. Hetty Muhammad Azril Fauziah Kassim Norafida
SOIL SHEAR STRENGTH Prepared by: Dr. Hetty Muhammad Azril Fauziah Kassim Norafida What is shear strength Shear strength of a soil is the maximum internal resistance to applied shearing forces Why it is
Determining G-γ decay curves in sand from a Seismic Dilatometer Test (SDMT)
Geotechnical and Geophysical Site Characterization 4 Coutinho & Mayne (eds) 213 Taylor & Francis Group, London, ISBN 978--415-62136-6 Determining G-γ decay curves in sand from a Seismic Dilatometer Test
Table 3. Empirical Coefficients for BS 8002 equation. A (degrees) Rounded Sub-angular. 2 Angular. B (degrees) Uniform Moderate grading.
Hatanaka and Uchida (1996); ' 20N 20 12N 20 ' 45 A lower bound for the above equation is given as; 12N 15 ' 45 Table 3. Empirical Coefficients for BS 8002 equation A Angularity 1) A (degrees) Rounded 0
INVESTIGATION OF SATURATED, SOFT CLAYS UNDER EMBANKMENTS. Zsolt Rémai Budapest University of Technology and Economics Department of Geotechnics
INVESTIGATION OF SATURATED, SOFT CLAYS UNDER EMBANKMENTS PhD thesis Zsolt Rémai Budapest University of Technology and Economics Department of Geotechnics Budapest December, 2012 1. IMPORTANCE OF THE RESEARCH
DERIVATIVE OF STRESS STRAIN, DEVIATORIC STRESS AND UNDRAINED COHESION MODELS BASED ON SOIL MODULUS OF COHESIVE SOILS
International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 7, Jul 2015, pp. 34-43, Article ID: IJCIET_06_07_005 Available online at http://www.iaeme.com/ijciet/issues.asp?jtypeijciet&vtype=6&itype=7
SHEAR STRENGTH OF SOIL
SHEAR STRENGTH OF SOIL Necessity of studying Shear Strength of soils : Soil failure usually occurs in the form of shearing along internal surface within the soil. Shear Strength: Thus, structural strength
Estimation of Shear Wave Velocity Using Correlations
Estimation of Shear Wave Velocity Using Correlations Pranav Badrakia P.G. Student, Department of Civil Engineering, Maharashtra Institute of Technology, Pune, Maharashtra, India 1 ABSTRACT: Shear wave
Design Example 2.2. Pad foundation with inclined eccentric load on boulder clay
Design Example 2.2. Pad foundation with inclined eccentric load on boulder clay 1. Obtaining characteristic value of undrained shear strength Due to conditions given in the example a decision was made
Evaluation of Geotechnical Hazards
Evaluation of Geotechnical Hazards by Geoffrey R. Martin Appendix B: Evaluation of Geotechnical Hazards Describes Evaluation Procedures Soil Liquefaction Soil Settlement Surface Fault Rupture Flooding
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,
Chapter 7 GEOMECHANICS
Chapter 7 Final SCDOT GEOTECHNICAL DESIGN MANUAL August 2008 Table of Contents Section Page 7.1 Introduction...7-1 7.2 Geotechnical Design Approach...7-1 7.3 Geotechnical Engineering Quality Assurance...7-2
Use of Dilatometer in Unusual Difficult Soils a Case Study
Use of Dilatometer in Unusual Difficult Soils a Case Study Mensur Mulabdić University of Osijek, Faculty of Civil Engineering. E-mail: mulabdic@gfos.hr Krunoslav Minažek University of Osijek, Faculty of
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
In Situ Tests and the Pre-failure Deformation Behaviour of Soils
In Situ Tests and the Pre-failure Deformation Behaviour of Soils G.T. Houlsby Department of Engineering Science, Oxford University, U.K. ABSTRACT: The non-linear pre-failure behaviour of soils influences
8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses.
8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses. 8.2. Some soils show a peak shear strength. Why and what type(s)
Shear Strength of Soil
8 Shear Strength of Soil 8 1 INTRODUCTION As a structural member, a piece of steel is capable of resisting compression, tension, and shear. Soil, however, like concrete and rock, is not capable of resisting
Seminar Worked examples on Bridge Design with Eurocodes
1 EU-Russia Regulatory Dialogue: Construction Sector Subgroup Seminar Worked examples on Bridge Design with Eurocodes St-Petersburg, 17-18 April 2013 Organized and supported by European Commission DG Joint
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
SOME GEOTECHNICAL PROPERTIES OF KLANG CLAY
SOME GEOTECHNICAL PROPERTIES OF KLANG CLAY Y.C. Tan, S.S. Gue, H.B. Ng 3, P.T. Lee 4 ABSTRACT A series of subsurface investigation including in-situ and laboratory tests has been carefully planned and
Module 3. DYNAMIC SOIL PROPERTIES (Lectures 10 to 16)
Module 3 DYNAMIC SOIL PROPERTIES (Lectures 10 to 16) Lecture 15 Topics 3.6 STRESS-STRAIN BEHAVIOR OF CYCLICALLY LOADED SOILS 3.7 SOME BASIC ASPECTS OF PARTICULATE MATTER BEHAVIOR 3.8 EQUIVALENT LINEAR
The Rio Grande Port breakwater, Brazil: geotechnical design
Volume 6 Issue CE6 proceedings Proceedings of the Institution of Civil Engineers Civil Engineering Special Issue 6 November 213 Issue CE6 Pages 56 61 http://dx.doi.org/1./cien.13.6 Paper 136 Received /2/213
Project S4: ITALIAN STRONG MOTION DATA BASE. Deliverable # D3. Definition of the standard format to prepare descriptive monographs of ITACA stations
Agreement INGV-DPC 2007-2009 Project S4: ITALIAN STRONG MOTION DATA BASE Responsibles: Francesca Pacor, INGV Milano Pavia and Roberto Paolucci, Politecnico Milano http://esse4.mi.ingv.it Deliverable #
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
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
LECTURE 10. Module 3 : Field Tests in Rock 3.6 GEOPHYSICAL INVESTIGATION
LECTURE 10 3.6 GEOPHYSICAL INVESTIGATION In geophysical methods of site investigation, the application of the principles of physics are used to the study of the ground. The soil/rock have different characteristics
ENCE 3610 Soil Mechanics. Site Exploration and Characterisation Field Exploration Methods
ENCE 3610 Soil Mechanics Site Exploration and Characterisation Field Exploration Methods Geotechnical Involvement in Project Phases Planning Design Alternatives Preparation of Detailed Plans Final Design
Geotechnical verification of impact compaction
PII-73 Geotechnical verification of impact compaction P. J. Waddell1, R. A. Moyle2 & R. J. Whiteley1 1 2 Coffey Geotechnics, Sydney, Australia Coffey Geotechnics, Harrogate, UK Abstract Remediation of
Cyclic Behavior of Sand and Cyclic Triaxial Tests. Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University
Cyclic Behavior of Sand and Cyclic Triaxial Tests Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University Causes of Pore Pressure Buildup due to Cyclic Stress Application Stress are due
Predicting Settlement and Stability of Wet Coal Ash Impoundments using Dilatometer Tests
Predicting Settlement and Stability of Wet Coal Ash Impoundments using Dilatometer Tests Chris Hardin, P.E. CH2M Hill, Charlotte, North Carolina, E-mail: Chris.Hardin@ch2m.com Roger Failmezger, P.E., F.
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
Ch 5 Strength and Stiffness of Sands
Ch. 5 - Strength and Stiffness of Sand Page 1 Ch 5 Strength and Stiffness of Sands Reading Assignment Ch. 5 Lecture Notes Sections 5.1-5.7 (Salgado) Other Materials Homework Assignment Problems 5-9, 5-12,
Chapter 5 Shear Strength of Soil
Page 5 Chapter 5 Shear Strength of Soil. The internal resistance per unit area that the soil mass can offer to resist failure and sliding along any plane inside it is called (a) strength (b) shear strength
GEOTECHNICAL PARAMETERS OBTAINED WITH NONLINEAR COMPUTATIONAL MODELS USED IN GEOTECHNICAL ENGINEERING PROBLEMS
INTERNATIONAL SCIENTIFIC CONFERENCE CIBv 2010 12 13 November 2010, Braşov GEOTECHNICAL PARAMETERS OBTAINED WITH NONLINEAR COMPUTATIONAL MODELS USED IN GEOTECHNICAL ENGINEERING PROBLEMS Iulia-Consuela MOLNAR*,
Liquefaction potential of Rotorua soils
Pearse-Danker, E. (2013) Liquefaction potential of Rotorua soils Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown Liquefaction potential of Rotorua soils E Pearse-Danker Coffey Geotechnics
SI Planning & Laboratory Testing for Hill-Site Development
SI Planning & Laboratory Testing for Hill-Site Development 21 April 2009 IEM Penang Ir. Tan Yean Chin G&P Geotechnics Sdn Bhd Cameron Highlands, 1961 Genting Highland Tower 1993 Bukit Antarabangsa, 1999
H.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE)
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE) Parsons P:\Honeywell -SYR\444576 2008 Capping\09
ABSTRACT. Use and Application of Piezocone Penetration Testing in Presumpscot Formation
ABSTRACT Use and Application of Piezocone Penetration Testing in Presumpscot Formation Presumpscot Formation is commonly referred to as glacial marine clay found along the coastline of eastern New England.
NEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS
NEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS 1 2 C. Vipulanandan 1, Ph.D., M. ASCE and Omer F. Usluogullari 2 Chairman, Professor, Director of Center for Innovative Grouting Materials
A practical method for extrapolating ambient pore pressures from incomplete pore pressure dissipation tests conducted in fine grained soils
A practical method for extrapolating ambient pore pressures from incomplete pore pressure dissipation tests conducted in fine grained soils J. Scheremeta; M.S., E.I. Knight Piésold and Co., Denver, Colorado,
Empirical estimation of soil unit weight and undrained shear strength from shear wave velocity measurements
Geotechnical and Geophysical Site Characterisation Lehane, Acosta-Martínez & Kelly (Eds) 216 Australian Geomechanics Society, Sydney, Australia, ISBN 978--9946261-2-7 Empirical estimation of soil unit
Engineering Units. Multiples Micro ( ) = 10-6 Milli (m) = 10-3 Kilo (k) = Mega (M) = 10 +6
Engineering Units Multiples Micro ( ) = 10-6 Milli (m) = 10-3 Kilo (k) = 10 +3 Mega (M) = 10 +6 Imperial Units SI Units Length feet (ft) meter (m) Area square feet (ft 2 ) square meter (m 2 ) Force pounds
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
Underground Risk Management Course Marina Del Rey, California November, Geotechnical Data Reports. Greg Raines, PE
Underground Risk Management Course Marina Del Rey, California November, 2018 Geotechnical Data Reports Greg Raines, PE Gregory.Raines@Stantec.com Introduction What is a Geotechnical Data Report? The GDR
Spread footing settlement and rotation analysis
Engineering manual No. 10 Updated: 05/2018 Spread footing settlement and rotation analysis Program: File: Spread footing Demo_manual_10.gpa This engineering manual describes how the analysis of settlement
www.novotechsoftware.com The standard penetration test (SPT) is an in-situ dynamic penetration test designed to provide information on the geotechnical engineering properties of soil. The test procedure
Dynamic Analyses of an Earthfill Dam on Over-Consolidated Silt with Cyclic Strain Softening
Keynote Lecture: Dynamic Analyses of an Earthfill Dam on Over-Consolidated Silt with Cyclic Strain Softening W.D. Liam Finn University of British Columbia, BC, Canada Guoxi Wu BC Hydro, Burnaby, BC, Canada
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
INTRODUCTION TO STATIC ANALYSIS PDPI 2013
INTRODUCTION TO STATIC ANALYSIS PDPI 2013 What is Pile Capacity? When we load a pile until IT Fails what is IT Strength Considerations Two Failure Modes 1. Pile structural failure controlled by allowable
Applicability Of Standard Penetration Tests To Estimate Undrained Shear Strength Of Soils Of Imphal.
International Journal of Engineering Technology Science and Research March 217 Applicability Of Standard Penetration Tests To Estimate Undrained Shear Strength Of Soils Of Imphal. Ngangbam Bulbul Singh,
3. EVOLUTION In 1948 the basic mechanical cone was developed (Figure 1) and this cone is still in use today as the
1. WHAT IS CPT? A CPT is carried out by pushing a calibrated cone vertically into the ground and measuring the forces applied on its conical tip, the friction on the sides of the cone and, if using a piezocone,
VMS-GeoMil. Background
Background When using a drilling rig for cone penetration testing, a mechanical clamp can be mounted to the drilling head (by means of a special transition piece). The depth than can be achieved depends
CHARACTERIZATION OF SENSITIVE SOFT CLAYS FOR DESIGN PURPOSES
Indian Geotechnical Conference IGC2016 15-17 December 2016, IIT Madras, Chennai, India CHARACTERIZATION OF SENSITIVE SOFT CLAYS FOR DESIGN PURPOSES V. Thakur, Professor, Geotechnical Engineering, Norwegian
Links between small and large strain behavior of Presumpscot clay
Links between small and large strain behavior of Presumpscot clay C.D.P. Baxter Depts. of Ocean/Civil and Environmental Engineering, University of Rhode Island, Narragansett, RI Y. Guadalupe Torres Centre
TC211 Workshop CALIBRATION OF RIGID INCLUSION PARAMETERS BASED ON. Jérôme Racinais. September 15, 2015 PRESSUMETER TEST RESULTS
Jérôme Racinais September 15, 215 TC211 Workshop CALIBRATION OF RIGID INCLUSION PARAMETERS BASED ON PRESSUMETER TEST RESULTS Table of contents 1. Reminder about pressuremeter tests 2. General behaviour
5th International Workshop "CPTU and DMT in soft clays and organic soils" Poznan, Poland, Sept , 2014
5th International Workshop "CPTU and DMT in soft clays and organic soils" Poznan, Poland, Sept. 22-23, 2014 THE SEISMIC DILATOMETER FOR IN SITU SOIL INVESTIGATIONS Diego Marchetti, Senior Eng., Studio
Cone Penetration Test (CPT) Interpretation
Cone Penetration Test (CPT) Interpretation Gregg uses a proprietary CPT interpretation and plotting software. The software takes the CPT data and performs basic interpretation in terms of soil behavior
Conventional Field Testing & Issues (SPT, CPT, DCPT, Geophysical methods)
Conventional Field Testing & Issues (SPT, CPT, DCPT, Geophysical methods) Ajanta Sachan Assistant Professor Civil Engineering IIT Gandhinagar Conventional Field Testing 1 Field Test: In-situ shear strength
Guidelines for Site-Specific Seismic Hazard Reports for Essential and Hazardous Facilities and Major and Special-Occupancy Structures in Oregon
Guidelines for Site-Specific Seismic Hazard Reports for Essential and Hazardous Facilities and Major and Special-Occupancy Structures in Oregon By the Oregon Board of Geologist Examiners and the Oregon
Soil and Rock Strength. Chapter 8 Shear Strength. Steel Strength. Concrete Strength. Dr. Talat Bader May Steel. Concrete.
Chapter 8 Shear Strength Dr. Talat Bader May 2006 Soil and Rock Strength Unconfined compressive strength (MPa) Steel Concrete 20 100 250 750 0.001 0.01 Soil 0.1 1.0 10 Rock 100 250 F y = 250 to 750 MPa
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials 1.3 Scope of This Book 1.4 Historical Development of Geotechnical
Consolidation lateral stress ratios in clay from flat Dilatometer tests
Consolidation lateral stress ratios in clay from flat Dilatometer tests Alan J. Lutenegger University of Massachusetts, Amherst, Massachusetts, USA Keywords: stress ratio, clay, consolidation, Dilatometer
FROM THEORY TO PRACTICE IN GEOTECHNICAL ENGINEERING: THE MISSING LINKS. Yannis F. Dafalias
FROM THEORY TO PRACTICE IN GEOTECHNICAL ENGINEERING: THE MISSING LINKS Yannis F. Dafalias Department of Civil and Environmental Engineering, University of California at Davis, & Department of Mechanics,
THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS
THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS Hideaki Nishida 1,Toshiaki Nanazawa 2, Masahiro Shirato 3, Tetsuya Kohno 4, and Mitsuaki Kitaura 5 Abstract One of the motivations
Interpretation of in-situ tests some insights
Interpretation of in-situ tests some insights P.K. Robertson Gregg Drilling & Testing Inc., Signal Hill, CA, USA ABSTRACT: The use and application of in-situ testing has continued to expand in the past
CPT Applications - Liquefaction 2
CPT Applications - Liquefaction 2 Peter K. Robertson CPT in Geotechnical Practice Santiago, Chile July, 2014 Definitions of Liquefaction Cyclic (seismic) Liquefaction Zero effective stress (during cyclic
Use of CPT for design, monitoring, and performance verification of compaction projects
Cone Stress, q t (MPa) 2 3 Sleeve Friction (KPa) 2 4 Pore Pressure (KPa) 2 7, Friction Ratio (%) 2 3 4 Profile Mixed Y 2 2 2 2 CLAY 3 3 3 3 4 4 4 4 SAN D Use of CPT for design, monitoring, and performance
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