DOCSLIB.ORG

Pore Water Pressure in Rock Slopes and Rockfill Slopes Subject to Dynamic Loading

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Pore Water Pressure in Rock Slopes and Rockfill Slopes Subject to Dynamic Loading Pore water pressure in rock slopes and rockfill slopes subject to dynamic loading Item Type Thesis-Reproduction (electronic); text Authors Stevens, W. Richard(William Richard) Publisher The University of Arizona. Rights Copyright © is held by the author. Digital access to this material is made possible by the University Libraries, University of Arizona. Further transmission, reproduction or presentation (such as public display or performance) of protected items is prohibited except with permission of the author. Download date 07/10/2021 11:07:39 Link to Item http://hdl.handle.net/10150/191872 PORE WATER PRESSURE IN ROCK SLOPES AND ROCKFILL SLOPES SUBJECT TO DYNAMIC LOADING by William Richard Stevens A Thesis Submitted to the Faculty of the DEPARTMENT OF MINING AND GEOLOGICAL ENGINEERING In Partial Fulfillment of the Requirements For the Degree of MASTER OF SCIENCE WITH A MAJOR IN GEOLOGICAL ENGINEERING In the Graduate College THE UNIVERSITY OF ARIZONA 1985 STATEMENT BY AUTHOR This thesis has been submitted in partial fulfillment of requirements for an advanced degree at The University of Arizona and is deposited in the University Library to be made available to borrowers under rules of the Library. Brief quotations from this thesis are allowable without special permission, provided that accurate acknowledgement of source is made. Requests for permission for extended quotation from or reproduction of this manuscript in whole or in part may be granted by the head of the major department or the Dean of the Graduate College when in his or her judgment the proposed use of the material is in the interests of scholarship. In all other instances, however, permission must be obtained from the author. SIGNED: I? vt-PA-;, , . APPROVAL BY THESIS DIRECTOR This thesis has been approved on the date shown below: C. E Glass Date ssociate Professor of Mining and Geological Engineering Head of the Department PREFACE Most dynamic slope stability analyses do not incorporate the dynamic response of the pore water, especially the water in rock joints. The purpose of this thesis is to encourage studies in the dynamic response of water in rock joints and the effects the water has on rockmass shear strengths. A method is proposed to simulate the pore water pressure in rock slopes under dynamic loading. Hopefully, this thesis will encourage performance of experimental studies on the subject. I would like to thank Dr. C. E. Glass, Dr. J. Daemen and Dr. Ian Farmer for their advice and counsel. In addition, I would like to thank my wife, Rose, for spending many long and late hours to complete the typing and illustrations for this thesis. TABLE OF CONTENTS Page LIST OF ILLUSTRATIONS vi LIST OF TABLES viii ABSTRACT ix 1. INTRODUCTION 1 2. SHEAR STRENGTH OF ROCK JOINTS AND ROCKFILLS 3 Roughness Component of Shear Strength (A in Equation 2.4) 4 Joint Roughness Coefficient 4 Equivalent Roughness for Rockf ill 8 Strength Component of Shear Strength (B in Equation 2.4) . 8 Joint Compressive Strength 8 Equivalent Strength for Rockf ill (S in Table 2.1) . 11 Frictional Component of Shear Strength (C in Equation 2.4) 12 Basic Friction Angle 12 Residual Friction Angle 15 Testing Conditions Versus Field Conditions 15 Rock Block Tilt Test 15 Pull Testing of Rock Blocks 18 Tilt Test for Rockfill 18 Extrapolating JRC from Lab Samples 19 Factors Affecting Shear Strength 19 3. A SIMPLIFIED DYNAMIC SLOPE STABILITY METHOD 22 Constitutive Relation for LADRS-MDF 23 Frictional Model 25 Procedure for Using LADRS-MDF 26 Block Displacement Analysis Used in LADRS-MDF 29 4. DYNAMIC PORE WATER PRESSURE ANALYSIS 31 The Experimental and Theoretical Basis for the Dynamic Pore Pressure Analysis 32 Water Material Parameters Influencing Dynamic Pore Pressure in Unconsolidated Material 33 Material Parameters Influencing Dynamic Water Pressure in a Rockmass 35 iv TABLE OF CONTENTS--Continued Page Other Parameters Influencing Dynamic Pore Water Pressure 36 Dynamic Pore Pressure of Very Permeable Rockf ill Slopes 37 Dynamic Pore Pressure of Rockf ill Slopes 40 Dynamic Pore Pressure Prediction for Rock Slopes 42 LADRS-MDF Analysis of the Homestake Pitch Slope Failure 43 Concluding Remarks 57 APPENDIX A: INPUT DATA FOR THE HOMESTAKE PITCH LADRS-MDF ANALYSIS 59 Rock Block Data 60 Variable Input Data 61 APPENDIX B: A COMPARISON OF THE DISPLACEMENTS CALCULATED BY LADRS-MDF WHEN VARYING THE JRC AND WATER TABLE . 62 APPENDIX C: DISPLACEMENTS CALCULATED BY LADRS-MDF WITH BLAST WAVES 68 REFERENCES 74 SELECTED BIBLIOGRAPHY 77 LIST OF ILLUSTRATIONS Figure Page 2.1 Joint Roughness Profile Showing the Typical Range of JRC Values Associated with Each One 7 2.2 Method of Estimating Roughness Based on Porosity of Rockf ill, Origin of Materials and Degree of Roundedness and Smoothness of Particles 9 2.3 Method of Estimating Equivalent Strength of Rockf ill Based on Uniaxial Compressive Strength and on d50 Particle Size 13 2.4 Schematic for a) Rock Block Tilt Test, b) Pull Test, and c) Rockfill Tilt Test 16 3.1 Geometry for LADRS-MDF 24 3.2 Freebody Diagram for LADRS-MDF Technique 28 4.1 a) Undrained Triaxial Test on Loose, Saturated Sand; b) Cyclic Triaxial Test for an Anisotropically Consolidated Specimen; and c) Pulsating Load Test on Dense Sand 41 4.2 Experimental and Predicted Data Showing the Size Dependant Dilation that Occurs During Shearing 44 4.3 Dilation Modeling for Shear Tests on Three Different Sample Sizes 45 4.4 Input Ground Motions a) Earthquake Wave, 5 Hertz; b) Blastwave, 50 Hertz 47 4.5 Homestake Pitch Slope Geometry and Water Table Delineation . 52 4.6 Pore Water Response in the Rock Joint of Mass Number 8, with JRC = 6, Earthquake Wave Input and with a Low Water Table 53 4.7 Distribution of Excess Pore Water Pressure Along a 300 foot Long Horizontal Drainage Path 54 vi vii LIST OF ILLUSTRATIONS--Continued Figure Page 4.8 Total Displacements of Mass Number 8 with JRC = 6, Earthquake Wave Input and with a Low Water Table . 56 LIST OF TABLES Table Page 2.1 Shear Strength Estimation for Rock Joints, Rockf ill and Rock Interfaces 5 2.2 Estimating JCS Using Rockmass Density, Joint Wall Density and the Uniaxial Compressive Strength 10 2.3 Basic Friction Angles of Various Unweathered Rocks Obtained From Flat and Residual Surfaces 14 3.1 Suggested Values for the Scaling Factor T 26 4.1 Final Block Displacements for JRC = 6 and a Low Water Table with Variable Input Motions 48 4.2 Final Block Displacements for JRC = 6 and an Earthquake Input Motion 49 4.3 Final Block Displacements for JRC = 15 and an Earthquake Input Motion 50 viii ABSTRACT A simplified method for simulating the response of rockf ill and rock slopes subject to a dynamic load is presented. A pore pressure analysis is incorporated into a dynamic slope stability computer program, the Linear Acceleration Dynamic Response of Slopes -- Multiple Degrees of Freedom (LADRS-MDF), developed by Dr. C.E. Glass of the University of Arizona. LADRS-MDF is based on Barton's empirical shear strength criteria and uses the entire acceleration time history. The dynamic water pressure analysis depends on the slope conditions. Only the transient water pressure is present in material where the excess pore pressure dissipation exceeds the excess pore pressure generation. When excess pore pressure generation is greater than the dissipation, a water pressure buildup is present along with the transient pore water pressure. ix CHAPTER 1 INTRODUCTION Accurate predictions of dynamic slope stability depends upon laboratory and field testing in determining the actual in situ conditions. Many engineering problems have to be solved with a limited amount of data because of economics or other reasons. For these kinds of problems, a few simple and reproducible tests are needed that can be used to approximate the dynamic slope behaviour. Barton's method for determining shear strength and Glass' slope stability analysis are quick and easy procedures for estimating the dynamic stability for slopes. The pore water response in a slope subject to dynamic forces has been studied for slopes composed of uniform small particles (sands, clays and some rockfill). A literature search reveals, however, that dynamic pore pressures in media with non-uniform particles (i.e., waste dumps) and dynamic water pressure in jointed rock masses has not been investigated. Because of this, a dynamic pore water pressure analysis that can be incorporated into a simplified slope stability method will be developed. The next chapter will familiarize the reader with Barton's empirical work on the shear strength of rock joints. Chapter 3 will briefly explain the Linear Acceleration Dynamic Response of Slopes - Multiple Degrees of Freedom (LADRS-MDF) analysis, which uses Barton's 1 2 shear strength criteria. Chapter 4 discusses the processes and parameters critical to dynamic pore water pressure analysis. A dynamic water pressure simulation is then developed and is used to analyse the Homestake Pitch slope failure. Throughout this paper, the term "rockfill slope" will denote any slope composed of unconsolidated particles, and "rock slope" defines a massive, jointed rock slope. Pore water pressure, water pressure and pore pressure is used interchangeably and refers to any water pressure that affects the stability of slopes. CHAPTER 2 SHEAR STRENGTH OF ROCK JOINTS AND ROCKFILLS Many engineering problems have been solved using the Coulomb criterion, T = C a'tan* , 2.1 a linear relationship between the shear strength (T) and the effective stress (0'). If one considers the shear strength of rock joints or rock fills, the cohesion (c) is most likely equal to zero. The linear relationship between T and a' may be a good approximation for small intervals of stress, but is poor for large ranges of stress.
Load more

Recommended publications
  • Determination of Geotechnical Properties of Clayey Soil From
    DETERMINATION OF GEOTECHNICAL PROPERTIES OF CLAYEY SOIL FROM RESISTIVITY IMAGING (RI) by GOLAM KIBRIA Presented to the Faculty of the Graduate School of The University of Texas at Arlington in Partial Fulfillment of the Requirements for the Degree of MASTER OF SCIENCE IN CIVIL ENGINEERING THE UNIVERSITY OF TEXAS AT ARLINGTON August 2011 Copyright © by Golam Kibria 2011 All Rights Reserved ACKNOWLEDGEMENTS I would like express my sincere gratitude to my supervising professor Dr. Sahadat Hos- sain for the accomplishment of this work. It was always motivating for me to work under his sin- cere guidance and advice. The completion of this work would not have been possible without his constant inspiration and feedback. I would also like to express my appreciation to Dr. Laureano R. Hoyos and Dr. Moham- mad Najafi for accepting to serve in my committee. I would also like to thank for their valuable time, suggestions and advice. I wish to acknowledge Dr. Harold Rowe of Earth and Environmental Science Department in the University of Texas at Arlington for giving me the opportunity to work in his laboratory. Special thanks goes to Jubair Hossain, Mohammad Sadik Khan, Tashfeena Taufiq, Huda Shihada, Shahed R Manzur, Sonia Samir,. Noor E Alam Siddique, Andrez Cruz,,Ferdous Intaj, Mostafijur Rahman and all of my friends for their cooperation and assistance throughout my Mas- ter’s study and accomplishment of this work. I wish to acknowledge the encouragement of my parents and sisters during my Master’s study. Without their constant inspiration, support and cooperation, it would not be possible to complete the work.
    [Show full text]
  • Geotechnical Manual 2013 (PDF)
    2013 Geotechnical Engineering Manual Geotechnical Engineering Section Minnesota Department of Transportation 12/11/13 MnDOT Geotechnical Manual ii 2013 GEOTECHNICAL ENGINEERING MANUAL ..................................................................................................... I GEOTECHNICAL ENGINEERING SECTION ............................................................................................................... I MINNESOTA DEPARTMENT OF TRANSPORTATION ............................................................................................... I 1 PURPOSE & OVERVIEW OF MANUAL ........................................................................................................ 8 1.1 PURPOSE ............................................................................................................................................................ 8 1.2 GEOTECHNICAL ENGINEERING ................................................................................................................................. 8 1.3 OVERVIEW OF THE GEOTECHNICAL SECTION .............................................................................................................. 8 1.4 MANUAL DESCRIPTION AND DEVELOPMENT .............................................................................................................. 9 2 GEOTECHNICAL PLANNING ....................................................................................................................... 11 2.1 PURPOSE, SCOPE, RESPONSIBILITY ........................................................................................................................
    [Show full text]
  • MREI 12-01 – Geotechnical Guidelines for Sample Handling, Testing and Data Reporting
    MREI 12-01 – Geotechnical Guidelines for Sample Handling, Testing and Data Reporting VTrans Materials & Research Engineering Instructions MREI 12-01 Distribution: Structures, Director PDD, Assistant Director PDD, PDD Section Managers, Chief of Contract Admin., Director Ops., Assistant Director Ops., Consultants. Approved: Date: 12-27-2012 William E. Ahearn, Materials and Research Engineer Subject: Geotechnical Guidelines to Standardize VTrans’ Sample Handling, Testing and Data Reporting Procedures Administrative Information: Effective Date: This Materials & Research Engineering Instruction (MREI) shall be considered effective from the date of approval. Superseded MREI: None Disposition of MREI Content: The content of this MREI will be incorporated into a future VTrans Soils & Foundations Engineering Manual. 1. PURPOSE: The purpose of this MREI is to standardize Geotechnical sample handling, testing and data reporting procedures performed at the Vermont Agency of Transportation, Materials & Research Laboratory. 2. TECHNICAL INFORMATION: In general, guidance outlined in Sections 9.0 and 10.0 of AASHTO Manual of Subsurface Investigations, 1988 and Section 4.12.2 of FHWA’s Geotechnical Engineering Circular No. 5, GEC No. 5 shall be followed. Any specific guidance presented in this MREI that differs from these references shall take precedence. Page 1 of 20 MREI 12-01 – Geotechnical Guidelines for Sample Handling, Testing and Data Reporting 3. OVERVIEW: Handling of geotechnical samples from field to laboratory can be critical to the integrity of the material to be tested. Proper handling methods are addressed to assure the material to be tested yields meaningful and representative data. The means of identifying and tracking materials to be tested are identified allowing for a traceable record for each sample.
    [Show full text]
  • 2001 01 0122.Pdf
    INTERNATIONAL SOCIETY FOR SOIL MECHANICS AND GEOTECHNICAL ENGINEERING This paper was downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE). The library is available here: https://www.issmge.org/publications/online-library This is an open-access database that archives thousands of papers published under the Auspices of the ISSMGE and maintained by the Innovation and Development Committee of ISSMGE. Soil classification: a proposal for a structural approach, with reference to existing European and international experience Classification des sols: une proposition pour une approche structurelle, tenant compte de l’expérience Européenne et internationale lr. Gauthier Van Alboom - Geotechnics Division, Ministry of Flanders, Belgium ABSTRACT: Most soil classification schemes, used in Europe and all over the world, are of the basic type and are mainly based upon particle size distribution and Atterberg limits. Degree of harmonisation is however moderate as the classification systems are elabo­ rated and / or adapted for typical soils related to the country or region considered. Proposals for international standardisation have not yet resulted in ready for use practical classification tools. In this paper a proposal for structural approach to soil classification is given, and a basic soil classification system is elaborated. RESUME: La plupart des méthodes de classification des sols, en Europe et dans le monde entier, sont du type de base et font appel à la distribution des particules et aux limites Atterberg. Le degré d’harmonisation est cependant modéré, les systèmes de classification étant élaborés et / ou adaptés aux sols qui sont typiques pour le pays ou la région considérée.
    [Show full text]
  • Differential Settlement of Foundations on Loess
    Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (2013) - Seventh International Conference on Geotechnical Engineering Case Histories in Geotechnical Engineering 02 May 2013, 2:00 pm - 3:30 pm Differential Settlement of Foundations on Loess Dušan Milović University of Novi Sad, Serbia Mitar Djogo University of Novi Sad, Serbia Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Milović, Dušan and Djogo, Mitar, "Differential Settlement of Foundations on Loess" (2013). International Conference on Case Histories in Geotechnical Engineering. 10. https://scholarsmine.mst.edu/icchge/7icchge/session02/10 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conference on Case Histories in Geotechnical Engineering by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. DIFFERENTIAL SETTLEMENT OF FOUNDATIONS ON LOESS Dušan Milović Mitar Djogo University of Novi Sad University of Novi Sad Novi Sad, SERBIA Novi Sad, SERBIA ABSTRACT Experience gained during several decades shows that the loess soil in some cases undergoes structural collapse and subsidence due to inundation and that in some other cases the sensitivity of loess to the collapse is considerably less pronounced. In this paper the behaviour of three 12 story buildings A, B and C, of the same static system and the identical shapes have been analyzed.
    [Show full text]
  • Soil Provides Poor Road Construction Support
    Engineering © MARINO ENGINEERING ASSOCIATES, INC. • Issue 7 From Research SOIL PROVIDES POOR to Practice ROAD CONSTRUCTION Some earthwork construction SUPPORT claims result from certain pay items containing incidental tasks The new concrete pavement for an airport facility in with no quantification relative to Memphis, TN had an abnormal and alarming amount of this work effort but are still cracking. Also, there were significant difficulties during construction in preparing the subgrade. As a result of these required under the contract. construction and performance problems, MEA was requested to conduct a forensic geotechnical investigation. An example of this is when the contractor is required to maintain Loess (a wind-blown soil deposit) was the immediate the subgrade. Maintenance subgrade support for the about 16 acres of new pavement. Upon visual examination, this loess subgrade appeared to be depends on the compatibility moist and a typical loess soil with significant amount of silt. In plans and specifications to the the lab, however, when the above loessal soils were tested subgrade soil. The contractor across the typically recommended and specified compaction must then assume based on the ranges, this soil was found to have extremely detrimental contract documents how much characteristics for pavement support and construction. In addition to having low bearing strength at both modified and effort this will take. If he is wrong, standard Proctor compaction limits, there was also significant it will impact his associated costs swell. Also, the soaked bearing strengths for this soil were and the added subgrade always lower than the recommended range for pavement maintenance can result in design.
    [Show full text]
  • Recent Advances in Offshore Geotechnics for Deep Water Oil and Gas Developments
    Ocean Engineering 38 (2011) 818–834 Contents lists available at ScienceDirect Ocean Engineering journal homepage: www.elsevier.com/locate/oceaneng Recent advances in offshore geotechnics for deep water oil and gas developments Mark F. Randolph n, Christophe Gaudin, Susan M. Gourvenec, David J. White, Noel Boylan, Mark J. Cassidy Centre for Offshore Foundation Systems – M053, University of Western Australia, 35 Stirling Highway, Crawley, Perth, WA 6009, Australia article info abstract Article history: The paper presents an overview of recent developments in geotechnical analysis and design associated Received 7 July 2010 with oil and gas developments in deep water. Typically the seabed in deep water comprises soft, lightly Accepted 24 October 2010 overconsolidated, fine grained sediments, which must support a variety of infrastructure placed on the Available online 18 November 2010 seabed or anchored to it. A particular challenge is often the mobility of the infrastructure either during Keywords: installation or during operation, and the consequent disturbance and healing of the seabed soil, leading to Geotechnical engineering changes in seabed topography and strength. Novel aspects of geotechnical engineering for offshore Offshore engineering facilities in these conditions are reviewed, including: new equipment and techniques to characterise the In situ testing seabed; yield function approaches to evaluate the capacity of shallow skirted foundations; novel Shallow foundations anchoring systems for moored floating facilities; pipeline and steel catenary riser interaction with the Anchors seabed; and submarine slides and their impact on infrastructure. Example results from sophisticated Pipelines Submarine slides physical and numerical modelling are presented. & 2010 Elsevier Ltd. All rights reserved. 1. Introduction face a significant component of uplift load for taut and semi-taut mooring configurations.
    [Show full text]
  • IEEE Paper Template in A4
    IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-ISSN: 2278-1684,p-ISSN: 2320-334X, Volume 15, Issue 5 Ver. IV (Sep. - Oct. 2018), PP 34-40 www.iosrjournals.org Experimental Investigations of Electrical Resistivity of Different Field Soils Dr. T. Kiran Kumar1 P. Suresh Praveen Kumar2 K. Padmavathamma3 1 Professor, Department of Civil Engineering, KSRM College of Engineering (A), Kadapa, A.P., India. 2 Asst. Professor, Department of Civil Engineering, KSRM College of Engineering (A), Kadapa, A.P., India. 3M.Tech Scholar, Department of Civil Engineering, KSRM College of Engineering (A), Kadapa, A.P., India Corresponding Author: Dr. T. Kiran Kumar Abstract: The geophysical method which dominant by geophysicists become one of most popular method applied by engineers in civil engineering fields. Electrical Resistivity Method (ERM) is one of geophysical tool that offer very attractive technique for subsurface profile characterization in larger area. Applicable alternative technique in groundwater exploration such as ERM which complement with existing conventional method may produce comprehensive and convincing output thus effective in terms of cost, time, data coverage and sustainable. ERM has been applied by various applications in groundwater exploration. Over the years, conventional method such as excavation and test boring are the tools used to obtain information of earth layer especially during site investigation .Resistivity measurements are associated with varying depths relative to the spacing between two electrodes in the test. Soil resistivity and ground resistance at ten different sites nearby K.S.R.M College areas using grounding system with aluminium rods. This study was able to prove that the ERM can be established as an alternative tool in soil identification provided it was being verified other relevance information such using geotechnical properties.
    [Show full text]
  • 1.1. Clay (See Chapters 10, 11 and 12)
    Downloaded from http://egsp.lyellcollection.org/ by guest on October 2, 2021 1. Introduction Clay, noun. Old English Cladg. A stiff viscous earth. of major economic significance, touching virtually every (Blackies Compact Etymological Dictionary. Blackie aspect of our everyday lives, from medicines to cosmetics & Son, London and Glasgow. 1946. War Economy and from paper to cups and saucers. It is very difficult to Standard) over-estimate its use and importance. The treatment of clay in this book is therefore wide ranging to reflect this Clay: The original Indo-European word was 'gloi-" situation. "gli-' from which came "glue' and 'gluten'. In The occurrence of clay is also ubiquitous and diverse Germanic this became 'klai-; and the Old English (see Text Box below) and, with its various mineral spe- 'claeg" became Modern English "clay'. From the same cies, properties and behavioural characteristics, the indus- source came "clammy' and the northern England trial applications of clay are thus manifold and complex. dialect "claggy' all of which describe a similar sticky As well as their traditional major uses for brickmaking, consistency. (Oxford English Dictionary and Ayto's pottery and porcelain manufacture, refractories and the Dictionary of Word Origins, Bloomsbury, 1999) fulling of cloth, clays are now used for refining edible oils, fats and hydrocarbon oils, in oil well drilling and Clay." from Old Greek yRia, y2oia "'glue" 72ivfl synthetic moulding sands, in the manufacture of emulsi- "slime, mucus "" y2oidq "'anything sticky" 'from L-E. fied products in paper and, as noted in Chapters 13, 14 base *glei-, *gli- 'to glue, paste stick together.
    [Show full text]
  • Geotechnical Engineering Study for Lake Lakewood
    GEOTECHNICAL ENGINEERING STUDY FOR LAKE LAKEWOOD PARK SITE LEANDER, TEXAS Project No. AAA17‐091‐00 Raba Kistner Original Submission February 02, 2018 Consultants, Inc. 8100 Cameron Road, Suite B-150 Revised, February 23, 2018 Austin, TX 78754 www.rkci.com Mr. Dan Franz, P.E., CFM P 512 :: 339 :: 1745 Halff Associates, Inc. F 512 :: 339 :: 6174 9500 Amberglen Boulevard, Building F, Suite 125 TBPE Firm F-3257 Austin, Texas 78729 RE: Geotechnical Engineering Study Lake Lakewood Park Site Leander, Texas Dear Mr. Franz: RABA KISTNER Consultants Inc. (RKCI) is pleased to submit the report of our Geotechnical Engineering Study for the above‐referenced project. This study was performed in accordance with RKCI Proposal No. PAA17‐178‐00, dated November 13, 2017. The purpose of this study was to drill 9 borings, to perform laboratory testing to classify and characterize subsurface conditions, and to prepare an engineering report presenting foundation design and construction recommendations for the proposed Lake Lakewood Park, as well as to provide pavement design and construction guidelines. This report has been revised to address concerns associated with foundation and pavements being constructed within the flood plain. The following report contains our design recommendations and considerations based on our current understanding of information provided to us at the time of this study. There may be alternatives for value engineering of the foundation and pavement systems. RKCI recommends that a meeting be held with the Owner and design team to evaluate if alternatives are available. We appreciate the opportunity to be of service to you on this project. Should you have any questions about the information presented in this report, or if we may be of additional assistance with value engineering or on the materials testing‐quality control program during construction, please call.
    [Show full text]
  • Geotechnical Design of an Offshore Gravity Base Structure
    Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (2008) - Sixth International Conference on Case Geotechnical Engineering Histories in Geotechnical Engineering 14 Aug 2008, 7:00 pm - 8:30 pm Geotechnical Design of an Offshore Gravity Base Structure Gareth Swift University of Salford, United Kingdom Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Swift, Gareth, "Geotechnical Design of an Offshore Gravity Base Structure" (2008). International Conference on Case Histories in Geotechnical Engineering. 5. https://scholarsmine.mst.edu/icchge/6icchge/session09/5 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conference on Case Histories in Geotechnical Engineering by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. GEOTECHNICAL DESIGN OF AN OFFSHORE GRAVITY BASE STRUCTURE Gareth Swift Department of Civil Engineering, University of Salford, UK M5 4WT. ABSTRACT The paper focuses on the geotechnical design issues facing the design team responsible for the provision of an offshore Gravity Base Structure (GBS) to act as a clump weight for a Power Buoy located in the Lyell field of the northern North Sea, United Kingdom. The structure is to be positioned on the seabed, where ground conditions are considered variable but in general comprise of a surface layer of loose to very dense silty sand, underlain by a thick sequence of firm to very stiff sandy clay.
    [Show full text]
  • An Introduction to Offshore Geophysics & Geotechnical Engineering
    AN INTRODUCTION TO OFFSHORE GEOPHYSICS & GEOTECHNICAL ENGINEERING WEDNESDAY 8TH & THURSDAY 9TH JULY 2020 WEDNESDAY 8TH – 12:00 pm – 16:00 pm 12:00 Welcome & Introduction Richard Jardine Imperial College 12:10 Industry Overview & Site Investigation Planning Mick Cook Mick Cook Limited Overview Seabed Risk Types of survey Desk studies & planning 12:40 Introduction to Positioning and Seabed/Subsea Surveying Nigel Carey Lloyd's Register Positioning basics (UTM, Zones, Spheroids, conventions) Multibeam echosounder systems Sidescan Sonars Sub-bottom profiling 13:10 Introductory Seismic Principles Dei Huws Bangor University Modes of propagation Controls on propagation velocity Losses Effect of an interface What is a seismic trace? 13:40 - BREAK 14:00 Data Interpretation Gayle Hough BP Geophysical interpretation applications End users and their needs Hazard interpretation for Facilities Hazard interpretation for Wells 14:30 The Use of 3D Seismic Data in Site Investigation Øyvind Ruden Shell The 3-D exploration seismic technique 3D vs 2D – benefits and limitations The power of 3D Case studies – an integrated approach 15:00 Offshore Geohazard Assessment Charles Bloore Fugro What are Geohazards? Why investigate them? A strategy for investigation & risk analysis Case study Thursday 9TH – 12:00 pm – 15:45 pm 12:00 Geotechnical Investigation Systems Andy Barwise Innogy Seabed sampling & CPT systems Downhole drilling, sampling and in-situ testing Different types of vessel 12:30 Data integration & Geographical Information Systems
    [Show full text]