Section 6B-2 - Testing
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Direct Shear Tests Used in Soil-Geomembrane Interface Friction Studies
DIRECT SHEAR TESTS USED IN SOIL-GEOMEMBRANE INTERFACE FRICTION STUDIES August 1994 U.S. DEPARTMENT OF THE INTERIOR Bureau of Reclamation Denver Off ice Research and Laboratory Services Division Materials Engineering Branch 7-2090 (4-81) Bureau of Reclamat~on ..........................................................................................TECHNICAL REPORT STANDARD TITLE PAGE I I. REPORT NO. ................................................................................................. ................................................................................................. I 4. TITLE AND SUBTITLE 1 5. REPORT DATE August 1994 Direct Shear Tests Used in 6. PERFORMING ORGANIZATION CODE Soil-Geomembrane Interface Friction Studies 7. AUTHOR(S) 8. PERFORMING ORGANIZATION Richard A. Young REPORT NO. R-94-09 9. PERFORMING ORGANIZATION NAME AND ADDRESS lo. WORK UNIT NO. Bureau of Reclamation Denver Office Denver CO 80225 12. SPONSORING AGENCY NAME AND ADDRESS Same 1 14. SPONSORING AGENCY CODE DIBR 15. SUPPLEMENTARY NOTES Microfiche and hard copy available at the Denver Office, Denver, Colorado 16. ABSTRACT The Bureau of Reclamation Canal Lining Systems Program funded a series of direct shear tests on interfaces between a typical cover soil and different geomembrane liner materials. The purposes of the testing program were to determine the shear strength parameters at the soil-geomembrane interface and to examine the precision of the direct shear test. This report presents the results of the testing program. 17. KEY WORDS AND DOCUMENT ANALYSIS a. DESCRIPTORS-- water conservation1 geosyntheticsl canal lining/ b. IDENTIFIERS- c. COSA TI Field/Group CO WRR: SRIM: 18. DISTRIBUTION STATEMENT 19. SECURITY CLASS 21. NO. OF PAGES (THIS REPORT) 59 Available from the National Technical Information Service, Operations Division UNCLASSIFIED 20. SECURITY CLASS 22. PRICE 5285 Port Royal Road, Springfield, Virginia 22161 (THIS PAGn UNCLASSIFIED DIRECT SHEAR TESTS USED IN SOIL-GEOMEMBRANE INTERFACE FRICTION STUDIES by Richard A. -
Final Report ~ Fhwa-Ok-13-09 Odot Sp&R Item Number 2227
APPLIED APPROACH SLAB SETTLEMENT RESEARCH, DESIGN/CONSTRUCTION FINAL REPORT ~ FHWA-OK-13-09 ODOT SP&R ITEM NUMBER 2227 Submitted to: John R. Bowman, P.E. Planning & Research Division Engineer Oklahoma Department of Transportation Submitted by: Gerald A. Miller, Kianoosh Hatami, Amy B. Cerato, Colin Osborne School of Civil Engineering and Environmental Science University of Oklahoma August 2013 TECHNICAL REPORT DOCUMENTATION PAGE 1. REPORT NO. 2. GOVERNMENT ACCESSION NO. 3. RECIPIENT’S CATALOG NO. FHWA-OK-13-09 4. TITLE AND SUBTITLE 5. REPORT DATE Applied Approach Slab Settlement Research, August 2013 Design/Construction 6. PERFORMING ORGANIZATION CODE 7. AUTHOR(S) 8. PERFORMING ORGANIZATION REPORT Gerald A. Miller, Kianoosh Hatami, Amy Cerato, Colin Osborne 9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. WORK UNIT NO. University of Oklahoma School of Civil Engineering and Environmental 11. CONTRACT OR GRANT NO. Science ODOT SP&R Item Number 2227 202 West Boyd Street, Room 334 Norman, OK 73019 12. SPONSORING AGENCY NAME AND ADDRESS 13. TYPE OF REPORT AND PERIOD COVERED Oklahoma Department of Transportation Final Report Planning and Research Division From September 2010 – December 2012 200 N.E. 21st Street, Room 3A7 14. SPONSORING AGENCY CODE Oklahoma City, OK 73105 15. SUPPLEMENTARY NOTES Click here to enter text. 16. ABSTRACT Approach embankment settlement is a pervasive problem in Oklahoma and many other states. The bump and/or abrupt slope change poses a danger to traffic and can cause increased dynamic loads on the bridge. Frequent and costly maintenance may be needed or extensive repair and reconstruction may be required in extreme cases. Research critically investigated the design and construction methods in Oklahoma to reveal causes and solutions to the bridge approach settlement problem. -
SL372 HB.Pdf
Direct Digital Shear Apparatus SL372 Impact Test Equipment Ltd www.impact-test.co.uk & www.impact-test.com User Guide User Guide Impact Test Equipment Ltd. Building 21 Stevenston Ind. Est. Stevenston Ayrshire KA20 3LR T: 01294 602626 F: 01294 461168 E: [email protected] Test Equipment Web Site www.impact-test.co.uk Test Sieves & Accessories Web Site www.impact-test.com - 2 - Direct Digital Shearbox Digital direct shear box, floor mounted with carriage assembly and load hanger with 10:1 lever loading device. • Microprocessor controlled digital stepper motor • Control via the digital display with keyboard • Return datum facility • Fully steplessly variable speed over the range of 0.00001 to 9.99999mm/minute • RS232 port • Forward/reverse travel limit switches • Will accept either analogue or digital measuring devices Introduction: In all soil stability, problems such as the analysis and design of foundations of retaining walls and embankments, knowledge of the strength of the soil involved is required. The Direct Shear Test is one of the tests for measurement of shear strength of soil. The Direct Digital Shear Apparatus meets the general requirements of BS1377 and has a normal load capacity of 8kg/sq. cm when the loads are applied through lever and 1.6kg/sq. cm when the loads are applied directly. The following tests can be performed with this apparatus. I) Immediated, Undrained or quick II) Consolidated Quick or Consolidated Undrained III) Slow or Drained IV) Residual Shear Strength Test - 1 - Description: The shear box complete with bottom and top plates, porous stones gripper plates, plain or perforated, and a water jacket is mounted on a loading unit. -
Tunnels in Swelling Ground
Marco Barla Tunnels in Swelling Ground SIMULATION OF 3D STRESS PATHS BY TRIAXIAL LABORATORY TESTING Dottorato di Ricerca in Ingegneria Geotecnica Politecnico di Torino Politecnico di Milano Università degli Studi di Genova Università degli Studi di Padova Dottorato di Ricerca in Ingegneria Geotecnica (XII ciclo) Politecnico di Torino Politecnico di Milano Università degli Studi di Genova Università degli Studi di Padova November 1999 TUNNELS IN SWELLING GROUND SIMULATION OF 3D STRESS PATHS BY TRIAXIAL LABORATORY TESTING ………………………. Marco Barla Author ……………………….………. ………...….…………… ....…….………………… Prof. Michele Jamiolkowski Prof. Giovanni Barla Prof. Diego Lo Presti Supervisors ……………………….. Prof. Renato Lancellotta Head of the Ph.D. Programme in Geotechnical Engineering “Peace cannot be kept by force, it can only be achieved by understanding.” Albert Einstein SAN DONATO TUNNEL (FLORENCE, ITALY), 1986 SARMENTO TUNNEL (SINNI, ITALY), 1997 ABSTRACT I Abstract The present thesis is to contribute to the understanding of the swelling behaviour of tunnels with a major interest being placed on the stress and deformation response in the near vicinity of the advancing face, i.e. in three dimensional conditions. Following the introduction of the most recent developments, mostly based on contributions of the International Society for Rock Mechanics, the research examines the stress distribution around a circular tunnel by means of numerical methods. According to different stress conditions and stress-strain laws for the ground, the stress history of typical points around the tunnel (sidewalls, crown and invert) is described with the stress path method (Lambe 1967). This allows one to evidence how the three dimensional analyses results are necessary to describe the ground behaviour. In particular, it can be observed that the excavation is accompanied by a continuous variation of the mean normal stress even for an isotropic initial state of stress. -
Influence of Relative Compaction on the Shear Strength of Compacted Surface Sands
International Journal of Environmental Science and Development, Vol. 5, No. 1, February 2014 Influence of Relative Compaction on the Shear Strength of Compacted Surface Sands Nabil F. Ismael and Mariam Behbehani strength characteristics of the compacted fill. Abstract—Construction of structures always involves This paper aims to answer these questions and to learn excavation, and recompaction following foundation installation. more about the properties of compacted sand fills by means In some cases foundations are placed on compacted sandy soils. of a laboratory-testing program. Testing included basic The influence of relative compaction on the strength of sandy characteristics, compaction tests, and direct shear tests. In soils in Kuwait is examined herein by a comprehensive laboratory testing program on surface samples. The program view of recent work indicating significant soil improvement includes basic properties, compaction and, direct shear tests. with artificial cementation [6], the effect of using 1 % by Various soil parameters were determined including the weight ordinary Portland cement additive (Type I) on the compaction characteristics, the cohesion c, angle of friction φ. shear strength parameters of compacted surface sands is also The results indicate that as the relative compaction increases examined. towards 100%, the strength increases and the soil compressibility decreases. A comparison was made between the soil parameters for the samples compacted on the dry side, and on the wet side of optimum moisture content at several relative II. TESTING PROGRAM compaction ratios. The difference in the values obtained for the The testing program consisted of: two cases are explained. The effect of using 1% by weight 1) Collecting large bulk sample of surface sand from one cement additive is also examined. -
Slope Stabilization and Repair Solutions for Local Government Engineers
Slope Stabilization and Repair Solutions for Local Government Engineers David Saftner, Principal Investigator Department of Civil Engineering University of Minnesota Duluth June 2017 Research Project Final Report 2017-17 • mndot.gov/research To request this document in an alternative format, such as braille or large print, call 651-366-4718 or 1- 800-657-3774 (Greater Minnesota) or email your request to [email protected]. Please request at least one week in advance. Technical Report Documentation Page 1. Report No. 2. 3. Recipients Accession No. MN/RC 2017-17 4. Title and Subtitle 5. Report Date Slope Stabilization and Repair Solutions for Local Government June 2017 Engineers 6. 7. Author(s) 8. Performing Organization Report No. David Saftner, Carlos Carranza-Torres, and Mitchell Nelson 9. Performing Organization Name and Address 10. Project/Task/Work Unit No. Department of Civil Engineering CTS #2016011 University of Minnesota Duluth 11. Contract (C) or Grant (G) No. 1405 University Dr. (c) 99008 (wo) 190 Duluth, MN 55812 12. Sponsoring Organization Name and Address 13. Type of Report and Period Covered Minnesota Local Road Research Board Final Report Minnesota Department of Transportation Research Services & Library 14. Sponsoring Agency Code 395 John Ireland Boulevard, MS 330 St. Paul, Minnesota 55155-1899 15. Supplementary Notes http:// mndot.gov/research/reports/2017/201717.pdf 16. Abstract (Limit: 250 words) The purpose of this project is to create a user-friendly guide focusing on locally maintained slopes requiring reoccurring maintenance in Minnesota. This study addresses the need to provide a consistent, logical approach to slope stabilization that is founded in geotechnical research and experience and applies to common slope failures. -
Slope Stability
Slope stability Causes of instability Mechanics of slopes Analysis of translational slip Analysis of rotational slip Site investigation Remedial measures Soil or rock masses with sloping surfaces, either natural or constructed, are subject to forces associated with gravity and seepage which cause instability. Resistance to failure is derived mainly from a combination of slope geometry and the shear strength of the soil or rock itself. The different types of instability can be characterised by spatial considerations, particle size and speed of movement. One of the simplest methods of classification is that proposed by Varnes in 1978: I. Falls II. Topples III. Slides rotational and translational IV. Lateral spreads V. Flows in Bedrock and in Soils VI. Complex Falls In which the mass in motion travels most of the distance through the air. Falls include: free fall, movement by leaps and bounds, and rolling of fragments of bedrock or soil. Topples Toppling occurs as movement due to forces that cause an over-turning moment about a pivot point below the centre of gravity of the unit. If unchecked it will result in a fall or slide. The potential for toppling can be identified using the graphical construction on a stereonet. The stereonet allows the spatial distribution of discontinuities to be presented alongside the slope surface. On a stereoplot toppling is indicated by a concentration of poles "in front" of the slope's great circle and within ± 30º of the direction of true dip. Lateral Spreads Lateral spreads are disturbed lateral extension movements in a fractured mass. Two subgroups are identified: A. -
Evaluation of the Shear Strength Behavior of TDA Mixed with Fine and Coarse Aggregates for Backfilling Around Buried Structures
sustainability Article Evaluation of the Shear Strength Behavior of TDA Mixed with Fine and Coarse Aggregates for Backfilling around Buried Structures Hany El Naggar * and Ali Iranikhah Department of Civil and Resource Engineering, Dalhousie University, Halifax, NS B3H 4R2, Canada; [email protected] * Correspondence: [email protected]; Tel.: +1-902-494-3904 Abstract: Although some discarded tires are reused in various applications, a considerable number end up in landfills, where they pose diverse environmental problems. Waste tires that are shredded to produce tire-derived aggregates (TDA) can be reused in geotechnical engineering applications. Many studies have already been conducted to examine the behavior of pure TDA and soil-TDA mixtures. However, few studies have investigated the behavior of larger TDA particles, 20 to 75 mm in size, mixed with various types of soil at percentages ranging from 0% to 100%. In this study, TDA was mixed with gravelly, sandy, and clayey soils to determine the optimum soil-TDA mixtures for each soil type. A large-scale direct shear box (305 mm × 305 mm × 220 mm) was used, and the mixtures were examined with a series of direct shear tests at confining pressures of 50.1, 98.8, and 196.4 kPa. The test results indicated that the addition of TDA to the considered soils significantly reduces the dry unit weight, making the mixtures attractive for applications requiring lightweight fill materials. It was found that adding TDA to gravel decreases the shear resistance for all considered TDA contents. On the contrary, adding up to 10% TDA by weight to the sandy or clayey soils was Citation: El Naggar, H.; Iranikhah, A. -
Determining Characteristic Sand Shear Parameters of Strength Via a Direct Shear Test
JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT ISSN 1392-3730 / eISSN 1822-3605 2016 Volume 22(2): 271–278 10.3846/13923730.2015.1073174 DETERMINING CHARACTERISTIC SAND SHEAR PARAMETERS OF STRENGTH VIA A DIRECT SHEAR TEST Šarūnas SKUODISa, Arnoldas NORKUSa, Neringa DIRGĖLIENĖa, Liudvikas RIMKUSb aDepartment of Geotechnical Engineering, Civil Engineering Faculty, Vilnius Gediminas Technical University, Saulėtekio al. 11, LT-10223, Vilnius, Lithuania bDepartment of Structural Mechanics, Civil Engineering Faculty, Vilnius Gediminas Technical University, Saulėtekio al. 11, LT-10223, Vilnius, Lithuania Received 29 March 2015; accepted 11 Jun 2015 Abstract. The article considers the peculiarities of determining quartz sand shear strength according to the Mohr-Coulomb strength criterion, via a direct shear test and that of factors influencing the characteristic angle of internal friction and cohe- sion values of the obtained strength parameters. The air-dry sand of the Baltic Sea region from Lithuanian coastal area near 3 Klaipėda city has been analyzed. The solid density of the investigated sand grains was ρs = 2.65 g/cm . The initial density of the tested samples made ~1.48–1.50 g/cm3. Processing data on the shear test yielded that the quantity of 18 tests was sufficient for the relevant accuracy of determining characteristic sand shear parameters of strength. This quantity of tests allow avoiding the influence of statistical coefficient tα that depends on a degree of freedom (K = n – 2). The paper presents additionally analyzed three different approaches to determining the characteristic shear parameters of strength and that of a comparative analysis of the applied approaches. Keywords: Mohr-Coulomb strength criterion, direct shear test, angle of internal friction, cohesion, loose sand, quartz, characteristic shear strength. -
Evaluation of Shear Strength in Cohesive Soils with Special Reference to Swedish Practice and Experience
Information 3 Evaluatian of shear strength in cohesive soils with special reference to Swedish practice and experience ROLF LARSSON ULF BERGDAHL LEIF ERIKSSON STATENS GEOTEKNISKA INSTITUT EVALUATlON OF SHEAR STRENGTH IN COHE8 IVE SOILS WITH SPECIAL REFERENCE TO SWE DISH PRACTICE AND EXPERIENCE In this publication, information is given on how different test results and empirical experience can be weighted and combined to give the best possible estimation of the shear strength proper ties in cohesive soils. The procedure described has evolved during the continuing work at SGI as research results and practical experience from the Institute as weil as others have been obtained and taken into con sideration. The publication describes how the Institute cur rently proceeds in the evaluation of shear strength in cohesive soils. The intention has aiso been to bring about a more unified and objective proce dure t han that has been used up to now. Valuable views on this work have been given by colleagues in and outside the Institute. Linköping November 1984 Rolf Larsson Ulf Bergdahl Leif Eriksson CONTENTS INTRODUCTION 2 DEFINITIONs AND SYMBOLS 3 UNDRAINED SHEAR STRENGTH IN NORMALLY CONSOLIDATED 4 AND SLIGHTLY OVERCONSOLIDATED SOILS eorrection of values of undrained shear strength 4 obtained by vane shear tests and fall cone tests Estimatian of shear strength values on the basis 5 of Hansbo's relation Estimatian of corrected shear strengths on the 6 basis of results from other soundings Estimatian of corrected shear strengths on the 6 basis -
1.6 Consolidation Test
Engineering Properties of Soils 1-24 1.6 Consolidation Test 1.6.1 General - Consolidation can be defined as a dissipation process of excess pore pressure induced by applied load or change of boundary conditions. - It is a time dependent behavior of soil deformation. ⇒ Significant in saturated clayey soils. ⇒ Factors on consolidation time 1) Degree of saturation 2) Coefficient of permeability of soil 3) Viscosity and compressibility of the pore fluid 4) Length of path the expelled pore fluid must take to find equilibrium. 5) Compressibility of soils - Consolidation test determines parameters for the time dependent behavior of soils. 1) The amount of deformation ⇒ (Primary) Consolidation settlement (+ Secondary compression settlement) 2) Rate of consolidation (i.e. Consolidation time) SNU Geotechnical and Geoenvironmental Engineering Lab. Engineering Properties of Soils 1-25 - Idealized stages in primary consolidation - Consolidation theory follows Darcy’s law. v = ki = k(Δh/L) ⇒ Δt = L/v = L/{ k(Δh/L)} = L2/(kΔh) ⇒ Doubling L requires 4 times for consolidation. ⇒ Consolidation rate is getting slower with decreasing Δh. SNU Geotechnical and Geoenvironmental Engineering Lab. Engineering Properties of Soils 1-26 1.6.2 Consolidation Test - Simulates 1-dimensional state (flow and deformation) ⇒ Using a circular metal ring confining the sample. ⇒ (Possible to measure the pore pressure during consolidation and to perform the permeability tests in the oedometer.) SNU Geotechnical and Geoenvironmental Engineering Lab. Engineering Properties of Soils 1-27 - Sample size : 20 – 40 mm thickness(H) and 45 – 113 mm diameter(D). D/H > 2.5 and D < {(Tube sample) - 6mm.} (Commonly used sample size : D = 63.5mm, H= 25.4mm) - Ring-to-soil friction problems: ⇒ Should be reduced by limiting sample thickness, spraying the inner ring wall with tefron powder or using a tefron-lined ring. -
Geotechnical Characterization of Structurally Complex Formations: Advanced Laboratory Testing
Geotechnical Characterization of Structurally Complex Formations: Advanced Laboratory Testing Mariacristina Bonini Research Assistant Politecnico di Torino (Italy) e-mail: [email protected] ABSTRACT This paper focuses on specific issues of advanced laboratory testing of Structurally Complex Formations. The former introductory paper on this subject showed that standard laboratory testing may clarify a few aspects related to swelling potential, water content and hydraulic conductivity and determination of the strength parameters by means of triaxial tests. It is was soon evident that further research was required to characterize the relationship between the behavior of the natural and reconstituted soil and to improve comprehension of the role which structure played in the setting up of the testing procedure and interpretation of results. The outcomes of this survey are described in the following. KEYWORDS: Structurally Complex Formations; Reconstituted Specimens; Advanced Laboratory Testing; Oedometer Tests; Triaxial Tests. INTRODUCTION The rock materials considered in this study pertain to the Raticosa and Osteria tunnels, pertaining to the Italian High Speed Railway project between Bologna and Florence. The tunnels were partly excavated through the Chaotic Complex Tectonised Clay Shales (CCTCS) formation, soft rocks with complex structure subjected to time-dependent behavior. The laboratory specimens obtained from cubic samples taken at the tunnel face were subjected to a number of standard laboratory tests (e.g. classification, physical properties, mineralogical composition, swelling behavior, hydraulic conductivity, triaxial testing) devoted to interpret the complex mechanical behavior of the CCTCS Formation. An introductory paper (Bonini 2012) collected the results of the standard laboratory testing (Bonini 2003) which evidenced the presence of a structure made of clay fragments of various shapes and sizes, spaced by a net of fissures and planes of different roughness and orientation.