Overconsolidated Clays: Shales
Total Page:16
File Type:pdf, Size:1020Kb
Load more
Recommended publications
-
SHEAR Axial and Direct Shear Module for GEOSYSTEM® for Windows
GEOSYSTEM® SHEAR Axial and Direct Shear Module for GEOSYSTEM® for Windows Copyright © 2004 Von Gunten Engineering Software, Inc. 363 West Drake #10 Fort Collins, CO 80526 www.geosystemsoftware.com Information in this document is subject to change without notice and does not represent a commitment on the part of Von Gunten Engineering Software, Inc. The software described in this document is furnished under a license agreement, and the software may be used or copied only in accordance with the terms of that agreement. The licensee may make copies of the software for backup purposes only. No part of this manual may be reproduced in any form for purposes other than the licensee’s personal use without the written consent of Von Gunten Engineering Software, Inc. Copyright © Von Gunten Engineering Software, Inc. 2004. All rights reserved. Published in the United States of America. GEOSYSTEM® is a registered trademark of VES, Inc. Windows® is a registered trademark of Microsoft Corporation Terms of License Agreement 1. The Licensee agrees not to sell or otherwise distribute the program or the program documentation. Each copy of the program is licensed only for use at a single address. 2. The Licensee agrees not to hold Von Gunten Engineering Software, Inc. (VES, Inc.) liable for any harm, damages claims, losses or expenses arising out of any act or occurrence related in any way to the use of the program. 3. The program is warranted to fully perform the tasks described in the program documentation. All results of the operation of the program are subject to the further engineering judgment, prudence, and study of the user. -
Sediment Properties of Pantai Punggur
SEDIMENT PROPERTIES OF PANTAI PUNGGUR 1ZARINA MD ALI, 2LAI WAI TAN, 3SYED MOHD MOHARJIR SYED TAHAR, 4AYU FADILLAH ABD HAKIMD Department of Water and Environmental Engineering, Faculty of Civil and Environmental Engineering, Universiti Tun Hussein Onn Malaysia, 86400 Batu Pahat, Johor E-mail: [email protected] Abstract- Pantai Punggur or Punggur beach is one of the critically eroded locations identified along the south-west coast of Peninsular Malaysia. Before erosion mitigation is proposed, initial investigations including the determination of sediment properties along the shore should be made. In this study, pantai Punggur has been found to be a very mild-sloped mud flat with slope between 1:400 and 1:1000. From the soil samples collected along the shoreline in 2012 and 2013, Punggur beach is classified as having marine-clay sand with 75.83% to 122.63% moisture content and 2.2% to 11.2% organic content. Along the landward limit of the nearshore zone, the sediment consisted of well-graded sand while along the seaward limit, the sediment consisted of marine clay. Specific gravity for the sand is found to be between 1.1 and 1.85, while for the marine clay is 2.62. Based on Stokes’ equation, the settling velocities obtained for sand samples are between 0.020 m/s and 1.197 m/s, and for clay samples are between 7.15 107 m/s to 3.23 105 m/s. Keywords- Erosion; marine clay sand; Punggur; sediment properties I. INTRODUCTION Tampok (Ahmad, 2009). Malaysia coastline faces problems of over-fishing, Due to the wind shield by the Sumatera, the west coast pollution, coral reef destruction, deforestation, and of Peninsular Malaysia is characterized by mud flat erosion, among others. -
The Influence of Slenderness Ratios on Triaxial Shear Testing
Proceedings of the Iowa Academy of Science Volume 73 Annual Issue Article 41 1966 The Influence of Slenderness Ratios on riaxialT Shear Testing Eugene R. Moores Sunray D-X Oil Company J. M. Hoover Iowa State University Let us know how access to this document benefits ouy Copyright ©1966 Iowa Academy of Science, Inc. Follow this and additional works at: https://scholarworks.uni.edu/pias Recommended Citation Moores, Eugene R. and Hoover, J. M. (1966) "The Influence of Slenderness Ratios on riaxialT Shear Testing," Proceedings of the Iowa Academy of Science, 73(1), 285-292. Available at: https://scholarworks.uni.edu/pias/vol73/iss1/41 This Research is brought to you for free and open access by the Iowa Academy of Science at UNI ScholarWorks. It has been accepted for inclusion in Proceedings of the Iowa Academy of Science by an authorized editor of UNI ScholarWorks. For more information, please contact [email protected]. Moores and Hoover: The Influence of Slenderness Ratios on Triaxial Shear Testing The Influence of Slende,rness Ratios on Triaxial Sihear Testing 1 EUGENE R. MooRES AND J. M. Hoovm2 Abstract. Determination of the effect of the slenderness ratio on the results of the triaxial test depends, theoretically, on the boundary conditions induced by ( a) shape of the test specimen, ( o) manner of the transmission of the external load, and · ( c) deformations. From a practical point of view enough length should be available to develop two complete cones of failure and the length of the specimen should equal the diameter times the 0 tangent of (45 + .p/2) • Most workers in the field of triaxial testing of soils accept a slenderness ratio of from 1.5 to 3.0. -
Effect of Polypropylene Fibre on Compressibility and Swelling Behaviour of Soft Clay
Special Issue - 2016 International Journal of Engineering Research & Technology (IJERT) ISSN: 2278-0181 NCCETCE - 2016 Conference Proceedings Effect of Polypropylene Fibre on Compressibility and Swelling Behaviour of Soft Clay Neethu T. M1 Dr. Abdu Rahiman.K.U2 Student : Dep of Civil Engg. Assistant Professor : Dep of Civil Engg. School of Engineering CUSAT School of Engineering CUSAT Cochin Cochin Abstract:- The soil is reinforced with polypropylene fibre is shear strength and high compressibility. Improvement of modified method to develop in recent years. It is a synthetic type certain desired properties like bearing capacity, shear fibre. Many studies have being reported in the literature on the Strength (c and Φ) and permeability characteristics of soil can performance evaluation of clayey soil. Although sample studies be undertaken by a variety of ground improvement have being reported with randomly distributed fibres, relatively techniques such as the use of prefabricated vertical drains or less amount of work is found in respect of polypropylene fibres with Cochin marine clay. The sample is prepared in the field soil stabilization. Incorporating reinforcement inclusions condition. Then the soil is reinforced with varying fibre within soil is also an effective and reliable technique in order percentage and fibre length (F=0%,0.1%,0.2%,0.3%,fibre to improve the engineering properties of soil. In comparison length =30mm,6mm,9mm,120mm).The experimental with conventional geosynthetics (strips, geotextile, geogrid, investigation being undertaken for the performance evaluation etc.), there are some advantages in using randomly distributed of polypropylene fibre- marine clay is reported ,evaluated the fibre as reinforcement.. effect of polypropylene fibre on swell and compressibility of the clay. -
CE2112: Laboratory Determination of Soil Properties and Soil Classification
CE2112: Laboratory Determination of Soil Properties and Soil Classification Laboratory Report G1: Index and Consolidation Properties G2 Shear Strength Year 2013/2014 Semester 2 PENG LE A0115443N 1 Table of Contents 1. Executive Summary ................................................................................................................ 4 2. Overview .................................................................................................................................. 5 3. Atterberg Limits Tests ........................................................................................................... 6 3.1. Principles ............................................................................................................................ 6 3.2. Plastic Limit (PL) ............................................................................................................... 7 3.3. Liquid Limit (LL) ............................................................................................................... 8 3.4. Classification of the Soil .................................................................................................... 9 3.5. Discussion......................................................................................................................... 10 4. One Dimension Consolidation Test .................................................................................... 11 4.1. Principles of One Dimension Consolidation Test ........................................................... -
Shear Strength Examples.Pdf
444 Chapter 12: Shear Strength of Soil Example 12.2 Following are the results of four drained direct shear tests on an overconsolidated clay: • Diameter of specimen ϭ 50 mm • Height of specimen ϭ 25 mm Normal Shear force at Residual shear Test force, N failure, Speak force, Sresidual no. (N) (N) (N) 1 150 157.5 44.2 2 250 199.9 56.6 3 350 257.6 102.9 4 550 363.4 144.5 © Cengage Learning 2014 t t Determine the relationships for peak shear strength ( f) and residual shear strength ( r). Solution 50 2 Area of the specimen 1A2 ϭ 1p/42 a b ϭ 0.0019634 m2. Now the following 1000 table can be prepared. Residual S shear peak S force, T ϭ residual ؍ Normal Normal Peak shearT S f r Test force, N stress, force, Speak A Sresidual A no. (N) (kN/m2) (N) (kN/m2) (N) (kN/m2) 1 150 76.4 157.5 80.2 44.2 22.5 2 250 127.3 199.9 101.8 56.6 28.8 3 350 178.3 257.6 131.2 102.9 52.4 4 550 280.1 363.4 185.1 144.5 73.6 © Cengage Learning 2014 t t sЈ The variations of f and r with are plotted in Figure 12.19. From the plots, we find that t 2 ϭ ؉ S Peak strength: f (kN/m ) 40 tan 27 t 2 ϭ S Residual strength: r(kN/m ) tan 14.6 (Note: For all overconsolidated clays, the residual shear strength can be expressed as t ϭ sœ fœ r tan r fœ ϭ where r effective residual friction angle.) Copyright 2012 Cengage Learning. -
Stabilization of Marine Clay Soil Using Polyurethane
MATEC Web of Conferences 250, 01004 (2018) https://doi.org/10.1051/matecconf/201825001004 SEPKA-ISEED 2018 Stabilization of Marine Clay Soil Using Polyurethane Samaila Saleh1 & *, Nur Zurairahetty Mohd Yunus2, Kamarudin Ahmad3 and Nazri Ali4 1Postgraduate Researcher, Faculty of Civil Engineering, Universiti Teknologi Malaysia, Johor Bahru, Malaysia 2Senior Lecturer, Faculty of Civil Engineering, Universiti Teknologi Malaysia, Johor Bahru, Malaysia 3 & 4 Associate Professor, Faculty of Civil Engineering, Universiti Teknologi Malaysia, Johor Bahru, Malaysia *Corresponding author: [email protected] Abstract. Many chemicals stabilisation techniques are being employed all over the world to improve the engineering and physical properties of the problematic soils and reduce the potential damages caused by them. Out of those chemical stabilisation technics, application of Polyurethane to improve the strength of marine clay was investigated in the laboratory. Characterization of the soil geotechnical properties was carried out by conducting laboratory test that includes natural moisture content, Atterberg limits, grains sizes analyses, specific gravity, moisture-density relationship, unconfined compressive strength (UCS), organic matter content and PH tests. Unconfined compressive strength test at optimum moisture content with varying the dose of the Polyurethane content was conducted to test the effectiveness of Polyurethane as a chemical stabiliser. The result of the preliminary tests of the sample shows that the soil has a liquid limit of 65%, plastic limit of 26% and plasticity index of 53%. The percentages of gravel, sand and fines in the marine clay sample were 0 %, 1.32 % and 98.68 % respectively %. The results of the UCS test also revealed that Polyurethane stabilisation improved the strength of marine clay by 230%. -
A Constitutive Model of Sandy Gravel Soil Under Large-Sized Loading/Unloading Triaxial Tests
Hindawi Advances in Civil Engineering Volume 2021, Article ID 4998351, 11 pages https://doi.org/10.1155/2021/4998351 Research Article A Constitutive Model of Sandy Gravel Soil under Large-Sized Loading/Unloading Triaxial Tests Pengfei Zhang,1 Han Liu,1 Zhentu Feng,2 Chaofeng Jia,2 and Rui Zhou 3 1Hebei Research Institute of Construction and Geotechnical Investigation Co. Ltd., Shijiazhuang 050031, China 2Luoyang Rail Transit Group Co Ltd., Luoyang 471000, Henan, China 3School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China Correspondence should be addressed to Rui Zhou; [email protected] Received 23 April 2021; Accepted 2 June 2021; Published 14 June 2021 Academic Editor: Faming Huang Copyright © 2021 Pengfei Zhang et al. +is is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited. Based on large-scale triaxial tests of sandy gravel materials, the strength and deformation characteristics under loading/unloading conditions are analyzed. At the same time, the applicability of the hyperbolic constitutive model to sandy gravel is studied using experimental data. +e results indicate that sandy gravel under low confining pressures (0.2 and 0.4 MPa) shows a weak softening trend; the higher the confining pressure, the more obvious the hardening tendency (0.6 and 0.8 MPa) and the greater the peak strength. During unloading tests, strain softening occurs, and the peak strength increases with increasing confining pressure. During loading tests, dilatancy appears when the confining pressure is low (0.2 MPa). -
Mineralogy and Geotechnical Properties of Singapore Marine Clay at Changi
Soils and Foundations 2015;55(3):600–613 HOSTED BY The Japanese Geotechnical Society Soils and Foundations www.sciencedirect.com journal homepage: www.elsevier.com/locate/sandf Mineralogy and geotechnical properties of Singapore marine clay at Changi Myint Win Boa, Arul Arulrajahb, Patimapon Sukmakc, Suksun Horpibulsukd,n aDST Consulting Engineers Inc., Thunder Bay, Ontario, Canada bSwinburne University of Technology, Melbourne, Australia cSchool of Engineering and Resources, Walailak University, Nakhonsithammarat, Thailand dSchool of Civil Engineering, Suranaree University of Technology, 111 University Avenue, Muang District, Nakhon Ratchasima 30000, Thailand Received 3 June 2014; received in revised form 8 January 2015; accepted 2 February 2015 Available online 8 May 2015 Abstract An engineering geological study was undertaken to determine the geotechnical properties and mineralogy of Singapore marine clay at Changi in the Republic of Singapore. This soft soil is a quartenary deposit that lies within submarine valleys cut in an old alluvium formation. The marine clay comprises a soft upper marine clay layer overlying a stiffer lower marine clay layer. An intermediate stiff clay layer is sandwiched between these two marine clay layers; it is believed to be the dessicated crust of the lower marine clay layer. In the present study, morphological and mineralogical observations of Singapore clay were taken by scanning electron microscopy, X-ray diffraction and photographic identification. The geotechnical investigation included physical, compression, permeability and field vane shear tests. The upper marine clay was found to be soft with undrained shear strength values ranging from 10 to 30 kPa, while the lower marine clay was found to have undrained shear strength values from 30 to 60 kPa. -
19. Pedogenic Alteration of Basalts Recovered During Leg 144
University of Nebraska - Lincoln DigitalCommons@University of Nebraska - Lincoln Earth and Atmospheric Sciences, Department Papers in the Earth and Atmospheric Sciences of 1995 19. Pedogenic Alteration of Basalts Recovered During Leg 144 Mary Anne Holmes University of Nebraska-Lincoln, [email protected] Follow this and additional works at: https://digitalcommons.unl.edu/geosciencefacpub Part of the Earth Sciences Commons Holmes, Mary Anne, "19. Pedogenic Alteration of Basalts Recovered During Leg 144" (1995). Papers in the Earth and Atmospheric Sciences. 63. https://digitalcommons.unl.edu/geosciencefacpub/63 This Article is brought to you for free and open access by the Earth and Atmospheric Sciences, Department of at DigitalCommons@University of Nebraska - Lincoln. It has been accepted for inclusion in Papers in the Earth and Atmospheric Sciences by an authorized administrator of DigitalCommons@University of Nebraska - Lincoln. Haggerty, J.A., Premoli Silva, I., Rack, F., and McNutt, M.K. (Eds.), 1995 Proceedings of the Ocean Drilling Program, Scientific Results, Vol. 144 19. PEDOGENIC ALTERATION OF BASALTS RECOVERED DURING LEG 1441 Mary Anne Holmes2 ABSTRACT Basalts erupted to form the atolls and guyots of the Western Pacific have been altered in various ways, ranging from hydro- thermal alteration to subaerial weathering by meteoric waters in a tropical environment. Subaerial weathering has been moderate to extreme. Moderate subaerial weathering is expressed by dissolution or replacement of primary minerals (olivine, pyroxenes, plagioclase feldspar) and alteration of glassy or aphanitic matrix to clay minerals, goethite, and hematite. The clay minerals are kaolinite or a brown smectite. Kaolinite concentrations decrease downhole and smectite concentrations increase. Although primary minerals are generally not preserved, primary structures, such as vesicles (generally filled by secondary or tertiary minerals), flow structure, or relict breccia structure, remain evident. -
An Introduction to Laboratory Testing of Soils
PDHonline Course C430 (4 PDH) An Introduction to Laboratory Testing of Soils Instructor: J. Paul Guyer, P.E., R.A., Fellow ASCE, Fellow AEI 2012 PDH Online | PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030-6658 Phone & Fax: 703-988-0088 www.PDHonline.org www.PDHcenter.com An Approved Continuing Education Provider www.PDHcenter.com PDH Course C430 www.PDHonline.org An Introduction to Laboratory Testing of Soils J. Paul Guyer, P.E., R.A., Fellow ASCE, Fellow AEI CONTENTS 1. INTRODUCTION 2. INDEX PROPERTIES TESTS 3. PERMEABILITY TESTS 4. CONSOLIDATION TESTS 5. SHEAR STRENGTH TESTS 6. DYNAMIC TESTING 7. TESTS ON COMPACTED SOILS 8. TESTS ON ROCK This course is adapted from the Unified Facilities Criteria of the United States government, which is in the public domain, is authorized for unlimited distribution, and is not copyrighted. © J. Paul Guyer Page 2 of 45 www.PDHcenter.com PDH Course C430 www.PDHonline.org INTRODUCTION 1.1 SCOPE. This course covers laboratory test procedures, typical test properties, and the application of test results to design and construction. Symbols and terms relating to tests and soil properties conform, generally, to definitions given in ASTM Standard D653, Standard Definitions of Terms and Symbols Relating to Soil and Rock Mechanics found in Reference 1, Annual Book of ASTM Standards, by the American Society for Testing and Materials. 1.2 LABORATORY EQUIPMENT. For lists of laboratory equipment for performance of tests, see Reference 2, Soil Testing for Engineers, by Lambe, Reference 3, The Measurement of Soil Properties in the Triaxial Test, by Bishop and Henkel, and other criteria sources. -
Sidebar-Surficial Geology Map, Maine Geological Survey
Maine Geological Survey Address: 22 State House Station, Augusta, Maine 04333 Telephone: 207-287-2801 E-mail: [email protected] MAINE Home page: http://www.maine.gov/doc/nrimc/nrimc.htm Sidebar from Detailed Surficial Geology Map SURFICIAL GEOLOGY OF MAINE Continental glaciers like the ice sheet now covering Antarctica years ago, when the land surface rebounded as the weight of the ice probably extended across Maine several times during the Pleistocene sheet was removed. Epoch, between about 1.5 million and 10,000 years ago. The slow- Meltwater streams deposited sand and gravel in tunnels within moving ice superficially changed the landscape as it scraped over the ice. These deposits remained as ridges (eskers) when the surround- mountains and valleys (Figure 1), eroding and transporting boulders ing ice disappeared (Figure 5). Maine's esker systems can be traced and other rock debris for miles (Figure 2). The sediments that cover for up to 100 miles, and are among the longest in the country. much of Maine are largely the product of glaciation. Glacial ice Other sand and gravel deposits formed as mounds (kames) and deposited some of these materials, while others washed into the sea or terraces adjacent to melting ice, or as outwash in valleys in front of the accumulated in meltwater streams and lakes as the ice receded. Earlier glacier. Many of these water-laid deposits are well layered, in contrast stream patterns were disrupted, creating hundreds of ponds and lakes to the chaotic mixture of boulders and sediment of all sizes (till) that across the state.