A METHODOLOGY FOR THEEVALUATION OF GEOTEXTILE POREOPENING SIZES UNDER CONFINING PRESSURE
|
|
- Felix Alexander
- 6 years ago
- Views:
Transcription
1 Technical Note by E.M. Palmeira and R.J. Fannin A METHODOLOGY FOR THEEVALUATION OF GEOTEXTILE POREOPENING SIZES UNDER CONFINING PRESSURE ABSTRACT: This paper presents a methodology used to evaluate the pore opening sizes of a needle-punched, nonwoven polyester geotextile under pressure, using a permeameter subject to vibration. Particles passing through the geotextiles were collected and analysed to establish a particle size distribution curve. Preliminary results obtained under no confining pressure compare well with a standard test method based on hydrodynamic sieving. Confining pressures up to 25 kpa appeared to exert some influence on the pore opening size of relatively thin geotextiles. However, for pressures greater than 25 kpa, the variation of geotextile pore opening size is small. The tests results and microscopic observations suggest that needle-punching during the geotextile manufacturing process has a significant influence on the geotextile pore structure. Regardless of the limited amount of data available, the methodology described may provide a useful tool for the study of geotextile pore opening sizes under confining pressure. KEYWORDS: Geotextile, Pore opening size, Filtration, Drainage, Confining pressure. AUTHORS: E.M. Palmeira, Associate Professor of Civil Engineering, University of Brasilia, Dept. Civil Engineering, FT, Brasilia, DF, Brazil, Telephone: 55/ , Telefax: 55/ or , palmeira@guarany.cpd.unb.br; and R.J. Fannin, Associate Professor, Department of Civil Engineering and Forest Resources Management, University of British Columbia, 2324 Main Mall, Vancouver, British Columbia V6T 1Z4, Canada, Telephone: 1/ , Telefax: 1/ , fannin@civil.ubc.ca PUBLICATION: Geosynthetics International is published by the Industrial Fabrics Association International, 1801 County Road B West, Roseville, Minnesota , USA, Telephone: 1/ , Telefax: 1/ Geosynthetics International is registered under ISSN DATES: Original manuscript received 1 July 1997, revised version received 18 November 1997 and accepted 18 December Discussion open until 1 January REFERENCE: Palmeira, E.M. and Fannin, R.J., 1998, A Methodology for the Evaluation of Geotextile Pore Opening Sizes Under Confining Pressure, Geosynthetics International, Vol. 5, No. 3, pp
2 1 INTRODUCTION Nonwoven geotextiles are used extensively for drainage and filtration in both geotechnical and environmental protection works. For purposes of design, a rapid evaluation of geotextile pore opening sizes presents a challenge. However, knowledge of the characteristic pore opening size and the size of the largest soil particle capable of passing through the geotextile is necessary to satisfy filtration criteria. Several methodologies are reported for the evaluation of geotextile pore opening sizes (Prapaharan et al. 1989; Rigo et al. 1990; Gourcand Faure 1990; Fisher et al. 1993). Standardized test methods that do not use a surcharge pressure over the geotextile are also available (CFG 1986; ASTM D 4833; CGSB 1992). In the field, however, the geotextile is subject to confining stress that may influence its pore structure and, consequently, its filtration behaviour. The objective of this work isto describe a methodology for the evaluation of geotextile pore opening sizes under confining pressure and present the test results for three types of needle-punched, nonwoven polyester geotextiles. Because of the limited amount of data available, some of the conclusion of this work should be considered on a preliminary basis. Nevertheless, a clear pattern of the filtration behaviour for confined needle-punched, nonwoven polyester geotextiles can be identified. 2 EQUIPMENT, MATERIALS, AND METHODOLOGY 2.1 Equipment A permeameter was developed at the University of British Columbia (Shi 1994; Fannin et al. 1995) to perform filtration tests with geotextiles under a confining pressure. The equipment comprises a cylindrical rigid cell made of anodised aluminium with a 100 mm internal diameter. It was adapted to perform pore opening size tests and is shown schematically in Figure 1. The cell was submerged in a reservoir bath to a depth above the top reaction plate during specimen preparation and testing to ensure saturation of the specimen. The soil or glass beads were placed on top of the geotextile which rested on a rigid perforated base plate (2 mm diameter holes with a triangular spacing of 3 mm). A vertical pressure was applied by a rigid, perforated top plate using a hydraulic jack fixed to a reaction frame mounted above the cell. A trough located beneath the cell collected particles that passed though the geotextile during testing. 2.2 Soil/Glass Beads and Geotextiles Two poorly-graded glass bead mixtures (Materials A and B) and a well-graded soil (Material C) were used in the testing program. Material A ranged in size from 20 to 90 µm and Material B from 40 to 200 µm. The beads were round with a specific gravity, G s = 2.48 and coefficient of uniformity, C u = 2.1. In contrast, Material C was a silty sand, with subangular particles, and C u = 105 (Table 1 and Figure 2). Three types of needle-punched, nonwoven polyester geotextiles were used in the testing program: Geotextile G1 has the smallest thickness and mass per unit area values, Geotextile G2 has intermediate thickness and mass per unit area values, and Geotextile G3 has the greatest thickness and mass per unit area values. The geotextile pore opening 348
3 P Piston rod Vibration device Top reaction plate Rigid, perforated top plate Soil or glass beads Base reaction plate Figure 1. Components of the test cell. Note: P = vertical load. Geotextile Collection trough Rigid, perforated base plate sizes reported by the manufacturer from tests under no surcharge are in the range 60 to 140 µm (Table2). Table 1. Physical properties of the soil/glass beads used in the testing program. Material Composition D 15 (µm) D 50 (µm) D 85 (µm) A Glass beads B Glass beads C Soil C u G s Notes: C u = coefficient of uniformity = D 60 / D 10 ; G s = specific gravity. Table 2. Physical properties of the geotextiles used in the testing program. Geotextile Thickness (1) (mm) Mass per unit area (g/m 2 ) FOS (µm) k Go (cm/s) G G G Notes: (1) at 2 kpa vertical stress; FOS = geotextile pore opening size values from hydrodynamic sieving (AFNOR G38017; CFG 1986); k Go = permeability normal to the geotextile plane (no surcharge). 349
4 Percent finer (%) Material A Material C Material B Diameter (µm) Figure 2. Particle size distribution of the soil and glass bead mixtures used in the testing program. 2.3 Testing Methodology The soil/glass beads and geotextiles were saturated before specimen preparation by boiling in water and exposure to a period under vacuum. Following placement of the geotextile, the soil/glass beads was then prepared in a loose state following the methodologies of Vaid and Negussey (1988) for the poorly-graded glass beads and Kuerbis and Vaid (1988) for the well-graded soil. The 50 mm thick layer of soil/glass beads was levelled by siphoning prior to the placement of the top plate, and a vertical stress was applied using a piston. Particles were forced to pass through the geotextile by vibrating the cell, which has a total weight of 13.5 kg, using a BVI-Vibro-Graver (model V-73-C, 8 W) at a frequency of 60 Hz. The vibration device was positioned at three locations on the top reaction plate of the cell (120_ intervals) and the test cell vibrated for 1 minute at each position. This procedure was established from preliminary cell tests, under no surcharge, which yielded a good comparison with the manufacturer s data for this duration of vibration. Although vibration may induce liquefaction of the soil/glass beads in some circumstances depending on the confining pressure, no evidence of such behaviour was observed in the current study. Given the repeatability of the test methodology, the state of the soil/glass beads inside the cell is not believed to influence the test results reported in Section 3. However, the energy imparted by vibration to cause migration of particles during testing is expected to far exceed that resulting from seepage forces in normal field conditions. The approach, while conservative, is in keeping with other hydrodynamic tests (CFG 1986). 350
5 The size distribution of the particles gathered in the collection trough (Figure 1) was determined using a Sedigraph 500 particle size analyser manufactured by the Micromeritics Instrumentation Corporation. The technique uses the sedimentation of small quantities of particles ( 1 g) in combination withx-ray emissions to obtain variations of mixture density with time. This provides a quick and accurate method of measuring particle size and is attractive for tests such as these where the mass of soil passing through the geotextile is small. 3 TEST RESULTS Particle size distributions of the material collected in the trough, after vibration, are reported in Figure 3 for several combinations of soil-geotextile-vertical pressures. Curves for tests A-G1-73 and A-G1-200 are similar, while the curves for A-G3-0 through A-G3-200 suggest some moderate influence (Figure 3a) implying that the magnitude of the confining stress exerts little influence on the particles that pass through the geotextile. It should be pointed out that for a given soil-geotextile system, the gradation of the soil particles that pass through the geotextile during a test is likely to cause a significant scatter depending on the particle size distribution of the soil immediately above the geotextile layer and the distribution of geotextile pore openings. Faure et al. (1990) present a statistical approach for estimating the gradation of the soil passing through nonwoven geotextiles. Tests performed on the well-graded soil (Material C, Figure 3b) at zero applied vertical stress show a behaviour which contrasts with that illustrated in Figure 3a: it is characterized by a ranking of geotextile pore opening size, with the thinner, more open Geotextile G1 passing the greater percentage of large particles. Comparing tests B-G1-0 and C-G1-0, the percentage finer values appear to be dependent on the soil/glass bead type. A characteristic diameter, O 95, for which 95% of the particles were smaller, was established from the curves. A comparison between O 95 and FOS values from the standardized test (hydrodynamic sieving, CFG 1986), for all tests with no surcharge, is given in Figure 4. In spite of the limited number of tests, a generally good agreement between the results is observed taking into account the expected scatter in this type of test (Rigo et al. 1990), particularly for the lighter and less homogeneous Geotextile G1 which has a larger FOS value. The range of variation of geotextile pore opening sizes obtained in hydrodynamic tests observed by Rigo et al. (1990) was of the order of ±25 % of the average value for a given mass per unit area of the geotextile. Repetition of a test under confining vertical stress of 73 kpa and the data in Figure 4 suggests that the scatter and repeatability of this procedure are within the limits observed in hydrodynamic sieving. Figure 5 shows the variation of O 95 with vertical stress for tests on specimens with Materials A and B (glass beads). The application of confining pressures less than 25 kpa is seen to influence the relatively thinner, lighter, more open Geotextiles G1 and G2 the most. Small confining pressures have little influence on Geotextile G3. A small reduction in O 95 is apparent for pressures greater than 25 kpa, which is consistent with the general trend observed for selected tests in Figure 3. All curves trend to a similar value of 50 to 60 µm at pressures greater than 100 kpa. Visual inspection suggests that this behaviour may be attributed to the diameter of the needle-punched holes in the geotextile which may be a controlling factor that limits the sizeofparticle passing throughthe 351
6 (a) Percent finer (%) Diameter (µm) (b) Percent finer (%) Diameter (µm) Figure 3. Particle size distributions of the soil/glass beads passing through the geotextiles: (a) Material A; (b) Material B. 352
7 O 95 value from the current study (µm) Material A Material B Material C FOS from Table 2 (µm) Figure 4. Comparison of geotextile pore opening sizes for tests with no vertical stress. Maximum particle diameter passing, O 95 (µm) Geotextile G1 Geotextile G2 Geotextile G3 Tests with Materials A and B Vertical stress (kpa) Figure 5. stress. Maximum particle diameter passing through the geotextile versus vertical 353
8 (a) (b) Figure 6. Microscopic views of the needle holes in Geotextile G1 under different vertical stresses (magnification = 18 ): (a) needle-punched hole under zero vertical stress; (b) needle-punched hole under 150 kpa vertical stress. (a) (b) Figure 7. Microscopic views of the needle holes in Geotextile G2 under different vertical stresses (magnification = 18 ): (a) needle-punched hole under zero vertical stress; (b) needle-punched hole under 50 kpa vertical stress. geotextile. This is confirmed by the microscopic images of the needle holes in Geotextiles G1 and G2 under 0 and 150 kpa confining pressures (Figures 6 and 7, respectively). It would appear that, even under a confining pressure of 150 kpa, the geotextile pore opening sizes can reach equivalent diameter values of 60 to 80 µm (between two and three times the fiber diameter), which is close to the pore opening size, O 95, obtained 354
9 (a) (b) Figure 8. Microscopic views of the needle holes in Geotextile G3 under different vertical stresses (magnification = 18 ): (a) needle-punched hole under zero vertical stress; (b) needle-punched hole under 50 kpa vertical stress. in tests with Geotextile G1 (Figure 5). Figure 8 shows that the needle-punched holes may not have their sizes so effectively reduced by pressure for the thicker, Geotextile G3. However, in this case, a combination of greater thickness and tortuosity of the pore openings provides additional difficulties for the soil particles to pass through the geotextile. Observations of the pore opening sizes of nonwoven geotextiles, under different confining pressures, using an image analyser (Gourc and Faure 1990) have yielded similar results in terms of the variation of pore opening size with pressure. 4 CONCLUSIONS A methodology that evaluates geotextile pore opening sizes under confining pressure, or without confining pressure, is presented. Limited data, from tests without confining pressure and a specified period of vibration indicate that the O 95 value of particles passing through the needle-punched, nonwoven polyester geotextile compares reasonably well with the pore opening size reported by the manufacturer that was measured using a standardized index test. The following observations are made: 1. Data from tests using confining pressure less than 25 kpa indicate that the O 95 for relatively thin geotextiles, with characteristically larger pore openings, is sensitive to the value of the imposed pressure. However, little significant dependence was observed for any of the geotextiles at confining pressures between 25 and 200 kpa. All three geotextiles converged to a similar O 95 value at higher confining pressures. 2. It is postulated that the behaviour is governed by the needle-punching technique used during geotextile manufacturing. A series of holes are created in the geotextile by the action of the needles. Under visual inspection using a microscope, the holes 355
10 appear as regular, tubular voids through a complex three-dimensional pore structure. When a thinner geotextile with relatively large pore openings was subjected to confining pressure, there was a compression of its pore structure and a reduction in void space. The needle-punched holes became the controlling factor of the passage of fine particles. In contrast, the thicker geotextiles, which have relatively small pore openings, were completely dominated by the presence of needle holes. 3. The method of testing is not intended to replicate field behaviour; rather, it is considered an index test to evaluate the influence of confining stress on pore opening size. Because of the limited amount of data available, the results presented in the current work should be considered as preliminary. Additional studies are being carried out to better understand the potential and limitations of the proposed test methodology. ACKNOWLEDGEMENTS The experimental work was performed by the first author while on sabbatical at the University of British Columbia, Vancouver, Canada. The author would like to thank the members of staff in the Civil Engineering Department at UBC and, in particular, Professor Y.P. Vaid for many helpful discussions. The first author is also indebted to the University of Brasília and CAPES-Brazilian Ministry of Education for financial support. REFERENCES ASTM D 4833, Standard Test Method for Determining Apparent Opening Size of Geotextiles, American Society for Testing and Materials, West Conshohocken, Pennsylvania, USA. CFG,1986, Geotextile Manual - AFNOR G38017, French Committee on Geotextiles. CGSB, 1992, Filtration Opening Size of Geotextiles, Proposed National Standard of Canada, 148, No. 10, Sixth Draft, Canadian General Standards Board, Ottawa, Ontario, Canada. Fannin, R.J., Vaid, Y.P., Palmeira, E.M. and Shi, Y.C., 1995, A Modified Gradient Ratio Test Device, Symposium on Recent Developments in Geotextile Filters and Prefabricated Drainage Geocomposites, ASTM, June 1995, Denver, Colorado, USA (to be published). Faure, Y.H., Gourc, J.P. and Gendrin, P., 1990, Structural Study of Porometry and Filtration Opening Size of Geotextiles, Geosynthetics: Microstructure and Performance, Peggs, I.D., Editor, ASTM Special Technical Publication 1076, pp Fischer, G.R., Holtz, R.D. and Christopher, B.R., 1993, A Critical Review of Geotextile Pore Size Measurement Methods, Filters in Geotechnical and Hydraulic Engineering, Balkema, Vol. 1, Proceedings of Geo-Filters 92, Karlsruhe, Germany, October 1992, pp
11 Gourc, J.P. and Faure, Y.H., 1990, The Soil, the Water and the Fiber: a Fruitful Interaction Now Controlled, Proceedings of the Fourth International Conference on Geotextiles, Geomembranes and Related Products, Balkema, Vol. 3, The Hague, The Netherlands, May 1990, pp Kuerbis, R.H and Vaid, Y.P., 1988, Sand Sample Preparation - the Slurry Deposition Method, Soils and Foundations, Vol. 28, No. 4, pp Prapaharan, S., Holtz, R.D. and Luna, J.D., 1989, Pore Size Distribution of Nonwoven Geotextiles, Geotechnical Testing Journal, Vol. 12, No. 4, pp Rigo, J.M., Lhote, F., Rollin, A.L., Mlynarek, J. and Lombard G., 1990, Influence of Geotextile Structure on Pore Size Determination, Geosynthetics: Microstructure and Performance, Peggs, I.D., Editor, ASTM Special Technical Publication 1076, pp Shi, Y.C., 1994, UBC Gradient Ratio Test Apparatus, Unpublished Internal Report, University of British Columbia, Vancouver, British Columbia, Canada. Vaid, Y.P. and Negussey, D., 1988, Preparation of Reconstituted Sand Specimens, Advanced Triaxial Testing of Soil and Rock, ASTM Special Technical Publication 977, pp
Evaluating Tubular Drainage Geocomposites for use in Lined Landfill Leachate Collection Systems
Geo-Environmental Engineering 2015 Concordia University Montreal, Canada May 21-22, 2015 Evaluating Tubular Drainage Geocomposites for use in Lined Landfill Leachate Collection Systems Eric Steinhauser
More informationLoad-Carrying Capacity of Stone Column Encased with Geotextile. Anil Kumar Sahu 1 and Ishan Shankar 2
Load-Carrying Capacity of Stone Column Encased with Geotextile Anil Kumar Sahu 1 and Ishan Shankar 2 1 Professor, Department of Civil Engineering, Delhi Technological University, Delhi, India (sahuanilkr@yahoo.co.in)
More informationTransmissivity of a Nonwoven Polypropylene Geotextile Under Suction
John C. Stormont, 1 Chandradip Ray, 2 and T. Matthew Evans 3 Transmissivity of a Nonwoven Polypropylene Geotextile Under Suction REFERENCE: Stormont, J. C., Ray, C., and Evans, T. M., Transmissivity of
More informationLABORATORY STUDY ON THE CONSOLIDATION SETTLEMENT OF CLAY-FILLED GEOTEXTILE TUBE AND BAGS
Journal of GeoEngineering, Vol. 6, No. 1, pp. Chew 41-45, et al.: April Laboratory 2011 Study on the Consolidation Settlement of Clay-Filled Geotextile Tube and Bags 41 LABORATORY STUDY ON THE CONSOLIDATION
More informationLong-term filtration performance of nonwoven geotextile-sludge systems
Geosynthetics International,,, No. Long-term filtration performance of nonwoven geotextile-sludge systems A. H. Aydilek and T. B. Edil Assistant Professor, Department of Civil and Environmental Engineering,
More informationPerformance of Geosynthetics in the Filtration of High Water Content Waste Material
INDIAN GEOTECHNICAL SOCIETY CHENNAI CHAPTER Performance of Geosynthetics in the Filtration of High Water Content Waste Material T. Arun 1 and K. Ilamparuthi 2 ABSTRACT: Filtration mould was fabricated
More informationA Drainage Geocomposite for Coal Combustion Residual Landfills and Surface Impoundments
A Drainage Geocomposite for Coal Combustion Residual Landfills and Surface Impoundments Dhani Narejo 1, Mengjia Li 2, Ed Zimmel 3 and Yin Wu 4 1,3,4 GSE Lining Technology LLC, 19103 Gundle Road, Houston,
More informationPERFORMANCE OF GEOSYNTHETICS IN THE FILTRATION OF HIGH WATER CONTENT WASTE MATERIAL
IGC 2009, Guntur, INDIA PERFORMANCE OF GEOSYNTHETICS IN THE FILTRATION OF HIGH WATER CONTENT WASTE MATERIAL K. Ilamparuthi Professor, Anna University, Chennai 600025, India. E-mail: kanniilam@gmail.com
More informationPullout of Geosynthetic Reinforcement with In-plane Drainage Capability. J.G. Zornberg 1 and Y. Kang 2
Zornberg, J.G., Kang, Y. (2005). Pullout of Geosynthetic Reinforcement with In-plane Drainage Capability. Geosynthetics Research and Development in Progress, Eighteenth Geosynthetic Research Institute
More informationAssessments of Long-Term Drainage Performance of Geotextiles
57ième CONGRÈS CANADIEN DE GÉOTECHNIQUE 5ième CONGRÈS CONJOINT SCG/AIH-CNN 57TH CANADIAN GEOTECHNICAL CONFERENCE 5TH JOINT CGS/IAH-CNC CONFERENCE Assessments of Long-Term Drainage Performance of Han-Yong
More informationImprovement of Granular Subgrade Soil by Using Geotextile and Jute Fiber
International Journal of Science, Technology and Society 2015; 3(5): 230-235 Published online August 3, 2015 (http://www.sciencepublishinggroup.com/j/ijsts) doi: 10.11648/j.ijsts.20150305.12 ISSN: 2330-7412
More informationGEOTEXTILES FOR FILTERING WATER AND OIL FLUIDS
GEOTETILES FOR FILTERING WATER AND OIL FLUIDS J. Don Scott, Professor Emeritus Geotechnical Centre, Department of Civil & Environmental Engineering University of Alberta, Edmonton, Alberta, Canada, T6G
More informationEFFECT OF COMPACTION ON THE UNSATURATED SHEAR STRENGTH OF A COMPACTED TILL
EFFECT OF COMPACTION ON THE UNSATURATED SHEAR STRENGTH OF A COMPACTED TILL Vanapalli, S.K., Pufahl, D.E., and Fredlund, D.G. (University of Saskatchewan, Saskatoon, SK., Canada, S7N 5A9) Abstract An experimental
More informationTRANSMISSIVITY BEHAVIOR OF SHREDDED SCRAP TIRE DRAINAGE LAYER IN LANDFILL COVER SYSTEM *
TRANSMISSIVITY BEHAVIOR OF SHREDDED SCRAP TIRE DRAINAGE LAYER IN LANDFILL COVER SYSTEM * Krishna R. Reddy, Aravind Marella and Prasanth Ala University of Illinois at Chicago, Department of Civil and Materials
More informationMechanical Behavior of Soil Geotextile Composites: Effect of Soil Type
Mechanical Behavior of Geotextile Composites: Effect of Type A.I. Droudakis and I.N. Markou Department of Civil Engineering, Democritus University of Thrace, Greece 12 Vas. Sofias str., GR-671 Xanthi,
More informationGEOTEXTILE TUBE: FILTRATION PERFORMANCE OF WOVEN GEOTEXTILES UNDER PRESSURE
GEOTEXTILE TUBE: FILTRATION PERFORMANCE OF WOVEN GEOTEXTILES UNDER PRESSURE Kaixia Liao Syracuse University, Civil and Environmental Engineering Department, Syracuse, NY, USA Shobha K. Bhatia Syracuse
More informationProposed ASTM Standard Method
Proposed ASTM Standard Method AUTHORS: Jack Fowler, PhD., P.E., Geotec Associates, 5000 Lowery Road, Vicksburg, MS, 39180, 601-636-5475, jfowler@vicksburg.com; Tom Stephens, Vice President, TC Mirafi,
More informationBy YUCHENG SHI B.Sc, Nanjing Institute of Architectural Engineering, China, 1984 M.A.Sc., Tongji University, China, 1987
FILTRATION BEHAVIOUR OF NON-WOVEN GEOTEXTILES IN THE GRADIENT RATIO TEST By YUCHENG SHI B.Sc, Nanjing Institute of Architectural Engineering, China, 1984 M.A.Sc., Tongji University, China, 1987 A THESIS
More informationGEOTEXTILE DEFORMATION ANALYSIS OF GEOSYNTHETIC CLAY LINERS WITH FEM
Geotextile deformation analysis of Geosynthetic Clay Liners under high hydraulic heads with Finite Element Method VII International Conference on Textile Composites and Inflatable Structures STRUCTURAL
More informationEFFECT OF CENTRAL PILE IN INCREASING THE BEARING CAPACITY OF BORED PILE GROUPS
EFFECT OF CENTRAL PILE IN INCREASING THE BEARING CAPACITY OF BORED PILE GROUPS Mohamed M. Shahin Department of Civil Engineering, 7 th October University, Misurata,, Libya, E-mail: Mohamed_zubi@yahoo.com
More informationINFLUENCE OF STRAIN RATE, SPECIMEN LENGTH AND CONFINEMENT ON MEASURED GEOTEXTILE PROPERTIES
Technical Paper by S.R. Boyle, M. Gallagher and R.D. Holtz INFLUENCE OF STRAIN RATE, SPECIMEN LENGTH AND CONFINEMENT ON MEASURED GEOTEXTILE PROPERTIES ABSTRACT: In-isolation and in-soil tests were performed
More informationEFFECT OF RELICT JOINTS IN RAIN INDUCED SLOPE FAILURES IN RESIDUAL SOIL
EFFECT OF RELICT JOINTS IN RAIN INDUCED SLOPE FAILURES IN RESIDUAL SOIL Neethimappiriya Tharmalingam, Student (Email: neethi_26@yahoo.com) N.W.H. Lakshamana, Student (Email: hansaka8888@yahoo.com) R.D.T.B.
More informationAnalysis of Pullout Resistance of Soil-Nailing in Lateritic Soil
Analysis of Pullout Resistance of Soil-Nailing in Lateritic Soil B,L.A. Isaka 1, B.C. Madushanka 1 and N.H. Priyankara 1 1 Department of Civil and Environmental Engineering Faculty of Engineering University
More informationGEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of civil engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 3
More informationGeotextile Testing Equipment
Equipment Geotextile Test Equipment Geotextile comprises of nonwovens, wovens and multi layer composite materials made up of synthetic (polypropylene, polyester, etc.) or natural (jute, coir, textile,
More informationEFFECT OF BOLT CONNECTION OF SQUARE-SHAPED GEOCELL MODEL ON PULLOUT TEST RESULTS
EFFECT OF BOLT CONNECTION OF SQUARE-SHAPED GEOCELL MODEL ON PULLOUT TEST RESULTS Zelong XU 1, Takashi KIYOTA 2, Sam Ronald OLOYA 3, Christian HAUSSNER 3 1 Ph. D. student, Institute of Industrial Science,
More informationMoisture Content Effect on Sliding Shear Test Parameters in Woven Geotextile Reinforced Pilani Soil
International Journal of Engineering Science Invention ISSN (Online): 2319 6734, ISSN (Print): 2319 6726 Volume 2 Issue 8 ǁ August 2013 ǁ PP.10-15 Moisture Content Effect on Sliding Shear Test Parameters
More informationBasic Geosynthetics: A Guide to Best Practices in Forest Engineering
Basic Geosynthetics: A Guide to Best Practices in Forest Engineering Jonathan Fannin Ph.D., P. Eng., Forest Resources Management and Civil Engineering, University of British Columbia, Canada. ABSTRACT
More informationG E O T E X T I L E S
G E O T E X T I L E S stronger by design G E O T E X T I L E S no.1 the UK s woven manufacturer Don & Low are market leaders in the manufacture of a wide range of industrial textile products. Our international
More informationAPPLICATIONS IN FILTRATION AND DRAINAGE & EROSION CONTROL
Lecture 36 APPLICATIONS IN FILTRATION AND DRAINAGE & EROSION CONTROL Prof. G L Sivakumar Babu Department of Civil Engineering Indian Institute of Science Bangalore 560012 Geotextile filter requirements:
More informationNumerical Analysis of Leakage through Geomembrane Lining Systems for Dams
The First Pan American Geosynthetics Conference & Exhibition 25 March 2008, Cancun, Mexico Numerical Analysis of Leakage through Geomembrane Lining Systems for Dams C.T. Weber, University of Texas at Austin,
More informationUsage of Woven Geo-Textiles in the Construction Subgrade in Flexible Pavements
Usage of Woven Geo-Textiles in the Construction Subgrade in Flexible Pavements Muntazir Ahmad Bhat 1, Dr. Rakesh Gupta 2 1 Dept of Civil Engineering 2 Professor, Dept of Civil Engineering 1, 2, SRMIET,
More informationCentrifuge modelling and dynamic testing of Municipal Solid Waste (MSW) landfills
Centrifuge modelling and dynamic testing of Municipal Solid Waste (MSW) landfills N. I. Thusyanthan & S. P. G. Madabhushi Department of Engineering, University of Cambridge, United Kingdom ABSTRACT: An
More informationSwelling Treatment By Using Sand for Tamia Swelling Soil
Swelling Treatment By Using Sand for Tamia Swelling Soil G. E. Abdelrahman 1, M. M. Shahien 2 1 Department of Civil Engineering, Cairo University-Fayoum Branch, Fayoum, Egypt 2 Department of Civil Engineering,
More informationIntroduction. Functions of Non woven Geotextile (TechGeo) Separation. Filtration. Drainage. Containment. Tech Geo. . Geotextile Overview
Introduction Nonwoven Geotextile (TechGeo) - Functions & Applications TechGeo is made from the highest quality PP fibers. It is a Nonwoven Geotextile, needle punched to form a strong fabric that relates
More informationCOMPARISON OF SHEAR STRENGTH PARAMETERS OF BLACK COTTON SOIL WITH EFFECT OF RELATIVE COMPACTION
Vol-2 Issue-4 16 COMPARISON OF SHEAR STRENGTH PARAMETERS OF BLACK COTTON SOIL WITH EFFECT OF RELATIVE COMPACTION Prof. Usha k. Patel Assistant Professor, LDCE Prof. M. G. Vanza Associate Professor, LDCE
More informationGeotextiles and Loess: Long-Term Flow
MID-CONTINENT TRANSPORTATION SYMPOSIUM PROCEEDINGS 249 Geotextiles and Loess: Long-Term Flow PAUL DENKLER, JOHN BOWDERS, AND ERIK LOEHR The ability of a geotextile to separate soils having varying grain
More informationBase resistance of individual piles in pile group
th WSEAS Int. Conf. on ENVIRONMENT, ECOSYSTEMS and DEVELOPMENT, Tenerife, Spain, December 14-16, 27 111 Base resistance of individual piles in pile group MOHAMED M. SHAHIN Department of Civil Engineering
More information[Gupta* et al., 5(7): July, 2016] ISSN: IC Value: 3.00 Impact Factor: 4.116
[Gupta* et al., 5(7): July, 6] ISSN: 77-9655 IC Value: 3. Impact Factor: 4.6 IJESRT INTERNATIONAL JOURNAL OF ENGINEERING SCIENCES & RESEARCH TECHNOLOGY EFFECT OF DENSITY AND MOISTURE ON THE SLOPE STABILITY
More informationAn Experimental Study on Variation of Shear Strength for Layered Soils
An Experimental Study on Variation of Shear Strength for Layered Soils Mr. Hemantkumar Ronad 1 DCE, M.Tech in Geotechnical Engg. Department of Civil Engineering 1, Basaveshwar Engineering College, Bagalkot-587102.
More informationSoil Stabilization by Using Fly Ash
IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-issn: 2278-1684,p-ISSN: 2320-334X, Volume 13, Issue 6 Ver. VII (Nov. - Dec. 2016), PP 10-14 www.iosrjournals.org Soil Stabilization by Using
More informationO M E Taha. Keywords: nanoparticles, shrinkage strain, expansive strain, nano-copper, nano-alumina ABSTRACT
Taha, M.R. &Taha, O.M.E. (2013) Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown Improvement of shrinkage and expansive soil properties using nanocopper M R Taha Dept. of Civil & Structural
More informationStudy of Soil Cement with Admixture Stabilization for Road Sub-Grade
IJIRST International Journal for Innovative Research in Science & Technology Volume 3 Issue 10 March 2017 ISSN (online): 2349-6010 Study of Soil Cement with Admixture Stabilization for Road Sub-Grade Rupesh
More informationTechnical Note by T.D. Stark, T.R. Boerman, and C.J. Connor
Technical Note by T.D. Stark, T.R. Boerman, and C.J. Connor PUNCTURE RESISTANCE OF PVC GEOMEMBRANES ABSTRACT: This paper presents an experimental study to develop a design procedure for the puncture behavior
More informationElements of Design of Multi-linear Drainage Geocomposites for Landfills
Elements of Design of Multi-linear Drainage Geocomposites for Landfills Stephan Fourmont Business Development Manager East sfourmont@draintube.net C : (418) 929-3139 Multi-linear drainage geocomposites
More informationAASHTO M Subsurface Drainage
Subsurface Drainage Description: This specification is applicable to placing a geotextile against the soil to allow long-term passage of water into a subsurface drain system retaining the in -situ soil.
More informationConsolidation Stress Effect On Strength Of Lime Stabilized Soil
RESEARCH ARTICLE OPEN ACCESS Consolidation Stress Effect On Strength Of Stabilized Soil K. Saranya*, Dr. M. Muttharam** *(Department of Civil Engineering, Research Scholar, Anna University, Chennai-25)
More informationTechnical Supplement 14D. Geosynthetics in Stream Restoration. (210 VI NEH, August 2007)
Technical Supplement 14D (210 VI NEH, August 2007) Issued August 2007 Cover photo: Inert or manmade materials can be used in restoration designs where immediate stability is required and can be used in
More informationTHE INFLUENCE OF PACKING DENSITY ON HYDRAULIC PROPERTIES OF NEEDLEPUNCHED NONWOVEN GEOTEXTILES
THE INFLUENCE OF PACKING DENSITY ON HYDRAULIC PROPERTIES OF NEEDLEPUNCHED NONWOVEN GEOTEXTILES A.A. Dawoud Eng. Lecturer Spinning, weaving & knitting Dept., Faculty of Applied Arts, Helwan University,
More informationLARGE-SCALE SHEAR TESTS ON INTERFACE SHEAR PERFORMANCE OF LANDFILL LINER SYSTEMS
Proceeding of the 4 th Asian Regional Conference on Geosynthetics June 17-2, 28 Shanghai, China LARGE-SCALE SHEAR TESTS ON INTERFACE SHEAR PERFORMANCE OF LANDFILL LINER SYSTEMS M. Kamon 1, S. Mariappan
More informationIdentification of key parameters on Soil Water Characteristic Curve
Identification of key parameters on Soil Water Characteristic Curve A.A. Heshmati 1, M.R. Motahari 2,* 1, 2 School of Civil Engineering, Iran University of Science and Technology P.O. Box 16765-163, Narmak,
More informationSUBGRADE IMPROVEMENT OF CLAYEY SOIL WITH THE USE OF GEOTEXTILES
SUBGRADE IMPROVEMENT OF CLAYEY SOIL WITH THE USE OF GEOTEXTILES 1 Soma Prashanth Kumar, 2 Mohammed Asif T L, 3 Mane S R Rohith 1 Assistant Professor, Department of Civil Engineering, JBIET, Moinabad, (India)
More informationLeakage through Liners under High Hydraulic Heads. PH (512) ; FAX (512) ;
Weber, C.T., and Zornberg, J.G. (2005). Leakage through Liners under High Hydraulic Heads." Geosynthetics Research and Development in Progress, Eighteenth Geosynthetic Research Institute Conference (GRI-18),
More informationE R O S I O N C O N T R O L
E R O S I O N C O N T R O L GEOTEXTILES T O U G H O V E R T I M E EROSION CONTROL 1.0 Features of PERMANENT PG 2 EROSION CONTROL 2.0 How Typar geotextiles PG 2 work 4.0 Installation guide PG 6 5.0 Overlap
More informationHYDRAULIC CLASSIFICATION OF UNSATURATED GEOTEXTILES FOR USE IN CAPILLARY BARRIERS
Second Pan American Geosynthetics Conference & Exhibition GeoAmericas 202 Lima, Perú - May 202 HYDRAULIC CLASSIFICATION OF UNSATURATED GEOTEXTILES FOR USE IN CAPILLARY BARRIERS NONWOVEN C.B. Pickles, AMEC
More informationNumerical Analysis of the Bearing Capacity of Strip Footing Adjacent to Slope
International Journal of Science and Engineering Investigations vol. 4, issue 46, November 25 ISSN: 225-8843 Numerical Analysis of the Bearing Capacity of Strip Footing Adjacent to Slope Mohammadreza Hamzehpour
More informationFilters in Geotechnical and Hydraulic Engineering
PROCEEDINGS OF THE FIRST INTERNATIONAL CONFERENCE "GEO-FILTERS" KARLSRUHE / GERMANY / 20-22 OCTOBER 1992 Filters in Geotechnical and Hydraulic Engineering Edited by J. BRAUNS & U. SCHULER Institute of
More informationModified geotextile tube a new geotextile tube for optimized retaining efficiency and dewatering rate
Modified geotextile tube a new geotextile tube for optimized retaining efficiency and dewatering rate Hyeong-Joo Kim 1), Tae-Woong Park 2), Sung-Gil Moon 3), Hyeong-Soo Kim 4), Ri Zhang 5), and *Peter
More informationFIELD PERFORMANCE OF GEOTEXTILE REINFORCED SLUDGE CAPS
FIELD PERFORMANCE OF GEOTEXTILE REINFORCED SLUDGE CAPS AHMET H. AYDILEK UNIVERSITY OF WISCONSIN-MADISON UNITED STATES OF AMERICA ABSTRACT Geosynthetic reinforced capping of highwater content waste materials
More informationEvaluation of the Development of Capillary Barriers at the Interface between Fine-grained Soils and Nonwoven Geotextiles
Zornberg, J.G., Azevedo, M.M., and Pickles, C.B. (2016). Evaluation of the Development of Capillary Barriers at the Interface between Fine-grained Soils and Nonwoven Geotextiles, Geotechnical Special Publication
More informationLiner Construction & Testing Guidance Overview
Liner Construction & Testing Guidance Overview Ruben Meza, Jr., P.E. Waste Permits Division Municipal Solid Waste Permits Section 2017: TCEQ Environmental Trade Fair Agenda Summary of Revised Guidance
More informationFull Scale Model Test of Soil Reinforcement on Soft Soil Deposition with Inclined Timber Pile
Full Scale Model Test of Soil Reinforcement on Soft Soil Deposition with Inclined Timber Pile Suheriyatna 1, L. Samang 2, M. W. Tjaronge 3 and T. Harianto 4 1 Doctoral Student, Department of Civil Engineering,
More informationGEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of Civil Engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 2
More informationA new test procedure to measure the soil-water characteristic curves using a small-scale centrifuge
A new test procedure to measure the soil-water characteristic curves using a small-scale centrifuge R. M. Khanzode, Graduate Student, University of Saskatchewan, Saskatoon, Canada, S7N 5A9 D.G. Fredlund,
More informationEffect of Admixtures on Strength and Compressibility Characteristics of Different Types of Soils
Effect of Admixtures on Strength and Compressibility Characteristics of Different Types of Soils Deepika Bonagiri Research Scholar, M.Tech Geo-Technical Engineering, Malla Reddy Engineering College (Autonomous),
More informationLOAD TRANSFER MECHANISM IN PULL-OUT TESTS
Technical Paper by I.M. Alobaidi, D.J. Hoare and G.S. Ghataora LOAD TRANSFER MECHANISM IN PULL-OUT TESTS ABSTRACT: This paper presents a numerical method to predict soil-geotextile interface friction parameters.
More informationDevelopment of capillary barriers during water infiltration in a geotextile-reinforced soil wall
Development of capillary barriers during water infiltration in a geotextile-reinforced soil wall F. H. M. Portelinha Federal University of Sao Carlos, Sao Paulo, Brazil J. G. Zornberg The University of
More informationComprehensive Material Characterizations for a Pavement Embankment Installed with Wicking Fabric
Comprehensive Material Characterizations for a Pavement Embankment Installed with Wicking Fabric Chuang Lin Ph.D. Student Xiong Zhang Associate Professor University of Alaska Fairbanks Jie Han Professor
More informationUnsaturated Shear Strength Behavior under Unconsolidated Undrained Tests
Unsaturated Shear Strength Behavior under Unconsolidated Undrained Tests Majid Sokhanvar 1, Ir. Dr. Azman Kassim 2 1: Master of Engineering (Civil- Geotechnics), Faculty of Civil Engineering, Universiti
More informationFINAL COVER VENEER STABILITY ANALYSES FOR SCA DESIGN
DRAFT ONONDAGA LAKE SEDIMENT CONSOLIDATION AREA CIVIL & GEOTECHNICAL FINAL DESIGN 12B12BAPPENDIX L FINAL COVER VENEER STABILITY ANALYSES FOR SCA DESIGN p:\honeywell -syr\444853 - lake detail design\09
More informationEvaluation of Installation Damage of Geotextiles. A Correlation to Index Tests
Evaluation of Installation Damage of Geotextiles. A Correlation to Index Tests R. Diederich DuPont de Nemours Luxembourg S.A. ABSTRACT A research program was performed in order to study the behaviour of
More informationA Study on Stabilization of Subgrade Soil Using Natural Fibers (Coir and Jute)
A Study on Stabilization of Subgrade Soil Using Natural Fibers (Coir and Jute) M. Mohan 1, L. Manjesh Research Scholar, Department of Civil Engineering, UVCE, Bangalore University, Bengaluru, Karnataka,
More informationMATERIAL SPECIFICATION FOR GEOTEXTILES
ONTARIO PROVINCIAL STANDARD SPECIFICATION METRIC OPSS 1860 NOVEMBER 2004 MATERIAL SPECIFICATION FOR GEOTEXTILES TABLE OF CONTENTS 1860.01 SCOPE 1860.02 REFERENCES 1860.03 DEFINITIONS 1860.04 SUBMISSION
More informationLessons Learned From the Failure of a GCL/Geomembrane Barrier on a Side Slope Landfill Cover
Lessons Learned From the Failure of a GCL/Geomembrane Barrier on a Side Slope Landfill Cover by G. N. Richardson, R. S. Thiel and W. A. Marr ABSTRACT: A sliding failure which occurred during construction
More informationCHAPTER 8 SLOPE STABILITY ANALYSIS
TM 5-818-1 / AFM 88-3. Chap. 7 CHAPTER 8 SLOPE STABILITY ANALYSIS 8-1. General. This chapter is concerned with characteristics and critical aspects of the stability of excavation slopes; methods of designing
More informationD DAVID PUBLISHING. 1. Introduction. Dr. Vivek Ganesh Bhartu
Journal of Geological Resource and Engineering 4 (15) 173-184 doi:10.17265/2328-2193/15.04.002 D DAVID PUBLISHING Degradation of Mechanical Properties of Geotextiles and Geomembranes Exposed to Outdoor
More informationCharudatta R. Prayag Deputy Director Ahmedabad Textile Industry s Research Association Ahmedabad
Introduction to Geotextiles and the use of Polyester in Geosynthetics, and a brief outline of the Scheme for promotion of usage of Geotextiles in the NER of the Ministry of Textiles, Govt. of India Charudatta
More informationWATER FLOW THROUGH GEOTEXTILES USED TO SUPPORT THE ROOT ZONE OF TURFGRASS ON SPORTS FIELDS. A Thesis KEISHA MARIE ROSE-HARVEY
WATER FLOW THROUGH GEOTEXTILES USED TO SUPPORT THE ROOT ZONE OF TURFGRASS ON SPORTS FIELDS A Thesis by KEISHA MARIE ROSE-HARVEY Submitted to the Office of Graduate Studies of Texas A&M University in partial
More informationPULLOUT CAPACITY OF HORIZONTAL AND INCLINED PLATE ANCHORS IN CLAYEY SOILS
PULLOUT CAPACITY OF HORIZONTAL AND INCLINED PLATE ANCHORS IN CLAYEY SOILS BALESHWAR SINGH Associate Professor Department of Civil Engineering Indian Institute of Technology Guwahati Guwahati 78139, India
More informationPART I - MODELING DRYING OF THREE-DIMENSIONAL PULP MOLDED STRUCTURES - EXPERIMENTAL PROGRAM
Drying '98 - Proceedings of the 11 th International Drying Symposium (IDS '98) Halkidiki, Greece, August 19-22, 1998, vol. A, pp. 349-356 PART I - MODELING DRYING OF THREE-DIMENSIONAL PULP MOLDED STRUCTURES
More informationExperimental tests for geosynthetics anchorage trenches
Experimental tests for geosynthetics anchorage trenches Girard H. Cemagref, Bordeaux, France Briançon L Cnam, Paris, France Rey E. Cnam, Paris, France Keywords: geosynthetics, anchorage trench, full-scale
More informationRoad Soil. Curtis F. Berthelot Ph.D., P.Eng. Department of Civil Engineering. Road Soil Introduction
Road Soil Characterization ti By: Curtis F. Berthelot Ph.D., P.Eng. Department of Civil Engineering Road Soil Introduction Roads are constructed of layered heterogeneous multiphase geo-materials that exhibit
More informationGlobal Coitment to Quality Global Synthetics with their German partner, Naue GmbH, are now able partner, Naue GmbH, have strong coitments to quality a
Secutex Nonwoven Heavyweight Geotextile Range Polypropylene Geotextile for Speciality Applications Geotextiles for protection of liners in landfill construction Geotextiles for rock revetments Geotextiles
More informationHYDRAULIC DESIGN involves several basic
Chapter 6 Tools for Hydr draulic and Road Design HYDRAULIC DESIGN involves several basic concepts that must be considered to build successful projects with a minimum risk of failure (Photo 6.1). Use of
More informationSea to Sky Geotechnique 2006
INTERFACE SHEAR-STRENGTH PROPERTIES OF TEXTURED POLYETHYLENE GEOMEMBRANES Eric Blond, CTT Group / SAGEOS, Quebec, Canada Guy Elie, Solmax International, Quebec, Canada ABSTRACT In order to better characterize
More informationRapid Drawdown with Multi-Stage
1 Introduction Rapid Drawdown with Multi-Stage Stability analysis during rapid drawdown is an important consideration in the design of embankment dams. During rapid drawdown, the stabilizing effect of
More informationSKAPS GEOTEXTILE SUBSURFACE DRAINAGE
SKAPS INDUSTRIES 335 Athena Drive, Athens, GA 30601 Ph: (706)-354-3700 Fax: (706)-354-3737 Email: contact@skaps.com DROP-IN SPECIFICATIONS SKAPS GEOTEXTILE SUBSURFACE DRAINAGE The following drop-in specification
More informationAPPENDIX E COMPACTION CHARACTERISTICS AND EQUIPMENT
APPENDIX E COMPACTION CHARACTERISTICS AND EQUIPMENT When the Materials Division designs a pavement structure, there are a number of factors that influence it s outcome. Projected traffic counts, percentage
More informationTHE ROLE OF SUCTION IN THE PERFORMANCE OF CLAY FILL RONALD F. REED, P.E. 1 KUNDAN K. PANDEY, P.E. 2
THE ROLE OF SUCTION IN THE PERFORMANCE OF CLAY FILL RONALD F. REED, P.E. 1 KUNDAN K. PANDEY, P.E. 2 Abstract Plastic clay is commonly used as fill. Proper placement is the key to the performance of the
More informationStress-Strain and Strength Behavior of Undrained Organic Soil in Kupondol, Kathmandu
TUTA/IOE/PCU Journal of the Institute of Engineering, Vol. 8, No. 1, pp. 113 118 TUTA/IOE/PCU All rights reserved. Printed in Nepal Fax: 977-1-5525830 Stress-Strain and Strength Behavior of Undrained Organic
More informationImprovement in CBR of Expansive Soil with Jute Fiber Reinforcement
Improvement in CBR of Expansive Soil with Jute Fiber Amit Kumar Singh (M.E. Geotechnical Engg.) R.K. Yadav (Associate Professor) Civil Engineering Department, Jabalpur Engineering College (JEC), Jabalpur,
More informationGeosynthetic materials Solutions for improved ground structure. Name it. We ll do it.
Geosynthetic materials Solutions for improved ground structure TEXEL S PRODUCTION CAPABILITIES By concentrating on the carding/needlepunching technology and continuously investing in its production and
More informationSHEAR STRENGTH CHARACTERISTICS OF PVC GEOMEMBRANE-GEOSYNTHETIC INTERFACES
Technical Paper by R.P. Hillman and T.D. Stark SHEAR STRENGTH CHARACTERISTICS OF PVC GEOMEMBRANE-GEOSYNTHETIC INTERFACES ABSTRACT: Torsional ring shear and large-scale direct shear tests were conducted
More informationCompressibility and One Dimensional Consolidation of Soil
Compressibility and One Dimensional Consolidation of Soil ONE DIMENSIONAL SETTLEMENT BEHAVIOUR Initial condition U= u0 u0 is hydrostatic pore water pressure Effective stress, σo' Undrained loading U =
More informationSUSTAINABLE BACKFILL MATERIALS MADE OF CLAY AND RECYCLED EPS
SUSTAINABLE BACKFILL MATERIALS MADE OF CLAY AND RECYCLED EPS Andreas NATAATMADJA Ph.D 1 Hema Kumar ILLURI Ph.D 2 Keywords: backfill, EPS, expansive clay, soil stabilization, swelling, sustainable material
More information2.2 Soils 3 DIRECT SHEAR TEST
507 c) GT TS 50: Nonwoven needle-punched, continuous filament, polypropylene geotextile, with mass per unit area of 200 g/m 2 and thickness of 1.9mm. d) Smooth HDPE geomembrane (GM) with average thickness
More informationA Study on Soil Stabilization using Cement and Coir Fibres
A Study on Soil Stabilization using ement and oir Fibres Deepakraja T.G 1, harumol.s 2 1 PG Student, Dept. of ivil Engineering, oimbatore Institute of Technology, oimbatore, India 2 PG Student, Dept. of
More informationRetention performance of geotextile containers confining geomaterials
Geosynthetics International, 24, 11, No. 2 Retention performance of geotextile containers confining geomaterials M. E. Kutay 1 and A. H. Aydilek 2 1 Graduate Research Assistant, Department of Civil and
More informationSoil-Suction Measurements Using the Filter Paper Method to Evaluate Swelling Potential
Soil-Suction Measurements Using the Filter Paper Method to Evaluate Swelling Potential Charles Lucian Ardhi University (ARU), P.O. Box 35176, Dar es Salaam, Tanzania Email: lucian@aru.ac.tz, charleslucian@gmail.com
More informationFIGURE 1 Installing a geotextile filter at a tailing pond. Photograph courtesy Afitex-Texel
FIGURE 1 Installing a geotextile filter at a tailing pond. Photograph courtesy Afitex-Texel 12 Geosynthetics October November 2018 Filtration of oil sands tailing slurries By Eric Blond, Pascal Saunier
More information