The suitability of stony cohesive fill material
|
|
- Paul Walters
- 5 years ago
- Views:
Transcription
1 The suitability of stony cohesive fill material Philip Jenkins, retired geotechnical engineer, and John Davidson, Dundee University 1. INTRODUCTION Stony cohesive fill derived from glacial till can be utilised to construct stable and durable embankments; in addition such fill can provide an adequate load-bearing platform for structures. Stony cohesive fills are generally classified as Class 2C Fill as defined by the MCHW Table 6/2 (Grading requirements for acceptable earthworks material). Since glacial till is generally over-consolidated, the in situ is usually close to or less than the optimum derived from a compaction test. However, the upper layer of many glacial tills has been subjected to weathering and consequent water ingress which has resulted in an increase in moisture content. Inclement weather during the earthworks phase can result in a significant increase in moisture content which may render the fill material unsuitable for engineering purposes. Relationship testing using routine laboratory tests can be used to assess the suitability and predict the performance of fill material at s in excess of optimum. 2. COMPACTION SPECIFICATION The Method Compaction Specification (MCHW SHW Volume 1 Series 6) requires compacted fill to receive a set number of passes by plant with a minimum static mass (kg/m) to achieve compacted layers of specified maximum thickness. Thus the earthworks contractor needs to ensure adequate coverage of suitable fill by compaction plant to meet the specification; the subsequent performance of the fill is not his responsibility. The end product specification requires the fill to achieve a minimum dry density, usually not less than 95% of maximum dry density, as derived from a compaction test (BS1377 Part 4), and with an air content not exceeding 5%. In situ testing is performed to monitor the quality control of the placed fill. The choice of plant is usually the remit of the earthworks contractor; taper-foot vibrating rollers are suitable for use on cohesive fill. Charles et al (1998) suggest that the 95% compaction criterion should be treated as a minimum requirement and not an optimal fixation. However, achieving these criteria do not provide assurance that parameters such as the undrained shear Figure 1. Particle size distributions for four Scottish glacial tills Percentage passing (%) FIGURE 1: PARTICLE SIZE DISTRIBUTION OF FOUR GLACIAL TILLS Laboratory simulated class 2c Scottish glacial till Glasgow Regional glacial till, upper and lower bounds Bradan Dam, Ayreshire glacial till, upper and lower bounds Particle size (mm) strength and California Bearing Ratio (CBR) values will be adequate. 3. SIMULATED STONY COHESIVE FILL The objective was to simulate a stony cohesive fill and perform a rigorous programme of laboratory tests to BS1377 (199). The particle size distributions for four Scottish glacial tills are shown in figure 1 (CIRIA 1999); also plotted is the grading for the simulated glacial till which was prepared by mixing silty clay (4%), sand (4%) and fine and medium gravel (2%). Figure 2 shows a ternary diagram (CIRIA 1999) which compares the simulated till with granular, granular matrix and well graded tills found in the UK. Figures 1 and 2 demonstrate that the simulated till is well graded and representative of Scottish glacial tills. 4. LABORATORY TESTING PROGRAMME The following laboratory tests were performed to BS1377 (199): Specific gravity Compaction using the 4.5kg rammer Moisture condition value (MCV) Unconsolidated undrained triaxial California bearing ratio Q September 215 GROUND ENGINEERING 25
2 FIGURE 2: TERNARY DIAGRAM (CIRIA 1999) Dry density (g/ml) Cohesive matrix tills Percentage fines Scottish tills North of England tills Welsh tills Southern English tills 2 1 Granular matrix tills Well graded tills 9 Granular tills Percentage gravel Midlands tills Sandy clay No 2 (Parsons, 1992) Well graded sand (Parsons, 1992) Gravel-sand clay (Parsons, 1992) Q The simulated sample was selected to ensure that the coarsest particles were less than 2mm which is the maximum size permitted in the compaction test. The 4.5kg rammer was selected as it is believed to be compatible with the compactive effort of modern earthworks plant, which can exceed 5,kg/m (Table 6/4: Method Compaction for Earthworks Materials: Plant and Methods). The compaction test was conducted at moisture contents between optimum -1% and optimum +3%. Samples for undrained triaxial and CBR were prepared to combinations of dry density and moisture content varying between optimum and optimum +3% Percentage sand FIGURE 3: COMPACTION TEST RESULTS PdryMax = 2.24 g/ml 95% PdryMax = 2.13 g/ml Moisture content vs dry density % Air content 5% Air content 1% Air content OMC = 7.% 95% PdryMax moisture content = 9.3% Figure 2. Ternary diagram (CIRIA 1999) which compares the simulated till with granular, granular matrix and well graded tills found in the UK Figure 3. Summary of compaction test results in 1% increments. 5. LABORATORY TEST RESULTS Liquid and plastic limits of the silty clay fraction were determined to be: LL = 39 ; PL = 17 ; PI = 22 from which the soil is classified as a clay of intermediate plasticity. However, since this test is performed on the fraction finer than 425μm, its relevance to well graded glacial tills is uncertain. The compaction tests results are summarised graphically in figure 3; air content lines are based on a measured specific gravity value of 2.72 and the formula: [ ρ ( dry 1 w ) ] A = 1 ρ water SG + 1 x 1 where : A = air content ρdry = dry density of soil ρwater = density of water SG = specific gravity w = It is imperative that the specific gravity value of the soil sample be determined rather than assumed since minerals and hence rock fragments exhibit a wide range of values, as illustrated below: TYPICAL SPECIFIC GRAVITY VALUES (MINDAT.COM) Quartz 2.65 Augite 3.19 to 3.59 Montmorillonite 2. to 3. Illite 2.79 to 2.8 Muscovite 2.77 to 2.88 Feldspar 2.55 to 2.63 Hornblende 3. to 3.47 Olivine 3.27 to 3.37 An optimum (OMC) of 7% and a dry maximum dry density of 2.24g/ml was derived from the compaction test. Applying the suitability criterion of 95% of maximum dry density gives a target dry density of 2.13g/ml and hence an upper of 9.3% is applicable; material wetter than this would be rejected as unsuitable. The undrained shear strength results are summarised in figure 4 which shows that shear strength decreases steadily from 14kPa at optimum to less than 2kPa at optimum +3%. At an undrained shear strength of 5kPa, which is towards the lower limit of firm consistency, a of 9% applies. The reduction in undrained shear strength with small increases in is unambiguous and is postulated to be the primary cause of the difficulties 26 GROUND ENGINEERING September 215
3 FIGURE 4: RELATIONSHIP BETWEEN MOISTURE CONTENT AND UNDRAINED SHEAR STRENGTH Undrained shear strength (C u )(kpa) Lower limit of C u = 5 kpa y = 4.83x x R 2 =.9968 Upper limit content = 9% Figure 4. Summary of undrained shear strength results (left) Figure 5. Moisture contents correlate with CBR values of 15% and 5% (right) Average CBR (%) FIGURE 5: RELATIONSHIP BETWEEN MOISTURE CONTENT AND CBR y = 7E+1x R 2 =.9784 Lower limit of CBR before capping layer is needed = 15% Upper limit of before capping layer is needed = 7.9% Lower limit of CBR for trafficability = 5% Upper limit of for trafficability = 8.8% experienced when constructing earthworks during periods of inclement weather. CIRIA (1999) presents graphs of undrained shear strength versus moisture content for selected UK glacial tills; these graphs all demonstrate the reduction in undrained shear strength which occurs with small increases in (total) sample. Various authors, Head (1988) and Jenkins and Kerr (1998), have considered the significance of the matrix on the strength behaviour of stony fills. Formulae to adjust for the much lower water retaining capacity of the coarse granular material have been proposed. The net effect is that an increase in total of a sample results in a greater increase in the of the silt and clay matrix; this effect increases as the granular content increases. For the simulated fill tested, every 1% increase in total moisture content probably results in a 2.5% increase in matrix. Thus the upper limit of 9% for the whole sample equates to a matrix moisture content of approximately 15%. The CBR results demonstrate a similar trend; this is predictable since the CBR test is effectively a circular footing applying a vertical stress on the soil surface and its load carrying capacity is a function of undrained shear strength of the supporting soil and the bearing capacity factor NC. A similar exercise was performed to determine CBR and the results summarised in figure 5. Figure 5 has been annotated to show the moisture contents which correlate with CBR values of 15% and 5%. The graph demonstrates that the reduction in CBR at s between OMC and O MC+1% is dramatic. The variation condition value with increasing was investigated and the results summarised in figure 6. The test was devised by the Transport Research Laboratory as an aid for rapid assessment of earthworks suitability (TRL 1979, 1997 and 21). A moisture condition value (MCV) exceeding 7.5 is usually taken to indicate that a fill material is suitable for re-use. Thus for the stony cohesive fill investigated the MCV test predicts an upper limit of between 8.7% and 9.%. Figure 7 graphically demonstrates the dry density values achieved when preparing the samples for the undrained triaxial and CBR tests; these values conform closely with the compaction test. In the MCV test significantly lower dry densities were achieved until the attained a value of 9% which is 2% above OMC and is coincidentally the upper limit of suitability predicted by the compaction test. The energy applied by the rammer to the soil in the MCV test is about a third of the energy applied in the 4.5kg compaction test and hence it is to be expected that the dry density values achieved will be lower. However no logical explanation can be presented to explain the relationship between dry density and for the MCV test. 6. TECHNICAL DISCUSSION Currently the DMRB and MCHW advocate the following suitability criteria for Class 2C fill material: 5% or less air content and at least 95% of maximum dry density Lower limit of undrained shear strength = 5kPa Lower limit of CBR = 15 before a capping layer is required Lower limit of MCV = 8.5 Based on the 95% of maximum dry density criterion, the upper suitability limit for this fill is 9.3% which is 2.3% above the optimum. At a of 9.3%: the undrained shear strength = 4kPa which is on the soft firm boundary the CBR = 3 the MCV = 6.4 On the basis that a minimum undrained shear strength of 6 Pa is required to permit trafficability (CIRIA 1999), this Class 2C fill, when compacted, will be suitable up to a maximum of 8.7%. Q September 215 GROUND ENGINEERING 27
4 MCV FIGURE 6: RELATIONSHIP BETWEEN MOISTURE CONTENT AND MCV Lower limit of MCV = 7.5 y = -.476x x R 2 =.9993 Upper limit content = 8.9% Figure 6. Variation condition value with increasing (left) Figure 7. Dry density values achieved when preparing the samples for the undrained triaxial and CBR tests (right) FIGURE 7: COMPARISON OF DRY DENSITY VALUES ACHIEVED FOR ALL TESTS Dry density (P dry )(g/ml) UUTXL test MCV test Comapction test CBR test Q At a to 9.% the undrained shear strength is 5kPa which is often regarded as being the lower limit of trafficability for heavy construction plant (CIRIA 1999). It is suggested that, based on practical experience, the 6 Pa limit may be slightly onerous. Research by Parsons and Toombs (TRL 1988) demonstrated that a moisture condition value of 7.5 represented the lower limit of trafficability for earthworks plant. For the fill investigated this implies a maximum of 8.9% and hence this fill, compacted at a of 9.3% or greater, would be classified as unsuitable with respect to trafficability. The MCV test has gained wide acceptance in relation to monitoring construction suitability of cohesive tills. When MCV testing has been carried out, the results frequently demonstrate poor correlation with other material suitability parameters (Rutty and Johnston, 212). Figure 7 which shows the relationship between dry density and for a variety of tests may be used to explain the vagaries of the MCV test results. It can be seen that the dry density achieved in the MCV test is significantly less than for the 4.5kg compaction test and exhibits a dry density trend which is inexplicable. Experience has demonstrated that foundations constructed on subgrades with a design CBR of less than 2.5% may be problematic. Adoption of the 95% of maximum dry density criterion for this fill will result in a CBR value in excess of the minimum requirement for pavement design. The shaded area in figure 8 shows the limits of fill suitability, based on a typical end-product specification. This work has demonstrated that the 95% of maximum dry density criterion, based on the heavy compaction test, is optimistic. For the soil investigated, compaction at a moisture content of 9.%, which is +2.% above optimum, will provide a fill which is suitable in all respects; this correlates with a criterion of 96% of maximum dry density. 7. CONCLUSIONS The compaction test endures as a simple and appropriate laboratory test for understanding the response of soils to compaction; however the subsequent performance of compacted fill cannot be deduced from the results of this test. The arbitrary criteria of 95% of maximum dry density and 5% air content has been found, in practice, to be a reliable guide as a limit of earthworks suitability but does not, per se, guarantee adequate performance of fills with respect to trafficability, embankment stability and load bearing platforms. This programme of relationship testing has demonstrated that the simulated Class 2C fill would be classed as suitable at s not exceeding 9.3% (OMC+2.3%) which is close to the 95% of maximum dry density criterion. In addition the fill would be expected to perform satisfactorily with respect to trafficability. The results of the MCV test indicate an upper value of 8.8% as the limit of suitability. Therefore it may be concluded that, in the absence of triaxial and MCV data, the extant criteria of 95% of maximum dry density and 5% air content should be reliable as an end-product specification. However adoption of a 96% of maximum dry density criterion will restrict the fill to a maximum moisture content of 9.% and result in a fill which should surpass all relevant extant criteria. It is recommended that undrained triaxial testing on samples compacted to combinations content and density derived from the compaction test is routinely undertaken at the site investigation stage to define the suitability limits with confidence. 28 GROUND ENGINEERING September 215
5 Dry density (g/ml) FIGURE 8: SUITABILITY LIMITS 95% PdryMax = 2.13 g/ml Moisture content vs dry density % Air content 5% Air content 1% Air content 95% PdryMax moisture content = 9.3% Figure 8. Limits of fill suitability based on a typical end-product specification Series 6 - EARTHWORKS - Series_6.pdf mchw/vol1/pdfs/series_6.pdf [Accessed 8 October 214]. mindat.org [online] Available from: [Accessed on 24 June 215] Rutty, P.C. & Johnston, T.P., 212. Optimum use of material: selection of limits for suitable earthworks fill: Irish experience. Geological Society. TRL Report 522 (1979). The Moisture Condition Test and its Potential Applications in Earthworks. Transport Research Laboratory. TRL Report 273 (1997). Use and Application of the MCA with Particular Reference to Glacial Tills. Berkshire: Transport Research Laboratory. TRL Report 13 (1988). Pilot-scale studies of soil by earthmoving vehicles: Transport Research Laboratory. (Parsons & Toombs, 1988) TRL Report 484 (21). Application of soil acceptability forecasts: Transport Research Laboratory. 8. REFERENCES British Standards Institution BS1377-2, Soils for civil engineering purposes Part 2: Classification tests. London: BSI British Standards Institution BS1377-4, Soils for civil engineering purposes Part 4: Compaction-related tests. London: BSI British Standards Institution BS1377-7, Soils for civil engineering purposes Part 7: Shear strength tests (total stress). London: BSI Building Research Establishment, The specification of fills to support buildings on shallow foundations: the 95% fixation. Ground Engineering Charles, J., Skinner, H. & Watts, K The specification of fills to support buildings on shallow foundations: the 95% fixation. Ground Engineering, 31, CIRIA C54 (1999). Engineering in glacial tills. London: Construction Industry Research and Information Association. DMRB Volume 4 Section 1 Part 1 - HA 44/91 Design and Preparation of Contract Documents - ha4491.pdf dmrb/vol4/section1/ha4491.pdf [Accessed 22 January 214]. DMRB Volume 4 Section 1 Part 5 - HA 7/94 - Construction of Highway Earthworks - ha794.pdf dmrb/vol4/section1/ha794.pdf [Accessed 25 January 214]. DMRB Volume 4 Section 1 Part7 - SH 7/83 - Geotechnics and Drainage. Earthworks. Specification for Road and Bridge Works: Soil Suitability for Earthworking: Use of Moisture Condition Apparatus - sh783.pdf [online] Available from: section1/sh7_83.pdf [Accessed 26 January 214] Head, K.H., Manual of soil laboratory testing Vol.1, Pentech Press, London. MCHW Volume 1 -Specification for Highway Works - Geosolve SLOPE Slope Stability Analysis & Reinforced Soil Design WALLAP version 6 Retaining Wall Analysis sheet piles - diaphragm walls - combi walls SLS / ULS analysis Soldier Pile analysis Soil Properties archive Comprehensive advice on EC7 design NEW Integral Bridge design according to PD 6694 GWALL Gravity Wall Analysis Contact: Daniel Borin MA, PhD, CEng, MICE Tel: September 215 GROUND ENGINEERING 29
Compaction. Compaction purposes and processes. Compaction as a construction process
Compaction Compaction purposes and processes Specification and quality control Moisture condition value Compaction is a process that brings about an increase in soil density or unit weight, accompanied
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 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 informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
08 Soil Compaction -1 Activity (After Bell, 1993) Swell-Shrinkage response of clay = f (Period, magnitude of precipitation and evapotranspiration) Kaolinite Smallest swelling capacity Illite May swell
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 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 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 informationEAT 212 SOIL MECHANICS
EAT 212 SOIL MECHANICS Chapter 4: SHEAR STRENGTH OF SOIL PREPARED BY SHAMILAH ANUDAI@ANUAR CONTENT Shear failure in soil Drained and Undrained condition Mohr-coulomb failure Shear strength of saturated
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 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 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 informationAdvanced Foundation Engineering. Introduction
Shahrood University of Technology Department of Geotechnical Engineering Advanced Foundation Engineering Introduction Mohsen Keramati, Ph.D. Assistant Professor 1 - Detailed Course Plan Introduction (Geotechnical
More informationCOHESIONLESS SOIL PROPERTIES IMPROVEMENT USING BENTONITE
COHESIONLESS SOIL PROPERTIES IMPROVEMENT USING BENTONITE Khalida A. Daud Department of Architectural Engineering, Al-Nahrain University, Baghdad, Iraq E-Mail: khalida_dwd@yahoo.com ABSTRACT Construction
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 informationAn Experimental Study of Soil Stabilization using Marble Dust
e t International Journal on Emerging Technologies 9(1): 9-14(2018) ISSN No. (Print) : 0975-8364 ISSN No. (Online) : 2249-3255 An Experimental Study of Soil Stabilization using Marble Dust Anukant Lohia,
More informationAn Introduction to Soil Stabilization for Pavements
An Introduction to Soil Stabilization for Pavements J. Paul Guyer, P.E., R.A. Paul Guyer is a registered mechanical engineer, civil engineer, fire protection engineer and architect with over 35 years experience
More informationMerrill Zwanka Geotechnical Materials Engineer SCDOT Research and Materials Lab February Definitions Sampling and Testing Classification
Soil as a Construction Material Merrill Zwanka Geotechnical Materials Engineer SCDOT Research and Materials Lab February 1999 Soil as a Construction Material Definitions Sampling and Testing Classification
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 informationCHAPTER 1: INTRODUCTION. Road transport is an only means of transport that offers itself to the whole community
1 CHAPTER 1: INTRODUCTION 1.1 General Road transport is an only means of transport that offers itself to the whole community alike. It is accepted fact that of all the modes the transportation, road transport
More informationSoil Mechanics Prof. B.V.S. Viswanadham Department of Civil Engineering Indian Institute of Technology, Bombay Lecture - 11 Compaction of Soils - 1
Soil Mechanics Prof. B.V.S. Viswanadham Department of Civil Engineering Indian Institute of Technology, Bombay Lecture - 11 Compaction of Soils - 1 Welcome to Compaction of Soils Part 1. Compaction is
More informationShear Characteristics of Fly Ash-Granular Soil Mixtures Subjected to Modified Compaction
Shear Characteristics of Fly Ash-Granular Soil Mixtures Subjected to Modified Compaction Ratna Prasad R 1 1 Research Scholar, JNTU Kakinada and Professor of Civil Engineering, Vasireddy Venkatadri Institute
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 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 informationGEOTEXTILE REINFORCED TWO LAYER SOIL SYSTEM WITH KUTTANAD CLAY OVERLAIN BY LATERITE SOIL
GEOTEXTILE REINFORCED TWO LAYER SOIL SYSTEM WITH KUTTANAD CLAY OVERLAIN BY LATERITE SOIL Selma James 1, Rakendu R 2 1P.G. Student, Department of Civil Engineering, Saintgits College of Engineering, Kerala,
More informationSoil-Structure Interaction of a Piled Raft Foundation in Clay a 3D Numerical Study
388 J. Eng. Technol. Sci., Vol. 48, No. 4, 2016, 388-407 Soil-Structure Interaction of a Piled Raft Foundation in Clay a 3D Numerical Study Endra Susila 1,* & Nita Anggraini 2 1 Geotechnical Engineering
More informationGround Improvement of Problematic Soft Soils Using Shredded Waste Tyre
Ground Improvement of Problematic Soft Soils Using Shredded Waste Tyre N. N. Nik Daud 1*, Z. M. Yusoff 1, A. S. Muhammed 1 1 Department of Civil Engineering, Faculty of Engineering, Universiti Putra Malaysia,
More informationPILE FOUNDATIONS CONTENTS: 1.0 Introduction. 1.1 Choice of pile type Driven (displacement) piles Bored (replacement) piles. 2.
PILE FOUNDATIONS CONTENTS: 1.0 Introduction 1.1 Choice of pile type 1.1.1 Driven (displacement) piles 1.1.2 Bored (replacement) piles 2.0 Analysis 2.0.1 Driving formulae 2.0.2 Soil mechanics 2.1 Piles
More informationSoil Stabilization by Groundnut Pulp and Coconut Pulp
Soil Stabilization by Groundnut Pulp and Coconut Pulp Civil Engineering RGUKT, RK Valley ABSTRACT: Soil is a base of structure, which actually supports the structure from beneath and distributes the load
More informationPaper ID: GE-007. Shear Strength Characteristics of Fiber Reinforced Clay Soil. M. R. Islam 1*, M.A. Hossen 2, M. A.Alam 2, and M. K.
Paper ID: GE-7 International Conference on Recent Innovation in Civil Engineering for Sustainable Development (IICSD-2) Department of Civil Engineering DUET - Gazipur, Bangladesh 48 Shear Strength Characteristics
More informationAPPENDIX D. Slope Stability Analysis Results for Soil and Overburden Storage Mounds
Geotechnical Assessment Report APPENDIX D Slope Stability Analysis Results for Soil and Overburden Storage Mounds DABGeot/09059GA/Final Geotechnical Assessment Report STABILITY OF SOIL AND OVERBURDEN STORAGE
More informationAdvanced Foundation Engineering. Soil Exploration
Shahrood University of Technology Department of Geotechnical Engineering Advanced Foundation Engineering Soil Exploration Mohsen Keramati, Ph.D. Assistant Professor 1 - Introduction The field and laboratory
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 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 informationDRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.3 STATIC SLOPE STABILITY ANALYSES
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.3 STATIC SLOPE STABILITY ANALYSES Parsons P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and
More informationLoading unsaturated soil. *Mohamed Abdellatif Ali Albarqawy 1)
The 2012 World Congress on Advances in Civil, Environmental, and Materials Research (ACEM 12) Seoul, Korea, August 26-30, 2012 Loading unsaturated soil *Mohamed Abdellatif Ali Albarqawy 1) 1) Faculty of
More informationA Study on Soil Stabilization of Clay Soil Using Flyash
Volume 1, Issue 2, October-December, 2013, pp. 33-37, IASTER 2013 www.iaster.com, Online: 2347-2855, Print: 2347-8284 ABSTRACT A Study on Soil Stabilization of Clay Soil Using Flyash R. Saravanan*, Roopa
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 informationSOIL STABILIZATION USING NATURAL FIBER COIR
SOIL STABILIZATION USING NATURAL FIBER COIR Pooja Upadhyay 1, Yatendra Singh 2 1M.Tech student, Department of Civil Engineering, IEC Group of Institutions, U.P, India 2Assistant Professor, Department of
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 informationSubgrade Preparation. Subgrade Preparation. Subgrade 3/27/2016. Tim Crosby: Grading Superintendent Chris DeJulio: Site Manager
Subgrade Preparation Tim Crosby: Grading Superintendent Chris DeJulio: Site Manager Subgrade Preparation What is Subgrade Subgrade verses Subbase Poor Subgrade Types of Subgrade preparation Grading Compaction
More informationFine Coal Refuse 25 Years of Field and Laboratory Testing Data and Correlations
Fine Coal Refuse 25 Years of Field and Laboratory Testing Data and Correlations October 1, 2018 Blaise E. Genes Gonzalo Castro, Ph.D., P.E. Thomas O. Keller, P. E. Fatma Ciloglu, Ph.D., P. E. Presentation
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 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 informationSOIL STABILISATION USING MARBLE DUST
International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 4, April 217, pp. 176-1713, Article ID: IJCIET_8_4_192 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=8&itype=4
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 information1. RETAINING WALL SELECTION PROCEDURE
1. RETAINING WALL SELECTION PROCEDURE a. Select the appropriate design table(s) depending on whether or not there are fences located above the retaining wall. Go to Section 3.1 or 4.1 of this document
More informationTECHNICAL. Design Guide. Retaining walls made easy with this beautiful solution EARTH RETAINING WALLS
TECHNICAL Design Guide EARTH RETAINING WALLS Retaining walls made easy with this beautiful solution qro.com.au sales@qsolutionsco.com.au (07) 3881 0208 TDG-ERW-01 Sept 2017 1 RETAINING WALL SELECTION PROCEDURE
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 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 informationVARIATION IN BEARING CAPACITY OF CONTAMINATED LATERITE SOIL. Dr R N Khare
VARIATION IN BEARING CAPACITY OF CONTAMINATED LATERITE SOIL Dr R N Khare Professor, Civil Engineering & Principal Shri Shankaracharya Engineering College, Bhilai Prashant Pathak Research Scholar, SaiNath
More informationDepartment of Civil Engineering, Vel Tech High Tech Dr.Rangarajan Dr.Sakunthala Engineering College, Avadi, Chennai, Tamil Nadu, India.
ISSN: 0974-2115 Importance of Bottom Ash in Preventing Soil Failure D.Sivakumar 1 *, M.Ammaiappan 1, R.Anand 2, V.Lavanya 1 1 Department of Civil Engineering, Vel Tech High Tech Dr.Rangarajan Dr.Sakunthala
More informationFinite Element Methods against Limit Equilibrium Approaches for Slope Stability Analysis
Finite Element Methods against Limit Equilibrium Approaches for Slope Stability Analysis H. Khabbaz 1, B. Fatahi 1, C. Nucifora 1 1 Centre for Built Infrastructure Research, School of Civil and Environmental
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 informationCAPRICORN MUNICIPAL DEVELOPMENT GUIDELINES
CAPRICORN MUNICIPAL DEVELOPMENT GUIDELINES PAVEMENT DESIGN D2 DESIGN GUIDELINES CAPRICORN MUNICIPAL DEVELOPMENT GUIDELINES D2 ISSUE: NO:3 September 2014 TABLE OF CONTENTS CLAUSE CONTENTS PAGE GENERAL...
More informationTHE ULTIMATE SKIN RESISTANCE OF CONCRETE PILE IN PARTIALLY SATURATED COHESIVE SOIL BY MODIFIED Β METHOD
International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 10, October 2018, pp. 1882 1891, Article ID: IJCIET_09_10_187 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=9&itype=10
More informationSubsoil conditions are examined using test borings, provided by soil engineer (geotechnical).
SOIL & FOUNDATION TYPES: Subsurface investigations: Subsoil conditions are examined using test borings, provided by soil engineer (geotechnical). Number of borings and location of borings depends on building
More informationShear Strength of Soils
Shear Strength of Soils Shear failure Soils generally fail in shear strip footing embankment failure surface mobilised shear resistance At failure, shear stress along the failure surface reaches the shear
More informationSoil characteristics that influence nitrogen and water management
Section C Soil characteristics that influence nitrogen and water management Soil characteristics vary across the landscape Soils vary from one field to another, and often within the same field. Soil differences
More informationSOIL FOUNDATION IMPROVEMENT WITH TIRE-USED TO REDUCE SETTLEMENT OF SHALLOW FOUNDATION EMBEDDED ON SATURATED DEPOK CLAY
POLITEKNOLOGI VOL.13 NO.1 JANUARI 2014 SOIL FOUNDATION IMPROVEMENT WITH TIRE-USED TO REDUCE SETTLEMENT OF SHALLOW FOUNDATION EMBEDDED ON SATURATED DEPOK CLAY ABSTRACT PUTERA AGUNG M.A 1, SONY P 2, IMAM
More informationScienceDirect. The Undrained Shear Strength of Overconsolidated Clays
Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 91 (2014 ) 317 321 XXIII R-S-P seminar, Theoretical Foundation of Civil Engineering (23RSP) (TFoCE 2014) The Undrained Shear
More informationSubgrade Characteristics of Locally Available Soil Mixed With Fly Ash and Randomly Distributed Fibers
Subgrade Characteristics of Locally Available Soil Mixed With Fly Ash and Randomly Distributed Fibers Prof. R.K Sharma Abstract Expansive soils cause lots of civil engineering structural damage, particularly
More informationBlack Cotton Soil Stabilization Using Eggshell Powder and Lime
Black Cotton Soil Stabilization Using Eggshell Powder and Lime Kavyashree M.P 1, Renukaprasad M.S 2, Maruti Rama Naik 3 1, 2, 3 Department of Civil Engineering 1 Sahyadri College of Engineering and Management,
More informationBehaviour of Black Cotton Soil Reinforced with Sisal Fibre
10th National Conference on Technological Trends (NCTT09) 6-7 Nov 2009 Behaviour of Black Cotton Soil Reinforced with Sisal Fibre Santhi Krishna K. M Tech Student Department of Civil Engineering College
More informationMUHAMMAD HAFEEZ BIN HASHIM
INVESTIGATION ON THE USE OF FLY ASH AS ADDITIVE IN OPTIMIZING COST OF ROAD PAVEMENT STRUCTURE, CASE STUDY AT JALAN SULTAN ABU BAKAR, INDERA MA}IKOTA KUANTAN MUHAMMAD HAFEEZ BIN HASHIM A reported submitted
More informationEffect of Fertilizers on Soil Strength
Effect of Fertilizers on Soil Strength Varsha C Paul 1, Jiss K Abraham 2 1 M.tech, Geomechanics and Structures, Department of Civil Engineering, Saintgits College of Engineering, Kottayam, Kerala, India.
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 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 informationGeology and Soil Mechanics Prof. P. Ghosh Department of Civil Engineering Indian Institute of Technology Kanpur Lecture - 12 Soil Compaction- B
Geology and Soil Mechanics Prof. P. Ghosh Department of Civil Engineering Indian Institute of Technology Kanpur Lecture - 12 Soil Compaction- B Keywords: Soil compaction, Modified Proctor test, Types of
More informationInfluence of Different Materials to Improve the Stabilization of Black Cotton Soil
IJIRST International Journal for Innovative Research in Science & Technology Volume 4 Issue 3 August 2017 ISSN (online): 2349-6010 Influence of Different Materials to Improve the Stabilization of Black
More informationStability of Inclined Strip Anchors in Purely Cohesive Soil
Stability of Inclined Strip Anchors in Purely Cohesive Soil R. S. Merifield 1 ; A. V. Lyamin 2 ; and S. W. Sloan 3 Abstract: Soil anchors are commonly used as foundation systems for structures requiring
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 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 informationLecture-4. Soil Compaction. Dr. Attaullah Shah
Lecture-4 Soil Compaction Dr. Attaullah Shah 1 Compaction The process of bringing the soil particles closer to a dense state by mechanical means. The voids are reduced by expulsion of air and the soil
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 informationPERFORMANCE EXAM CHECKLIST
EMBANKMENT AND BASE WAQTC FOP AASHTO T 255/T 265 (16) PERFORMANCE EXAM CHECKLIST TOTAL EVAPORABLE MOISTURE CONTENT OF AGGREGATE BY DRYING FOP FOR AASHTO T 255 LABORATORY DETERMINATION OF MOISTURE CONTENT
More informationIMPROVEMENT THE ENGINEERING PROPERTIES OF EXPANSIVE SOIL BY USING BAGASSE ASH AND GROUND NUT SHELL ASH
IMPROVEMENT THE ENGINEERING PROPERTIES OF EXPANSIVE SOIL BY USING BAGASSE ASH AND GROUND NUT SHELL ASH Guided By:- Mr. Amar Salariya :- Ms. Ankita Patel By:- Patel vivek (110780106005) Patel Vijay (110780106004)
More informationImprovement of Black Cotton Soil Properties Using E-waste
IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-issn: 2278-1684,p-ISSN: 2320-334X, Volume 14, Issue 3 Ver. I (May. - June. 2017), PP 76-81 www.iosrjournals.org Improvement of Black Cotton
More information0.40 Argent-Loblolly Pine. Clarksville-Shortleaf Pine 0.20 Dome-Ponderosa Pine Cohasset-Ponderosa Pine
2.00 1.80 1.60 1.40 Argent: R 2 = 0.50 Shoot Weight (g) 1.20 1.00 0.80 Clarksville:R 2 = 0.79 0.60 Dome: R 2 = 0.82 0.40 Argent-Loblolly Pine Cohasset: R 2 = 0.64 Clarksville-Shortleaf Pine 0.20 Dome-Ponderosa
More informationTable III.A PHYSICAL PROPERTIES OF CLAYEY SOIL
www.ijraset.com Volume Issue V, May 217 IC Value: 4.98 ISSN: 2321-963 Stabilization of by using Gypsum and Calcium Chloride Bhanu Pratap Singh Sikarwar 1, M. K Trivedi 2 1 P.G. Student, 2 Professor, Department
More informationEXPERIMENTAL STUDY ON INDEX PROPERTIES OF BLACK COTTON SOIL STABILIZED WITH TERRASIL
EXPERIMENTAL STUDY ON INDEX PROPERTIES OF BLACK COTTON SOIL STABILIZED WITH TERRASIL Ajay Kumar Pandagre 1, Rajesh Jain 2 1. M.E. (Geotechnical Engineering), 2 Associate Professor Civil Engineering Department,
More informationIntroduction. A soil is an earth concrete. Composition of a soil
Introduction Soil is the result of the transformation of the underlying rock under the influence of a range of physical, chemical and biological processes related to biological and climatic conditions
More informationPiles subject to excavation-induced soil movement in clay
Piles subject to -induced soil movement in clay Des foundations soumis au mouvement du sol du a l' dans l'argile D.E.L. Ong, C.F. Leung & Y.K. Chow Centre for Soft Ground Engineering, National University
More informationDESIGN OF FLEXIBLE PAVEMENT BY USING CBR TEST FOR SOAKED AND UNSOAKED SOILS
DESIGN OF FLEXIBLE PAVEMENT BY USING CBR TEST FOR SOAKED AND UNSOAKED SOILS J.V. Susanka 1, Gillela. Naresh Kumar Reddy 2 1 Pursuing M. Tech, 2 Assistant Professor, 1,2 Samskruti college of Engineering
More informationWoven Polyester High. ACETex the proven choice for: n Embankment Support over piles. n Support over voids
Australian Company // Global Expertise Woven Polyester High Strength Geotextile ACETex the proven choice for: SOIL REINFORCEMENT IN APPLICATIONS OF: n Embankment Support over Soft Soils n Embankment Support
More informationThe University of Iowa Department of Civil & Environmental Engineering SOIL MECHANICS 53:030 Final Examination 2 Hours, 200 points
The University of Iowa epartment of Civil & Environmental Engineering SOIL MECHNICS 53:030 Final Examination 2 Hours, 200 points Fall 1998 Instructor: C.C. Swan Problem #1: (25 points) a. In a sentence
More informationEFFECT OF NATURAL GEOTEXTILE ON UNPAVED AND PAVED ROAD MODELS- A COMPARATIVE STUDY
INDIAN GEOTECHNICAL CONFERENCE EFFECT OF NATURAL GEOTEXTILE ON UNPAVED AND PAVED ROAD MODELS- A COMPARATIVE STUDY P.T. Abdul Azeez 1, M.K. Sayida 2, Y. Sheela Evangeline 3 ABSTRACT The development of cracks
More informationProblems with Testing Peat for Stability Analysis
Problems with Testing Peat for Stability Analysis Dick Gosling & Peter Keeton Scottish Executive Document Published December 2006 Includes requirement for slope stability analysis using infinite slope
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 informationGUIDELINE SPECIFICATIONS FOR SOIL MEDIA IN BIORETENTION SYSTEMS
GUIDELINE SPECIFICATIONS FOR SOIL MEDIA IN BIORETENTION SYSTEMS The following guideline specifications for soil media in bioretention systems have been prepared on behalf of the Facility for Advancing
More informationStabilization of Clay Subgrade Soils for Pavements Using Ground Granulated Blast Furnace Slag
7 IJEDR Volume, Issue 4 ISSN: 3-9939 Stabilization of Clay Subgrade Soils for Pavements Using Ground Granulated Blast Furnace Slag Mubarak Mohammadia, Dr.H.M.Mallikarjuna 3 Aijaz Hussain PG Student, Structural
More informationThis document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine
This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine Don t forget to visit our companion site http://www.vulcanhammer.org Use subject to the terms and conditions of the respective
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 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 informationGlobal Journal of Engineering Science and Research Management
ANALYSIS OF SOIL EFFECTIVE SHEAR STRENGTH PARAMETERS CONSIDERING DIFFERENT SPECIMEN DIAMETERS IN TRIAXIAL TESTS Fernando Feitosa Monteiro*, Yago Machado Pereira de Matos, Mariana Campos Fontenelle, Beatriz
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 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 informationInvestigation on Engineering Properties of Soil-Mixtures Comprising of Expansive Soils and a Cohesive Non-Swelling Soil
Investigation on Engineering Properties of Soil-Mixtures Comprising of Expansive Soils and a Cohesive Non-Swelling Soil Dr. Ch. Sudha Rani Dept. of Civil Engineering, S.V.U.College of Engineering, Tirupati,
More informationSoil Strength and Slope Stability
Soil Strength and Slope Stability J. Michael Duncan Stephen G. Wright @ WILEY JOHN WILEY & SONS, INC. CONTENTS Preface ix CHAPTER 1 INTRODUCTION 1 C HAPTER 2 EXAMPLES AND CAUSES OF SLOPE FAILURE 5 Examples
More informationCHAPTER 4 EXPERIMENTAL WORK 4.1 GENERAL
CHAPTER 4 EXPERIMENTAL WORK 4.1 GENERAL In the present chapter engineering properties of subgrade soils, moorum and aggregate used in the investigation are presented. The details of geotextiles and geogrids
More informationStabilization of Subgrade by Using Waste Plastic Bottle Strips and Marble Dust Powder
Stabilization of Subgrade by Using Waste Plastic Bottle Strips and Marble Dust Powder Prof. Datta Javkar 1, Prof. Sujit Vaijwade 2, Mujahid Pathan 3, Mayur Bansode 4, Harshal Lakde 5, Darshan Hake 6, Saurabh
More information