Publications
65 results found
H Carraro JA, Bortolotto MS, 2015, Stiffness degradation and damping of carbonate and silica sands, Pages: 1179-1184
Stiffness and damping are some of the most important dynamic properties affecting wave propagation and small-strain response of soils. While these properties are useful in many geotechnical analyses, they are particularly relevant in analyses relying on the rigorous understanding of the mechanical behaviour of cyclically loaded soils, such as those affected by waves, wind loads and earthquakes. A fundamental understanding of such properties for offshore calcareous sediments still lacks as rigorous characterization of such properties is less established for these materials. In this study, a state-of-the-art resonant column apparatus is used to characterise the stiffness degradation and damping of a carbonate sand from the North West shelf of Australia. A silica sand with particle size distribution identical to that of the carbonate sand tested was also used to allow for the effect of soil mineralogy to be quantified. State variables such as density and mean effective stress were varied systematically to assess their effect on the stiffness degradation and damping ratio of the soils tested. Solid cylindrical specimens were subjected to mean effective stresses up to about 2MPas during the tests. Changes in particle size distribution were monitored to quantify particle breakage, which was shown to be higher for the carbonate sand than for the silica sand tested. At similar initial states of density and stress, increasing shear strains leads to a decrease in stiffness and corresponding increase in damping of the soils tested, as expected. However, the rate of stiffness degradation was always higher for the carbonate sand compared to its silica counterpart. At similar levels of stiffness degradation, the carbonate sand system-atically shows higher damping ratio than the silica sand.
Carraro JAH, 2015, Recycled materials to stabilise rammed earth: Insights and framework, Pages: 63-68
From a fundamental soil mechanics standpoint, rammed earth is an unsaturated compacted soil mixture that can have inter-particle bonding and reinforcing elements. The mechanical behavior of rammed earth can thus be interpreted using a rigorous geomechanics framework. In this paper, fundamental concepts required to analyse stabilised soil mixtures are outlined, with a particular focus on soil fabric, cementation and fiber-reinforcement issues. Assessment of specific gravity, particle shape, particle size distribution, plasticity, and volumetric indices of all fractions in a soil mixture can be useful for the rational (non-empirical) design of such materials, including rammed earth. Recent research on the beneficial use of waste materials in soil stabilisation is summarised with a focus on techniques aiming at increasing stiffness and strength, mitigating swell potential and improving thermal conductivity of stabilized soil mixtures. The successful use of waste materials such as carbide lime, scrap tire rubber, waste fibers, and various types of fly ash in soil stabilisation applications is highlighted. The potential use of alternative waste materials within a rational and mechanistic design framework that may be useful for rammed earth is discussed.
Carraro JAH, Bortolotto MS, 2015, Stiffness degradation and damping of carbonate and silica sands, Frontiers in Offshore Geotechnics III, Pages: 1179-1183, ISBN: 9781138028487
Stiffness and damping are some of the most important dynamic properties affecting wave propagation and small-strain response of soils. While these properties are useful in many geotechnical analyses, they are particularly relevant in analyses relying on the rigorous understanding of the mechanical behaviour of cyclically loaded soils, such as those affected by waves, wind loads and earthquakes. A fundamental understanding of such properties for offshore calcareous sediments still lacks as rigorous characterization of such properties is less established for these materials. In this study, a state-of-the-art resonant column apparatus is used to characterise the stiffness degradation and damping of a carbonate sand from the North West shelf of Australia.A silica sand with particle size distribution identical to that of the carbonate sand tested was also used to allow for the effect of soil mineralogy to be quantified. State variables such as density and mean effective stress were varied systematically to assess their effect on the stiffness degradation and damping ratio of the soils tested. Solid cylindrical specimens were subjected to mean effective stresses up to about 2MPas during the tests. Changes in particle size distribution were monitored to quantify particle breakage, which was shown to be higher for the carbonate sand than for the silica sand tested. At similar initial states of density and stress, increasing shear strains leads to a decrease in stiffness and corresponding increase in damping of the soils tested, as expected. However, the rate of stiffness degradation was always higher for the carbonate sand compared to its silica counterpart. At similar levels of stiffness degradation, the carbonate sand system-atically shows higher damping ratio than the silica sand.
Ciancio D, Beckett CTS, Carraro JAH, 2014, Optimum lime content identification for lime-stabilised rammed earth, CONSTRUCTION AND BUILDING MATERIALS, Vol: 53, Pages: 59-65, ISSN: 0950-0618
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- Citations: 127
Dunham-Friel J, Carraro JAH, 2014, Effects of compaction effort, inclusion stiffness, and rubber size on the shear strength and stiffness of expansive soil-rubber (ESR) mixtures, Pages: 3635-3644, ISSN: 0895-0563
The effects of compaction effort, inclusion stiffness, and rubber size on the shear strength and stiffness of expansive soil-rubber (ESR) mixtures was evaluated in this study in undrained axisymmetric compression. The materials tested included an expansive soil from Loveland, Colorado; two granulated rubber samples with 4.8 or 6.7 mm nominal maximum particle size; and a 50/50 mix of broken auto glass and crushed bottle glass. The effect of compaction effort was investigated by preparing and testing identical ESR mixtures compacted to either 95% of the standard or modified Proctor maximum dry densities at optimum water content. The effect of granulated rubber size was investigated by preparing and testing specimens with either 4.8 or 6.7 mm granulated rubber. The effect of inclusion stiffness was investigated by replicating the gradation of the 6.7 mm granulated rubber with two types of glass and testing an expansive soil-glass (ESG) mixture compacted to 95% of the standard Proctor maximum dry density for the ESG mixture. Specimens were evaluated for strength and stiffness by performing isotropically consolidated undrained triaxial tests at a mean effective stress equal to 25 kPa. Peak and critical state friction angles increased with increasing compaction of the ESR specimens in addition to a slight increase in stiffness. The stress-strain response is shown to be similar for both sizes of granulated rubber but the 6.7 mm granulated rubber particle size resulted in slightly higher peak and critical state friction angles. The stiffness of the inclusions is shown to change the material stress-strain response and stiffness substantially. © 2014 American Society of Civil Engineers.
Lehane BM, Carraro JAH, Boukpeti N, et al., 2014, MECHANICAL RESPONSE OF TWO CARBONATE SEDIMENTS FROM AUSTRALIA'S NORTH WEST SHELF, 33rd ASME International Conference on Ocean, Offshore and Arctic Engineering, Publisher: AMER SOC MECHANICAL ENGINEERS
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- Citations: 4
Boukpeti N, Lehane B, Carraro JAH, 2014, STRAIN ACCUMULATION PROCEDURE DURING STAGED CYCLIC LOADING OF CARBONATE SEDIMENTS, 33rd ASME International Conference on Ocean, Offshore and Arctic Engineering, Publisher: AMER SOC MECHANICAL ENGINEERS
Tastan EO, Carraro JAH, 2013, A New Slurry-Based Method of Preparation of Hollow Cylinder Specimens of Clean and Silty Sands, GEOTECHNICAL TESTING JOURNAL, Vol: 36, Pages: 811-822, ISSN: 0149-6115
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- Citations: 11
Carraro JAH, Budagher E, Badanagki M, et al., 2013, Sustainable Stabilization of Sulfate-Bearing Soils with Expansive Soil-Rubber Technology, Publisher: Colorado Department of Transportation; US Department of Transportation; Federal Highway Administration, CDOT-2013-2
The beneficial use of scrap tire rubber mixed with expansive soils is of interest to civil engineering applications since the swell percent and the swell pressure can be potentially reduced with no deleterious effect to the shear strength of the mixture. The two main objectives of this research were (1) to propose a new subgrade soil stabilization protocol to allow CDOT to rely upon an alternative stabilization method that is not subject to the typical problems associated with calcium-based stabilization of sulfate-rich soils, and (2) to develop a new database of MEPDG parameters for local soil samples obtained from CDOT and to provide advanced testing and analysis of the stiffness degradation of these materials.
Prezzi M, Bandini P, Carraro JAH, et al., 2011, Use of Recyclable Materials in Sustainable Civil Engineering Applications, Advances in Civil Engineering, Vol: 2011, ISSN: 1687-8094
Fox Z, Carraro JAH, 2011, Peak and critical-state shear strength of mine waste rock, Pages: 79-90
Proper characterization of the peak and critical-state shear strength parameters required for geotechnical analyses involving geomaterials with large particle sizes such as mine waste rock, rockfill and coarse aggregates is challenging. This paper summarizes the results of previous studies related to large-scale triaxial testing and analysis of such geomaterials. Relevant experimental issues such as appropriate sample-size ratio selection, membrane penetration and particle breakage are discussed. The main steps required to perform a rigorous analysis of triaxial test results are outlined that avoid usual misinterpretations associated with conventional analysis of triaxial tests.A methodology integrating a robust experimental protocol with a rigorous theoretical framework is presented. The proposed methodology can be used to predict the shear strength of mine waste rock, rockfill, coarse aggregates and other types of uncemented geomaterials with large particle sizes under combinations of density and mean effective stress that are relevant to most geotechnical and mining applications. © 2011 Taylor & Francis Group, London.
Wiechert E, Carraro JAH, 2011, Beneficial use of off-specification fly ashes to increase the shear strength and stiffness of expansive soil-rubber (ESR) mixtures, Publisher: United States Department of Transportation, MPC-11-235
The use of off-specification fly ashes to increase the shear strength and stiffness of an expansive soil- rubber (ESR) mixture is investigated systematically in this study. The off-specification fly ashes used include a high-sulfur content and a high-carbon content fly ash. A class C fly ash is used as a control to develop a basis for comparison. The ESR mixture consists of high-plasticity clay blended with 20% 6.7-mm granulated rubber. The fly ash content necessary to develop pozzolanic reactions is determined based on the concept of lime fixation point and kept constant for all ESR-fly ash mixtures. Specimens are prepared at a single relative compaction level and curing times of 7 and 14 days. Unconfined compression testing was performed to validate the fly ash content selected and assess the development of pozzolanic reactions. Undrained triaxial compression tests are performed to evaluate the effect of the fly ash type and curing time at mean effective stress levels of 50, 100 and 200 kPa. Stiffness is evaluated at large strains during undrained compression and at very small strains using bender elements. Results indicate shear strength and stiffness are improved by the addition of the fly ashes, with the off-specification fly ashes performing as well as or better than the standard class C fly ash.
Dunham-Friel J, Carraro JAH, 2011, Shear strength and stiffness of Expansive Soil and Rubber (ESR) mixtures in undrained axisymmetric compression, Pages: 1111-1120, ISSN: 0895-0563
The shear strength and stiffness of expansive soil and rubber (ESR) mixtures were evaluated systematically in this study in undrained axisymmetric compression. The materials tested included the Pierre shale residual soil from the Front Range of Colorado and granulated rubber with 6.7-mm nominal maximum particle size. The three mass-based rubber contents used were 0, 10 and 20. All specimens subjected to element testing were consistently prepared at soil states defined for a single level of relative compaction equal to 95 and optimum water content, based on the standard Proctor compaction curves of each mixture. The effects of the rubber content and mean effective stress were systematically evaluated by performing isotropically consolidated undrained triaxial tests at mean effective stresses equal to 50, 100 and 200 kPa. Bender element tests were used to determine the small-strain stiffness of the Pierre shale residual soil and its ESR mixtures at mean effective stresses of 50, 100 and 200 kPa. The critical-state friction angle increased with increasing rubber content for specimens compacted to and tested at similar initial states. Conversely, the stiffness of the ESR mixtures decreased with increasing rubber content for all three levels of mean effective stress used in the tests. The drop in stiffness was more significant at low mean effective stresses. © 2011 ASCE.
Wiechert EP, Dunham-Friel J, Carraro JAH, 2011, Stiffness improvement of expansive soil-rubber mixtures with off-specification fly ash, Pages: 4489-4497, ISSN: 0895-0563
The potential use of off-specification fly ash to increase the stiffness of expansive soil-rubber (ESR) mixtures was investigated systematically in this study. Both high-sulfur content and high-carbon content off-specification fly ashes were tested. A standard Class C fly ash was also used as a control fly ash. The ESR mixture consisted of high-plasticity clay blended with 20 6.7-mm granulated rubber (by weight). The off-specification fly ash content required to develop pozzolanic reactions was determined based on the lime fixation point concept and kept constant for all ESR-fly ash mixtures. At this selected off-specification fly ash content, ESR-fly ash mixtures were tested at a single relative compaction and curing time of seven days. Unconfined compression testing was performed on compacted specimens to validate the selected fly ash content and evaluate the effect of curing time on the development of pozzolanic reactions. Stiffness changes due to fly ash addition were evaluated in undrained axi-symmetric compression with mean effective stress of 100 kPa. Large- and very small-strain stiffness was evaluated using external displacement transducer and bender elements, respectively. Results suggest the stiffness improvement imparted by off-specification fly ashes is equal to or better than the improvement imparted by standard Class C fly ash. © ASCE 2011.
Carraro JAH, Heyer L, Dunham-Friel J, 2011, Field Construction of Expansive Soil-Rubber (ESR) Mixtures for Civil Engineering Applications, Publisher: Colorado Department of Public Health and Environment
Colorado has one of the largest numbers of stockpiled scrap tires in the US and, yet, no viable alternatives currently exist for large-volume utilization of scrap tire rubber materials in Civil Engineering applications in the state. This project assessed the feasibility of field construction methods required for the installation of large-scale layers of compacted expansive soil-rubber (ESR) mixtures and monitored the swell response of ESR mixtures during and after inundation. Results suggest it is possible to compact large-scale ESR layers in the field using conventional compaction equipment typically used for soil compaction. Compaction rollers with dead weight equal to at least 73.4 kN were found to be adequate for field compaction of large-scale ESR layers with relative compaction equal to at least 95% (of the standard Proctor maximum dry density) as long as the following design characteristics are met: (1) rubber content is equal to or less than 20%, (2) nominal particle size of scrap tire rubber materials is equal to about 7 (granulated rubber) or 25 mm (tire chips), (3) compaction water content is kept within approximately +/- 1% of the optimum water content of the ESR mixture, and (4) compacted lift thickness of the ESR mixture does not exceed about 200 mm. It is strongly recommended that pilot testing plots of large-scale ESR mixtures, such as the ones tested in the present study, always be conducted before construction starts for a new project. This is particular critical for new projects involving materials and methods that are different than the ones used in this study. Provided that appropriate boundary conditions are applied to large-scale, field ESR layers such as those tested in this study, the one-dimensional swell response of the field ESR mixtures should be similar to the swell response of equivalent ESR mixtures tested in the laboratory. This means the vertical swell induced by inundation in a large-scale ESR mixture constructed in accordance to t
Consoli NC, Heineck KS, Carraro JAH, 2010, Portland cement stabilization of soil-bentonite for vertical cutoff walls against diesel oil contaminant, Geotechnical and Geological Engineering, Vol: 28, Pages: 361-371, ISSN: 0960-3182
The objective of this study was to evaluate the effect of water-cement ratio and cement content on the hydraulic behavior of soil-cement-bentonite (SCB) and soil-bentonite (SB) mixtures permeated with water and diesel oil, to assist with the design of vertical cutoff walls constructed with those mixtures. The experimental program included unconfined compression tests, hydraulic conductivity tests and X-ray diffraction analysis. The test results indicated changes in hydraulic conductivity take place due to the variation of the water-cement ratio and permeant fluid. The hydraulic conductivity of the SB mixtures permeated with diesel oil was higher than the hydraulic conductivity of the same samples permeated with water. X-ray diffraction analyses suggest that this might be due to the decrease in double layer thickness and increase of seepage pore space imparted by diesel oil permeation. Conversely, Portland cement addition increased the hydraulic conductivity of the SCB specimens permeated with water, whereas subsequent diesel oil permeation reduced the hydraulic conductivity of the SCB specimens; this might be due to the relatively lower impact imparted by diesel permeation on the double layer characteristics of the bentonite stabilized with Portland cement. © 2010 Springer Science+Business Media B.V.
Carraro JAH, Prezzi M, Salgado R, 2009, Shear Strength and Stiffness of Sands Containing Plastic or Nonplastic Fines, JOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING, Vol: 135, Pages: 1167-1178, ISSN: 1090-0241
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- Citations: 152
Carraro JAH, Dunham-Friel J, 2009, Expansive Foundation Soils Stabilized with Waste Tire Rubber, Denver, Publisher: Colorado Commission on Higher Education
van de Lindt JW, Carraro JAH, Heyliger PR, et al., 2008, Application and feasibility of coal fly ash and scrap tire fiber as wood wall insulation supplements in residential buildings, RESOURCES CONSERVATION AND RECYCLING, Vol: 52, Pages: 1235-1240, ISSN: 0921-3449
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- Citations: 29
Murthy TG, Loukidis D, Harb Carraro J, et al., 2008, Undrained monotonic response of clean and silty sands, Géotechnique, Vol: 58, Pages: 536-538, ISSN: 0016-8505
Carraro JAH, Prezzi M, 2008, A new slurry-based method of preparation of specimens of sand containing fines, GEOTECHNICAL TESTING JOURNAL, Vol: 31, Pages: 1-11, ISSN: 0149-6115
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- Citations: 46
Seda JH, Lee JC, Carraro JAH, 2007, Beneficial use of waste tire rubber for swelling potential mitigation in expansive soils, ISSN: 0895-0563
Approximately 290 million tires are disposed of annually in the United States. Although markets now exist for about 80% of the US waste tires, it is estimated that about 27 million waste tires still need to be disposed of in landfills. Waste tire rubber has been used in several applications such as highway backfill, subgrade and embankments; as drainage, landscaping, and sorptive materials; as well as in alternative methods for energy generation. While waste tire rubber has been used to modify the mechanical properties of coarse-grained soils, just a limited number of studies have addressed the stabilization of fine-grained soils with rubber. None of these studies have tested mixtures of rubber with highly expansive clays, such as the ones widely encountered in Colorado and other western US states. In this study, the effect of adding small particles of waste tire rubber on the swelling potential of an expansive soil from Colorado was evaluated. The index properties and compaction parameters of the rubber, expansive soil, and expansive soil-rubber (ESR) mixture tested were determined. One-dimensional swell-consolidation tests were performed to assess the feasibility of using small particles of waste tire rubber as a mechanical additive to mitigate the swelling potential of the expansive soil. While the ESR mixture is more compressible than the untreated soil, both the swell percent and the swelling pressure are significantly reduced by the addition of rubber to the expansive soil. Copyright ASCE 2007.
Carraro JAH, Prezzi M, 2007, A new slurry-based method of preparation of specimens of sand containing fines, Geotechnical Testing Journal, Vol: 31, Pages: 1-11, ISSN: 0149-6115
A new method of specimen reconstitution is presented that is appropriate for element testing of sands containing either plastic or nonplastic fines. The method allows reconstitution of homogeneous, saturated specimens of sands containing fines whose stress-strain response closely resembles the stress-strain response of natural soil deposits formed underwater (e.g., alluvial and offshore submarine deposits, hydraulic fills, and tailings dams). A procedure is described to evaluate the maximum void ratio (emax) of sands containing fines under conditions that more appropriately represent soil deposition at its loosest state in aquatic environments. For soils deposited in water, the data obtained with the procedure proposed in this paper suggest that ASTM D 4254 overestimates the emax of sands containing plastic fines and underestimates the emax of sands containing nonplastic fines. Copyright © 2008 by ASTM International.
Murthy TG, Loukidis D, Carraro JAH, et al., 2007, Undrained monotonic response of clean and silty sands, Géotechnique, Vol: 57, Pages: 273-288, ISSN: 0016-8505
<jats:p> A series of undrained monotonic triaxial compression tests were performed on Ottawa sand containing 0%, 5%, 10% and 15% of non-plastic silt. The paper focuses on distinctive states of the monotonic undrained response of sands, namely the critical state, the phase transformation state, the quasi-steady state, and the state of undrained instability (onset of flow liquefaction). Specimens were prepared using slurry deposition and moist tamping to investigate the effect of the initial sand fabric on these states. It was observed that an increase in the non-plastic fines content leads to a downward shift of the critical-state line in the void ratio–mean effective stress space and to an increase of the critical-state friction angle. The present data suggest that the initial fabric of the sand appears to have a significant effect on the undrained behaviour in the early stages of shearing, with its influence vanishing at large strains. Moist-tamped specimens demonstrate considerably larger undrained instability state strength than their slurry-deposited counterparts, and a unique critical state locus is reached by both moist-tamped and slurry-deposited specimens. A mathematical formula that allows the estimation of the mean effective stress at the phase transformation state based on the initial mean effective stress and void ratio is also proposed. </jats:p>
Carraro JAH, Bandini P, Salgado R, 2005, Liquefaction resistance of clean and silty sands from cone penetration resistance, Pages: 1337-1351, ISSN: 0895-0563
Liquefaction of soils is one of the main hazards associated with earthquakes. Current research and field observations after recent earthquakes in Japan, Turkey and Taiwan showed that liquefaction is not limited to clean sands and that sands containing small percentages of nonplastic fines also liquefy. Curves of cyclic resistance ratio CRR vs. stress-normalized cone resistance qc1 are developed in this study for clean and nonplastic silty sands from an extensive laboratory testing program and a well-tested penetration resistance analysis based on cavity expansion theory. Undrained cyclic triaxial tests were carried out on slurry-deposited silty sand specimens reconstituted within a wide range of relative densities and gradations varying from 0 to 15% (by weight) of nonplastic silt. From these tests, the relationship of CRR with the soil state and fines content was determined. Values of normalized cone penetration resistance qc1 were calculated for the various gradations using the penetration resistance analysis described above. Input parameters for the analysis include state variables, such as the relative density and the vertical and horizontal effective stresses; and intrinsic soil variables, such as the critical state friction angle, the parameters Q and R appearing in Bolton's correlation for the peak friction angle, and the small-strain shear modulus correlation parameters Cg, eg, and ng. The obtained (CRR)7.5-qc1 curve for clean sand follows closely widely-accepted empirical relationships. The proposed curves for nonplastic silty sands lie to the right of the clean sand curve as a consequence mostly of the fact that cone penetration resistance for the nonplastic silty sands tested in this study increases more with increasing silt content than does liquefaction resistance.
Lee J, Salgado R, Carraro JAH, 2004, Stiffness degradation and shear strength of silty sands, CANADIAN GEOTECHNICAL JOURNAL, Vol: 41, Pages: 831-843, ISSN: 0008-3674
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- Citations: 36
Carraro JAH, Salgado R, 2004, Mechanical Behavior of Non-Textbook Soils (Literature Review), Publisher: Indiana Department of Transportation; Federal Highway Administration; Purdue University, FHWA/IN/JTRP-2004/5
Traditionally, soil mechanics has focused on the behavior of two distinct types of geomaterials: clean sands and pure clays. Under the application of external loads, these two types of geomaterials represent and are conveniently associated with two extreme types of soil responses: drained and undrained behavior. The drained behavior of clean sands and the undrained behavior of pure clays have been covered extensively in most soil mechanics textbooks. In order to provide some insight into the mechanical response of additional materials, a literature review on the mechanical behavior of “non-textbook” soils (i.e. soils other than clean sands and pure clays) was carried out. The non-textbook soils investigated in this study were silty sands, clayey sands, silty clays, sandy clays, sandy silts, and cemented soils. The review focused on the following aspects of their mechanical behavior: (1) response to static loading; (2) response to cyclic loading; (3) compressibility, consolidation and creep behavior; (4) hydraulic conductivity; and (5) additional studies. Static response studies focused on both strength and stiffness properties of non-textbook soils. Investigations on the cyclic response emphasized the liquefaction resistance and, whenever available, the evolution of excess pore-pressure during cyclic loading. Whenever possible, an attempt was made to compile experimental protocols and theoretical frameworks used in the studies cited in the literature review. The literature review indicates that many aspects of the mechanical behavior of non-textbook soils have been studied in a somewhat superficial manner. A summary of the major observations regarding the mechanical behavior of non-textbook soils is presented. Topics meriting future research are identified.
Carraro JAH, Bandini P, Salgado R, 2003, Liquefaction resistance of clean and nonplastic silty sands based on cone penetration resistance, JOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING, Vol: 129, Pages: 965-976, ISSN: 1090-0241
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- Citations: 127
Consoli NC, Prietto PDM, Harb JA, et al., 2002, Closure to "Behavior of compacted soil-fly ash-carbide lime mixtures" by Nilo Cesar Consoli, Pedro domingos Marques Prietto, Joao Antonio Harb Carraro, and Karla Salvagni Heineck, JOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING, Vol: 128, Pages: 1047-1048, ISSN: 1090-0241
Consoli NC, Prietto PDM, Carraro JAH, et al., 2001, Behavior of compacted soil-fly ash-carbide lime mixtures, JOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING, Vol: 127, Pages: 774-782, ISSN: 1090-0241
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- Citations: 143
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