scholarly journals Strength Improvement of Weak Subgrade Soil Using Cement and Lime

2019 ◽  
Vol 4 (1) ◽  
Author(s):  
Anigilaje B Salahudeen ◽  
Ja’afar A Sadeeq
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Optimum Moisture Content ◽  
Atterberg Limits ◽  
California Bearing Ratio ◽  
Natural Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Subgrade Soil

The study investigate the suitability of subgrade soil in Baure Local Government Area of Kastina State Nigeria for road construction. The strength properties of the  subgrade was improved using lime and cement. Several analysis including the particle size distribution, specific gravity, Atterberg limits, compaction characteristics, unconfined compressive strength and California bearing ratio tests were performed on natural and lime/cement treated soil samples in accordance with BS 1377 (1990) and BS 1924 (1990) respectively. Soil specimens were prepared by mixing the soil with lime and cement in steps of 0, 3, 6, and 9% by weight of dry soil in several percentage combinations. The Atterberg limits of the weak subgrade soils improved having a minimum plasticity index value of 5.70 % at 3%Lime/6%Cement contents. The maximum dry density (MDD) values obtained showed a significant improvement having a peak value of 1.66 kN/m3 at 9%Lime/9%Cement contents. Similarly, a minimum value of 18.50 % was observed for optimum moisture content at 9%Lime/9%Cement contents which is a desirable reduction from a value of 25.00 % for the natural soil. The unconfined compressive test value increased from 167.30 kN/m2 for the natural soil to 446.77 kN/m2 at 9%Lime/9%Cement contents 28 days curing period. Likewise, the soaked California bearing ratio values increased from 2.90 % for the natural soil to 83.90 % at 9%Lime/9%Cement contents. Generally, there were improvements in the engineering properties of the weak subgrade soil when treated with lime and cement. However, the peak UCS value of 446.77 kN/m2 fails to meet the recommended UCS value of 1710 KN/m2 specified by TRRL (1977) as a criterion for adequate stabilization using Ordinary Portland Cement.            Keywords: Weak subgrade soil, Lime, Cement, Atterberg limits, Maximum dry density, Optimum moisture content, Unconfined compressive strength, California bearing ratio

A Study of Soil Stabilization by Hydrated Lime at Kampung Kedaik Asal, Rompin, Pahang, Malaysia

2014 ◽  
Vol 695 ◽  
pp. 738-741
Author(s):  
Azhani Zukri ◽  
Nadiatul Adilah Ahmad Abdul Ghani
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Soil Stabilization ◽  
Optimum Moisture Content ◽  
Natural State ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Lime Content ◽  
Curing Period

This study involves the clay sample which is taken from Kampung Kedaik Asal, Rompin site and evaluation of its properties in natural state and after stabilization. The main objectives of this paper is to estimate the optimum lime content (OLC) needed to stabilize the soil by using Eades-Grim pH Test, to determine the optimum moisture content (OMC) and maximum dry density (MDD) of the treated soil by Standard Proctor Test and also the strength value of the soil specimens with different percentages of lime content corresponding with different curing period by Unconfined Compressive Strength (UCS) Test. From this study, the optimum amount to stabilize the clay soil and minimum amount of lime required to stabilize the soil pH level to 12 is 5%. The results showed that addition of lime decreased the maximum dry density (MDD) and increased the optimum moisture content (OMC). Unconfined compressive test on 48 sets of samples has been carried out for 7, 14 and 28 days of curing with different lime contents such as 5%, 7% and 9%. The highest unconfined compressive strength (UCS) achieved is 321 kN/m2 for clay stabilized with 9% lime content cured at 28 days. From the test results, it was found that the longer the immersion of curing period with higher lime content, the greater the compressive strength of the specimen.

scholarly journals Engineering behaviour of stabilized laterite and kaolin using lignin

2018 ◽  
Vol 250 ◽  
pp. 01008
Author(s):  
Tuan Noor Hasanah Tuan Ismail ◽  
Siti Aimi Nadia Mohd Yusoff ◽  
Ismail Bakar ◽  
Devapriya Chitral Wijeyesekera ◽  
Adnan Zainorabidin ◽  
...  
Keyword(s):  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Laboratory Tests ◽  
Dry Weight ◽  
Optimum Moisture Content ◽  
Soil Samples ◽  
Dry Density ◽  
Laterite Soil ◽  
Maximum Dry Density ◽  
Steady Rate

Soils at many sites do not always have enough strength to bear the structures constructed over them and some of the soil may need to be stabilized in order to improve their geotechnical properties. In this paper, routine laboratory tests were critically carried out to investigate the efficacy of lignin in improving the strength behaviour of the soils. Two different soil samples (laterite and kaolin) were studied and mixed with different proportions of lignin (2% and 5% of dry weight of soil), respectively. Unconfined Compressive Strength (UCS) characteristics evaluated in this study were done on samples at their maximum dry density and optimum moisture content (obtained from compaction tests). The UCS tests on all the specimens were carried out after 0, 7, 15, 21 and 30 days of controlled curing. The research results showed that the addition of lignin into kaolin reduced its maximum dry density while giving progressively higher optimum moisture content. Contrarily, with the laterite soil, both maximum dry density and optimum moisture content simultaneously increased when lignin was added into the soils. The UCS results showed that the the stabilized laterite with 2% lignin continued to gain strength significantly at a fairly steady rate after 7 days. Unfortunately, lignin did not show a significant effect in kaolin.

scholarly journals Improvement of subgrade soil by blending tyre driven aggregate (TDA)

2021 ◽  
Vol 9 (6) ◽  
pp. 612-616
Keyword(s):  
Moisture Content ◽  
Optimum Moisture Content ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Subgrade Soils ◽  
Subgrade Soil ◽  
Resistance To Deformation ◽  
Key Factor ◽  
Strength And Stiffness ◽  
Subgrade Strength

Pavements are largely affected by the inherent variability of soil nature which may be change in type and condition. Subgrade soils are characterized by their resistance to deformation under load, which can be measured in terms of strength and stiffness. The subgrade strength of soil is the key factor to ensure the sustainability of the pavement and is considered as of prime importance for design of pavement. If pavements are constructed on weak subgrade soils, then there are chances of possible settlement and subsequent pavement failure. The aim of study is to improve the bearing pressure of existing subgrade soil using tyre driven aggregates obtained from scrap tyre. The California Bearing Ratio (CBR) tests were performed on existing subgrade soil and the improved soil with 5%, 15%, and 30% replacement of tyre driven aggregates. The maximum dry density of soil was found to be 1636 kg/m3 at optimum moisture content of 21.26%. The CBR of the existing ground was measured as 3.90%. It was revealed that CBR value was improved by 5.1%, 10% and 28.7% of existing value when subgrade grade soil was replaced by 5%, 15% and at 30% demolished aggregates, respectively

scholarly journals Evaluation of Bentonite Mixed Indigenous Clays for Development of Clay Liners

2020 ◽  
Vol 6 ◽  
pp. 24-32
Author(s):  
Muhammad Israil ◽  
Muhammad Ashraf ◽  
Muhammad Fahim ◽  
Rashid Rehan ◽  
Sajjad Wali Khan ◽  
...  
Keyword(s):  
Hydraulic Conductivity ◽  
Specific Gravity ◽  
Moisture Content ◽  
Optimum Moisture Content ◽  
Soil Samples ◽  
Atterberg Limits ◽  
Dry Density ◽  
Clay Liners ◽  
Maximum Dry Density ◽  
Free Swell

This study presents experimental investigation of indigenous clays mixed with Bentonite to assess their suitability in potential use as clay liners. Soil samples with 0, 4, 8, and 12% Bentonite content from three different sites in Peshawar region were tested for various geotechnical properties. Grain size distribution, specific gravity, Atterberg limits and free swell were found through laboratory tests using appropriate ASTM procedures. Maximum dry density and optimum moisture content were calculated using Atterberg limits in available relationships. Finally, one dimensional consolidation tests were conducted to find relevant parameters for calculating hydraulic conductivity. A decrease in specific gravity, increase in free swell, and in optimum moisture content, decline in maximum dry density and hydraulic conductivity was observed with increase in Bentonite content across all three soil samples. During free swell, the soil clusters become larger leading to formation of floccules resulting in the narrowing of inter-particle space and thus blocking of permeable paths. It is concluded that 8% Bentonite content by weight yields a suitable mixture for a clay liner that has hydraulic conductivity in the range of recommended limits.

scholarly journals Geotechnical Properties of Lateritic Soil Stabilized with Ground-Nut Husk Ash

2016 ◽  
Vol 2 (11) ◽  
pp. 568-575 ◽  
Author(s):  
Emeka Segun Nnochiri ◽  
Olumide Moses Ogundipe
Keyword(s):  
Soil Sample ◽  
Unconfined Compressive Strength ◽  
Road Construction ◽  
Optimum Moisture Content ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Natural Soil ◽  
Dry Density ◽  
Engineering Property ◽  
Maximum Dry Density

This study assesses the geotechnical properties of lateritic soil stabilized with Ground-nut Husk Ash. Preliminary tests were carried out on the natural soil sample for identification and classification purposes, while consistency limits tests were thereafter carried out as well. Engineering property tests such as California Bearing Ratio (CBR), Unconfined Compressive Strength (UCS) and compaction tests were performed on both the natural soil sample and the stabilized lateritic soil, which was stabilized by adding Ground-nut Husk Ash, GHA, in percentages of 2, 4, 6, 8 and 10 by weight of the soil.  The results showed that the addition of GHA enhanced the strength of the soil sample. The Maximum Dry Density (MDD) reduced from 1960 kg/m3 to 1760 kg/m3 at 10% GHA by weight of soil. The Optimum Moisture Content (OMC) increased from 12.70% to 14.95%, also at 10% GHA by weight of soil. The unsoaked CBR values increased from 24.42% to 72.88% finally, the UCS values increased from 510.25 kN/m2 to 1186.46 kN/m2, for both CBR and UCS, the values were at 10% GHA by weight of soil. It was therefore concluded that GHA performs satisfactorily as a cheap stabilizing agent for stabilizing lateritic soil especially for subgrade and sub base purposes in road construction.

scholarly journals Corelation Between Particle Fines and Laboratory CBR From Heavy Compaction Characteristics

10.29007/8gxd ◽  
2018 ◽  
Author(s):  
Rima Dave ◽  
Ketan Timani ◽  
Priti Mehta
Keyword(s):  
Moisture Content ◽  
Shear Failure ◽  
Fine Particles ◽  
Linear Regression Analysis ◽  
Optimum Moisture Content ◽  
Natural Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Linear Relationships ◽  
Unfavorable Condition

The sub grade is a layer of natural soil, prepared to receive the layers of pavement. The thickness of pavement depends upon the properties of sub grade. Sub grade should be strong enough to take up the stresses imposed due to loads with out shear failure and excessive deformation. Sub grade soil strength is evaluated in terms of California Bearing Ratio and is used for design of flexible pavement. It can be performed both in the laboratory and field. The CBR test is laborious and time consuming, even though use of CBR as a performance parameter is widely acknowledged. Also it is very difficult to prepare sample at desired in situ density for laboratory testing. The CBR value depends on factors like particle fines, plasticity index, maximum dry density and optimum moisture content. The fine particles have engineering defect and its CBR value is low. This paper presents the effect of fine particles on CBR value. For the laboratory investigation, specimens were fabricated at optimum moisture content and maximum dry density by heavy compaction with varying proportion of sand, silt-clay and fine gravel mixtures. The samples were soaked in water for four days to simulate highly unfavorable condition. Correlation coefficient between fine particles and laboratory CBR values are obtained. Various linear relationships between index properties and CBR of the samples are investigated using linear regression analysis. Analysis of the experimental data indicated that there exist a good correlation among the measured value and predicted value of CBR

scholarly journals Effect of Adding Mixture of (Concrete Waste and Asphalt Waste) on The Properties of Gypseous Soil

2019 ◽  
Vol 26 (1) ◽  
pp. 20-25
Author(s):  
Adnan Jayed zedan ◽  
Rizgar Ali Hummadi ◽  
Sarah Abdullah Hussein
Keyword(s):  
Internal Friction ◽  
Moisture Content ◽  
Asphalt Mixture ◽  
Optimum Moisture Content ◽  
California Bearing Ratio ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Angle Of Internal Friction ◽  
Density Values ◽  
Gypseous Soil

Gypseous soil which is used is taken from Tikrit city in Salah Aldeen government and specially from Tikrit University from a depth (1.5-2)m, It’s type is sandy gravely with a small percentage of silt and clay while the percentage of gypsum is (34-36)%, The tests on soil is standard proctor compaction, direct shear, collapsibility and California bearing ratio. The number of samples is (70). The effect of adding concrete waste (2, 4, 6 and 8%) and waste of Asphalt mixture (2, 4, 6 and 8) % on dry soil, as well as the effect of mixture of the optimum percentages of both additions on the properties of gypseous soil, is the aim of the study. Adding concrete waste at optimum percentage (6)% causes an increase maximum dry density at (16)% and a decrease in optimum moisture content at (5)%. Whereas adding concrete mixture waste in its optimum percentage (2)% caused a decrease in maximum dry density values with an increase of optimum moisture content, and when adding mixture of optimum percentage of waste, an increase happened in the M.D.D.(14)% with a decrease in O.M.C. at (4)%. Adding the optimum percentage (8) % for both. Value of cohesion increases (100)% when adding concrete waste with an increase in the angle of internal friction (14)% and a decrease in collapsibility in a percentage of (90)%, while adding waste of asphalt mixture shows an increase in cohesion value (112)% with a decrease in the angle of internal friction (2)%and a decrease in collapsibility in a percentage of (90)%, when adding mixture of optimum percentages the value of cohesion increase (108)% with an increase in angle of internal friction (14)%and a decrease in collapsibility in a percentage of (91)%. Values of California Bearing Ratio in dry and soaked condition increases (49)% when adding (8)% of concrete wastes which is the optimum percentage, while adding waste of asphalt mixture causes a decrease in the value of C.B.R. and the optimum percentage is (2)% , but adding optimum percentages mixture of them causes an increase in values of (52)% in dry condition and (53)% in soaked condition.

scholarly journals Experimental Study on Stabilization Subgrade Soil Soft with Fine Concrete Residue

2021 ◽  
Author(s):  
Sara Del Rocio Ochoa Averos ◽  
Julio César Bizarreta-Ortega
Keyword(s):  
Fine Fraction ◽  
Solid Particles ◽  
Construction And Demolition Waste ◽  
California Bearing Ratio ◽  
Natural Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Demolition Waste ◽  
Subgrade Soil ◽  
Palabras Clave

The reuse of construction and demolition waste (CDW) is a sustainable practice that in recent years has been investigated with great intensity around the world. Concrete waste are a part of the CDW, whose application in pavements is still under development. In this context, this article aims to evaluate the use of concrete fine fraction waste (CW-fine), with particles smaller than 2mm, to improve a soft subgrade soil of residual origin. For this purpose, their physical characteristics, the compaction and California Bearing Ratio (CBR) have been analyzed, both of the natural soil and of the mixtures with CW-fine in proportions of 20, 40 and 60% by weight. The results show that when adding CW-fine, Atterberg limits, specific gravity of solid particles, optimum moisture content and expansion, decrease; while the maximum dry density and CBR increase. The expansion and CBR results of the soil mixture with CW-fine show acceptable values for the subgrade reinforcement, in accordance with Brazilian paving standards. Keywords: Subgrade stabilization. Concrete fine fraction waste.CBR. Resumen El reaprovechamiento de los residuos de construcción y demolición (RCD) es una práctica sustentable que en los últimos años se viene investigando con gran intensidad alrededor del mundo. Los residuos de concreto son una parte de los RCD, cuya aplicación en pavimentos aún está en desarrollo. En ese contexto, este artículo pretende evaluar el uso de residuos de concreto de fracción fina (RC-fino), con partículas menores a 2mm, para mejorar un suelo de subrasante blando de origen residual. Para tal finalidad, han sido analizadas sus características físicas, parámetros de compactación Relación de Soporte de California (del inglés California Bearing Ratio, CBR), tanto del suelo natural como de las mezclas con RC-fino en proporciones de 20, 40 y 60% en peso. Los resultados muestran que al adicionar RC-fino, los valores de los límites de Atterberg, la densidad específica de los sólidos, el contenido de humedad óptimo y la expansión disminuyen; mientras que la densidad seca máxima y CBR aumentan. Los resultados de expansión y CBR de la mezcla de suelo con RC-fino, muestran valores aceptables para el refuerzo de subrasante, en conformidad con las normas brasileñas de carreteras. Palabras Clave: Estabilización de subrasante. Residuo concreto fino.CBR.

scholarly journals Geotechnical investigation of road pavement failure along arigidi / oke - agbe akoko, southwestern, Nigeria

2020 ◽  
Vol 8 (2) ◽  
pp. 35
Author(s):  
Thompson Henry Tolulope Ogunribido ◽  
Tunde Ezekiel Fadairo
Keyword(s):  
Compressive Strength ◽  
Specific Gravity ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Soil Samples ◽  
California Bearing Ratio ◽  
Dry Density ◽  
Geological Condition ◽  
Road Pavement ◽  
Natural Moisture Content

Twenty soil samples collected from the failed portions in the study area were air dried for two weeks before analyses. Each soil samples were subjected to eight engineering tests which include: natural moisture content, atterberg limit, specific gravity, compaction, unconfined compressive strength, California bearing ratio, grain size and hydrometer analysis. Results showed that the natural moisture content ranged from 17.7% to 37.8%, liquid limit from 48.5% to 62.4%, plastic limit from 18.3% to 26.8%, plasticity index from 25.7% to 37.7%, shrinkage limit from 5.8%-12.5%, optimum moisture content from 14.2% to 32.4%, maximum dry density from 1301 Kg/rn3 to 2002 Kg/rn3. Soaked California bearing ratio ranged from 5% to 17%, unsoaked from 15% to 38%, specific gravity from 2.5 to 2.68, unconfined compressive strength r from 112.8 Kpa to 259.7 Kpa, shear strength from 56.4 Kpa to 129.9 Kpa and hydrometer analysis from 48.5% to 72.1%. Based on the Federal Government specifications for pavement construction, for the soil to be suitable, stabilization with bitumen, Portland cement, lime, coal fly ash, and saw dust should be done. Road pavement failure along Arigidi – Oke Agbe road was due to poor engineering geological condition of the sub-grade soils and poor drainage systems.  

scholarly journals A study on the correlation potential of compaction characteristics and atterberg limits of selected lateritic soils

2020 ◽  
Vol 8 (1) ◽  
pp. 22
Author(s):  
G.O Adunoye ◽  
A.A Ojo ◽  
A.F Alasia ◽  
M.O Olarewaju
Keyword(s):  
Moisture Content ◽  
Liquid Limit ◽  
Optimum Moisture Content ◽  
Soil Samples ◽  
Atterberg Limits ◽  
Dry Density ◽  
Plastic Limit ◽  
Maximum Dry Density ◽  
Compaction Characteristics ◽  
Correlation Potential

The importance of soil compaction for civil engineering construction and application cannot be over-emphasised. To perform soil compaction, numerous number of samples are required, with considerable time and laborious laboratory activities. This has necessitated the need to find models for the prediction of compaction characteristics, using easily determined soil properties. This work therefore undertook a study of the correlation potential of compaction characteristics and Atterberg limits of soils, with a view to modelling compaction characteristics, using Atterberg limits. To achieve this aim, soil samples were obtained from selected locations within Obafemi Awolowo University campus, Ile-Ife, Nigeria. Preliminary, Atterberg limits and compaction tests were conducted on the soil samples, using standard procedure. Using Microsoft Excel and Xuru’s Regression tool, the laboratory test results were used to develop relationships between compaction characteristics (optimum moisture content and maximum dry density) and Atterberg limits (liquid limit and plastic limit). Results showed that the natural moisture content of soil samples ranged between 4.97 % and 19.72 %; liquid limit ranged between 27 % and 68 %; plastic limit ranged between 18.92 % and 63.01 %; and plasticity index ranged between 0.94 % and 14.63 %. The optimum moisture content ranged between 6.7 % and 27 %, while the maximum dry density ranged between 1560 kN/m3 and 2260 kN/m3. The results of regression analysis showed that the combination of liquid limit and plastic limit has a strong correlation with optimum moisture content (R2 = 0.870); while the combination (of liquid limit and plastic limit) showed a weak correlation with maximum dry density (R2 = 0.150). The study concluded that liquid limit and plastic limit could be used to estimate the optimum moisture content of the soils, by applying the developed relationship/equation.  

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