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 Experimental Study of the Effects of Some Selected Geotechnical Indices on the Unconfined Compressive Strength of Lateritic Soil

2019 ◽  
Vol 2 (Issue 1) ◽  
Author(s):  
G.O Adunoye ◽  
O.C Onah ◽  
F.O Ajibade
Keyword(s):  
Experimental Study ◽  
Compressive Strength ◽  
Specific Gravity ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Soil Samples ◽  
Atterberg Limits ◽  
Effective Size ◽  
Natural Moisture Content ◽  
Coefficient Of Uniformity

This study undertook an experimental study of the comparative effects of Atterberg limits, particles size and compaction parameters on the unconfined compressive strength of selected soils. This was with a view to ascertaining which of the combinations of the soil properties will produce a good prediction of the unconfined compressive strength. To achieve this aim, soil samples were obtained from selected locations within Ife Central Local Government Area, Osun State, Nigeria. The following tests were conducted on the soil samples, following standard procedures: natural moisture content determination, specific gravity, Atterberg limits, compaction and unconfined compressive strength. Using Regression tool, the results obtained from the laboratory tests were used to develop the relationships between each of the index properties and unconfined compressive strength. Results showed that the natural moisture content of soil samples ranges between 18.48 % and 25.03 %; specific gravity ranges between 2.35 and 2.69; liquid limit ranges between 39.95 % and 83.98 %; plastic limit ranges between 29.32 % and 51.18 %; and plasticity index is between 8.74 % and 33.56 %. The maximum dry density ranges between 15.30kN/m3 and 19.30kN/m3 with their optimum moisture contents ranging between 13.80 % and 35.50 % while unconfined compressive strength is between 36.00 kN/m2 and 97.14 kN/m2. The results of regression analysis showed that effective size and coefficient of uniformity have the greatest effect (R2 = 0.82) on unconfined compressive strength of the tested soil samples. Therefore, the study concluded that effective size and coefficient of uniformity could be used to estimate the unconfined compressive strength of the soils.

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

Assessment of Gneiss-Derived Residual Soils as Materials Used in Road Pavement Structures

2020 ◽  
Vol 3 ◽  
pp. 12-25
Author(s):  
Olaoluwa Oluwaniyi ◽  
Imoleayo Fatoyinbo ◽  
Akinola Bello ◽  
Joshua Owoseni
Keyword(s):  
Moisture Content ◽  
Linear Shrinkage ◽  
Optimum Moisture Content ◽  
Soil Samples ◽  
Dry Density ◽  
Residual Soils ◽  
Maximum Dry Density ◽  
Road Pavement ◽  
Natural Moisture Content ◽  
Pavement Structures

Failure of highway pavement and collapse of building in basement complex of Nigeria is often related to the instability of the residual. This study evaluated the strength characteristics of gneiss-derived residual Soils as materials usable for road pavement structures. A total of eleven soil samples derived from granite gneiss were subjected to laboratory geotechnical analyses based on standard practices. The geotechnical analyses reveal the soils’ natural moisture content, specific gravity, grain sizes, consistency limits, shearing strengths, maximum dry density, and optimum moisture content. Based on AASHTO classification, the soil samples are classified as A-7-6, A-6, and A-7-5. The results of the laboratory analyses revealed that the natural moisture content and specific gravity ranged from 8.30 to 22.70% and 2.6 to 2.8 respectively. Particle size analysis reveals that the coarse contents of the soils ranged from 28.8% to 59.8% and amount of fines ranged from 40.2 to 71.2%. The liquid limit ranged from 31.3% to 68.3%, plastic limit ranged from 20% to 28.0%, plasticity index ranged from 4.8% to 38.90% and linear shrinkage ranged from 5.7 to 13.6%. The maximum dry density ranged from 1481 kg/m3 to 1921 kg/m3 and optimum moisture content ranged from 15.2% to 27.6%. Undrained triaxial shear strength (Cu) ranged from 43.0 Kpa to 250.3Kpa, angle of friction ranges from 11.7 to 29.30, and unconfined compressive strength ranged from 153 to 356.5Kpa. The results indicate that the residual soils are poor sub-grade and foundation materials due to their high amount of fines, linear shrinkage values, plasticity, and swelling potential, as well as low maximum dry density.

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 Using Steel Slag for Stabilizing Clayey Soil in Sulaimani City-Iraq

2020 ◽  
Vol 26 (7) ◽  
pp. 145-157
Author(s):  
Zozk Kawa Abdalqadir ◽  
Nihad Bahaaldeen Salih ◽  
Soran Jabbar Hama Salih
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Clayey Soil ◽  
Steel Slag ◽  
Swelling Pressure ◽  
Geotechnical Properties ◽  
California Bearing Ratio ◽  
Engineering Properties ◽  
Clayey Soils

The clayey soils have the capability to swell and shrink with the variation in moisture content. Soil stabilization is a well-known technique, which is implemented to improve the geotechnical properties of soils. The massive quantities of waste materials are resulting from modern industry methods create disposal hazards in addition to environmental problems. The steel industry has a waste that can be used with low strength and weak engineering properties soils. This study is carried out to evaluate the effect of steel slag (SS) as a by-product of the geotechnical properties of clayey soil. A series of laboratory tests were conducted on natural and stabilized soils. SS was added by 0, 2.5, 5, 10, 15, and 20% to the soil. The conducted tests are consistency limits, specific gravity, hydrometer analysis, modified Proctor compaction, swelling pressure, swelling percent, unconfined compressive strength, and California Bearing Ratio (Soaked CBR). The results showed that the values of liquid limit, plasticity index, optimum moisture content, swelling pressure, and swelling percent were decreased when stabilized the soil. However, the values of maximum dry density, unconfined compressive strength, and California bearing ratio were increased with the addition of steel slag with various percentages to the clayey soil samples. The steel slag was found to be successfully improving the geotechnical properties of clayey soils.

Laboratory Investigation on the Strength Characteristics of Cement-Treated Base

2014 ◽  
Vol 507 ◽  
pp. 353-360 ◽  
Author(s):  
Amiruddin Ismail ◽  
Mojtaba Shojaei Baghini ◽  
Mohamed Rehan Karim ◽  
Foad Shokri ◽  
Ramez A. Al-Mansob ◽  
...  
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Resilient Modulus ◽  
Tension Test ◽  
Engineering Properties ◽  
Dry Density ◽  
Flexure Strength ◽  
Indirect Tension ◽  
Indirect Tension Test

Cement-Treated Base (CTB) is a non-conventional method used in road bases materials to improve its engineering properties due to the hardening of cement when moisture is present and extends the period of curing times. This study investigates the effects of cement additive on properties of base layer using laboratory mechanistic evaluation of stabilized soil mixtures. Laboratory tests conducted were Unconfined Compressive Strength (UCS), Indirect Tension test for Resilient Modulus (ITRM) and Flexure Strength (FS) tests. The results revealed that by adding Portland cement, the mechanical properties of the mixture have improved where the UCS is found to be an important quality indicator. In addition, the variables that influenced these tests, which are cement content, curing time, moisture content, and dry density, play important role to determine the performance of CTB. This paper presents the finding of a correlation conducted to analyse the influences of these variables using regression and ANOVA to establish significant models with the aim of predicting the strength base on mixture parameters. Keywords: Cement-Treated Base, Unconfined Compressive Strength, Indirect Tension test for Resilient Modulus, Flexure Strength, Moisture Content, Dry Density, Regression Analysis.

scholarly journals Stabilisasi Tanah Lempung Desa Tumbang Rungan dengan Roadbooster untuk Perkerasan Jalan

2017 ◽  
Vol 5 (2) ◽  
pp. 117-122
Author(s):  
Evi Meilisa Adhanty ◽  
Rida Respati ◽  
Norseta Ajie Saputra
Keyword(s):  
Compressive Strength ◽  
Carrying Capacity ◽  
Unconfined Compressive Strength ◽  
Soil Stabilization ◽  
Clay Soil ◽  
Soil Layer ◽  
California Bearing Ratio ◽  
Pavement Materials ◽  
Road Pavement ◽  
The Way

Land is the foundation for construction. Foundation is the lowest part of a construction, serves to channel the load directly from the construction structure to the soil layer at underneath it. Soils that have bad properties are very unfavorable if used for something construction, especially for highway pavement. The way to increase the carrying capacity of clay soil is to do soil stabilization efforts, that is, using roadbooster as a stabilizing chemical and is expected to improve the nature of the clay and meets the requirements for road pavement materials. In this study will stabilization of the clay soil of Tumbang Rungan Village Palangka Raya with the main parameters which is used as a research reference, namely California Bearing Ratio (CBR) immersion and Unconfined Compressive Strength (UCS). Based on the results of testing the clay soil of Tumbang Rungan Village, Palangka Raya, the data were obtained: Original ground immersion CBR 7.89%, CBR immersion 0% roadbooster 76%, CBR 4% immersion roadbooster 40.85%, CBR immersion 8% roadbooster 27.08%, UCS original soil 0.56 kg / cm2, UCS 0% roadbooster 7.30 kg / cm2, UCS 4% roadbooster 7.40 kg / cm2, and UCS 8% roadbooster 8.30 kg / cm2. From the CBR data, you can see the value The highest CBR is when mixing 0% roadbooster or without additional roadbooster, while the highest UCS value lies in mixing 8% roadbooster.

scholarly journals Characterization and Classification of Geotechnical Index Properties of Shallow Soil Deposits at Oworoshoki Area, Kosofe Local Government, Lagos, Nigeria

2021 ◽  
Vol 04 (01) ◽  
Author(s):  
I.T. Peni ◽  
Keyword(s):  
Particle Size ◽  
Specific Gravity ◽  
Moisture Content ◽  
Particle Size Distribution ◽  
Laboratory Test ◽  
Soil Samples ◽  
Unit Weight ◽  
Index Properties ◽  
Plastic Limit ◽  
Natural Moisture Content

The study of geotechnical index properties of soils in Oworoshoki, Kosofe, Lagos State was conducted to characterize and classify the index properties of soil samples. Disturbed and undisturbed soils were collected at different shallow depths (1m, 2m and 3m) from the study area and laboratory test was conducted. The laboratory test conducted includes natural moisture content, atterberg limits (liquid limit and plastic limit), particle size distribution, specific gravity, unit weight and hydrometer. The results of the test were gotten: natural moisture content as 23.5%, 24.5% and 25.3% , liquid limits (LL) 28.68%, 26.64% and 29.10%, Oworoshoki is non-plastic for the three depths i.e. plastic limit (PL) is 0, particle size distribution percentage passing through BS #200 (0.075mm) are 95.97 %, 97.97%, 98.10% and this shows that the soil sample contain much silt, the samples are non-plastic for all depths (1m, 2m and 3m), specific gravity as 2.61, 2.55 and 2.60, unit weight as 17.5 KN/m3, 18.1kn/m3 and 18.9KN/m3 and hydrometer percentage passing through BS #200 (0.075mm) as 95.97% at 1.0m depth, 97.97% at 2.0m depth and 98.10% at 3.0m depth. Hydrometer test was conducted because 95.97% passes sieve 0.075mm.This shows that the soil contain high amount of silt. Soils from depth 1.0m, 2.0m and 3.0m are non-plastic (NP) because the Plastic Index (PI=0) and the soil samples are classified as A – 3 according to American Association of State Highway and Transportation Officials (AASHTO) System.

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.

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.

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