Influence of Submergence on Stabilization of Loess in Shaanxi Province by Adding Fly Ash

In this study, the influence of fly ash (FA) content (0%, 10%, 20%, and 30%) on the alteration in the physical and mechanical parameters of loess is investigated. The influences of curing time (0, 14, and 28 days) and submergence and non-submergence conditions are analyzed as well. Analysis considers the variation in Atterberg limits (liquid limit, plastic limit, and plasticity index), compaction parameters (optimum moisture content (OMC), and maximum dry density (MDD)), unconfined compressive strength (UCS) stress, UCS strain, California bearing ratio (CBR) value, and swell potential. Results show that the application of FA-stabilized loess (FASL) is effective. Specifically, the MDD decreases and the OMC increases, the UCS stress increases and the UCS strain decreases, the CBR value improves and the swell potential declines, but Atterberg limits are insignificantly changed by the increase in the FA ratio compared with those of untreated loess. The UCS stress and CBR value are improved with the increase in curing time, whereas the UCS strain is negligible. FASL under submergence condition plays an important role in improving the effect of FA on the UCS stress and CBR value compared with that under non-submergence condition. The UCS stress and CBR value are more increased and more decreased than the UCS strain in submerged samples. Therefore, the application of FASL in flood areas is important for obtaining sustainable construction materials and ensuring environmental protection.

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An investigation into the cause of road failure along Sagamu-Papalanto highway southwestern Nigeria

Geoenvironmental Disasters ◽

10.1186/s40677-020-00174-8 ◽

2021 ◽

Vol 8 (1) ◽

Author(s):

Ubido Oyem Emmanuel ◽

Igwe Ogbonnaya ◽

Ukah Bernadette Uche

Keyword(s):

Construction Materials ◽

Road Construction ◽

Linear Shrinkage ◽

Liquid Limit ◽

Dry Density ◽

Maximum Dry Density ◽

Southwestern Nigeria ◽

Low Resistivity ◽

The Road ◽

Cause Of Failure

AbstractInvestigation into the cause of road failure has been carried out along a 60 km long Sagamu –Papalanto highway southwestern Nigeria. Geochemical, mineralogical, geotechnical and geophysical analyses were conducted to evaluate the cause of failure along the study area. The results of the laboratory tests showed that the percentage amount of fines ranges from 12 to 61.3%, natural moisture content from 6.8 to 19.7%, liquid limit in the range of 25.1–52.2%, linear shrinkage between 3.96 to 12.71%, plastic limit ranges from 18.2–35%, plasticity index ranges from 5.2 to 24.6%, free swell in the range from 5.17–43.9%, maximum dry density ranges from 1.51–1.74 g /cm3, specific gravity ranges from 2.52–2.64 and CBR between 3 and 12%. The Cone Penetrometer Test (CPT) shows a resistance value of 20–138 kgf/cm2. The major clay mineral that is predominant in the studied soil is kaolinite. The major oxides present are SiO2, Al2O3, Fe2O3, K2O, Na2O, MgO and CaO. The result of the 2D Electrical Resistivity Imaging revealed a low resistivity values for profile 2 and 3 ranging from 100 Ωm – 300 Ωm, between a distance of 20 m – 240 m along the profile to a depth of 7.60 m and a low resistivity value ranging from 50 Ωm – 111Ωm, between a distance of 80 m − 120 m along the profile to a depth of 15 m. It was concluded that the low CBR, low MDD and the class of subsoils namely A-26, A-7, A-2-7 (clayey soils) which were identified are responsible for the cause of failure experienced in the study area. These makes the soils unsuitable as road construction materials and hence, there is need for stabilization during the reconstruction and rehabilitation of the road.

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An Investigation into the Cause of Road Failure Along Sagamu-Papalanto Highway Southwestern Nigeria

10.21203/rs.3.rs-44126/v4 ◽

2021 ◽

Author(s):

OYEM EMMANUEL UBIDO ◽

Igwe Ogbonnaya ◽

Bernadette Uche Ukah

Keyword(s):

Construction Materials ◽

Road Construction ◽

Linear Shrinkage ◽

Liquid Limit ◽

Dry Density ◽

Maximum Dry Density ◽

Southwestern Nigeria ◽

Low Resistivity ◽

The Road ◽

Cause Of Failure

Abstract Investigation into the cause of road failure has been carried out along a 60km long Sagamu –Papalanto highway southwestern Nigeria. Geochemical, mineralogical, geotechnical and geophysical analyses were conducted to evaluate the cause of failure along the study area. The results of the laboratory tests showed that the percentage amount of fines ranges from 12-61.3%, natural moisture content from 6.8 to 19.7%, liquid limit in the range of 25.1-52.2%, linear shrinkage between 3.96 to 12.71%, plastic limit ranges from 18.2-35%, plasticity index ranges from 5.2 to 24.6%, free swell in the range from 5.17 – 43.9%, maximum dry density ranges from 1.51 -1.74g /cm3, specific gravity ranges from 2.52-2.64 and CBR between 3-12%. The Cone Penetrometer Test (CPT) shows a resistance value of 20-138 kgf/cm2. The major clay mineral that is predominant in the studied soil is kaolinite. The major oxides present are SiO2, Al2O3, Fe2O3, K2O, Na2O, MgO and CaO. The result of the 2D Electrical Resistivity Imaging revealed a low resistivity values for profile 2 and 3 ranging from 100 Ωm – 300 Ωm, between a distance of 20m – 240 m along the profile to a depth of 7.60m and a low resistivity value ranging from 50 Ωm – 111Ωm, between a distance of 80 m –120 m along the profile to a depth of 15m. It was concluded that the low CBR, low MDD and the class of subsoils namely A-26, A-7, A-2-7 (clayey soils) which were identified are responsible for the cause of failure experienced in the study area. These makes the soils unsuitable as road construction materials and hence, there is need for stabilization during the reconstruction and rehabilitation of the road.

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Prediction of Compaction Parameters from Soil Index Properties Case Study: Dam Complex of Upper Atbara Project

American Journal of Pure and Applied Biosciences ◽

10.34104/ajpab.022.01009 ◽

2021 ◽

pp. 01-09

Keyword(s):

Regression Analysis ◽

Soil Compaction ◽

Civil Engineering ◽

Physical And Mechanical Properties ◽

Liquid Limit ◽

Atterberg Limits ◽

Dry Density ◽

Maximum Dry Density ◽

Field Compaction ◽

Microsoft Office

Soil compaction involves concretion and a relative variation of physical and mechanical properties of soils. Determining laboratory compaction characteristics such as maximum dry density (MDD) and optimum moisture content (OMC) could be vital work to manage field compaction for all earth-works structures. There are 3 necessary Atterberg limits: plastic limit (PL), liquid limit (LL), and Plastic Index (PI). The most objective of this paper is to get the relationships between compaction parameters and their Atterberg limits of fine-grained soils and to create reliable correlations. For conducting this work, forty samples are collected from a borrowed space that is found at the bank upstream of Setit watercourse. The tests of soil samples were executed at the laboratory of Dam complex of the upper Atbara project. To perform this work, the Microsoft Office Excel software was exercised for the regression analysis of compaction parameters and Atterberg limits. Several trials were created to get the relationships between Atterberg limits (LL, PL, and PI) with the compaction parameters (OMC, and MDD). From the regression analysis, it's found that OMC and MDD have an excellent relationship with the LL other than the PL and PI. It had been observed that the (OMC) has an excellent correlation with (MDD) other than the remaining parameters. From this work, it's going to be suggested to use the soil compaction properties and Liquid Limits' correlations attributable to their reliable results compared with the other correlations. The result of the paper may be helpful and applicable in numerous civil engineering sectors, particularly for preliminary investigations and prefeasibility studies of various civil engineering works.

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Geotechnical Properties of Effluent-Contaminated Cohesive Soils and Their Stabilization Using Industrial By-Products

Processes ◽

10.3390/pr6100203 ◽

2018 ◽

Vol 6 (10) ◽

pp. 203 ◽

Cited By ~ 4

Author(s):

Muhammad Irfan ◽

Yulong Chen ◽

Muhammad Ali ◽

Muhammad Abrar ◽

Ahmed Qadri ◽

...

Keyword(s):

Compressive Strength ◽

Unconfined Compressive Strength ◽

Industrial Effluents ◽

Liquid Limit ◽

Dry Density ◽

Cohesive Soils ◽

Maximum Dry Density ◽

Plastic Clay ◽

Swell Potential ◽

By Products

The unchecked and unnoticed disposal of industrial leachates is a common malpractice in developing countries. Untreated effluents from industries drastically deteriorate the soil, altering nearly all of its characteristics. An increase in urbanization has led to construction on these deteriorated lands. In this study, the chemical impact of two industrial effluents, dyeing (acidic) and tannery (basic), is studied on two cohesive soils, i.e., high plastic clay (CH) and low plastic clay (CL). Properties such as liquid limit, plasticity index, specific gravity, maximum dry density, unconfined compressive strength, swell potential, swell pressure, and compression indices decrease with effluent contamination, with the exception of the basic effluent, for which the trend changes after a certain percentage. This study also examines the time variation of properties at different effluent percentages, finding that unconfined compressive strength of both soils increases with time upon dyeing (acidic) contamination and decreases with tannery (basic). The stabilizing effect of two industrial by-products, i.e., marble dust and ground granulated blast furnace slag (GGBFS) have been evaluated. Unlike their proven positive effect on uncontaminated soils, these industrial by-products did not show any significant stabilization effect on leachate-contaminated cohesive soils, thereby emphasizing the need to utilize special remediation measures for effluent treated soils.

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Study of water salinity effect on geotechnical behavior of soil structure using response surface method (RSM), (Case study: Gotvand Dam)

Ciência e Natura ◽

10.5902/2179460x20865 ◽

2015 ◽

Vol 37 ◽

pp. 350

Author(s):

Mohammad Ajam ◽

Mohammad Reza Sabour ◽

Gorban Ali Dezvareh

Keyword(s):

Response Surface ◽

Mechanical Characteristics ◽

Liquid Limit ◽

Atterberg Limits ◽

Water Salinity ◽

Dry Density ◽

Maximum Dry Density ◽

Salinity Effect ◽

Khuzestan Province ◽

Weight Percentage

Specifying the mechanical characteristics of soil is as one of the major steps in designing the foundation for civil projects, particularly hydraulic structures. This study examines the water salinity effect on engineering characteristics of fine-grained soil in clayey core of Gotvand dam which it is located on the Karun River in Khuzestan province, Iran. For this purpose, three types of salt; sodium chloride, magnesium chloride and calcium sulfate is considered that the last one has the highest concentration in the water of reservoir behind the dam, and then their effect on the mechanical characteristics of clay including density, Atterberg limits, angel of internal friction, adhesion and open inflation have examined. Therefore, treatments required for testing were provided by combining the mentioned salts considering the weight percentage of salt in the water behind the dam and designing a test using response surface methodology (RSM). The results were statistically analyzed by RSM. Results showed that type and amount of soil salinity has no significant impact on the compaction characteristics of soil namely optimum moisture content and the maximum dry density. Results of changes in Atterberg limits showed that presence of salt ions reduces the plasticity of the soil and it was seen a certain decrease in the liquid limit and subsequently a dramatic drop in soil plasticity by increasing the percentage of soil; while the plastic limit remained almost unchanged. Eventually, results of open inflation showed that whatever the salt concentration be higher, the rate of sample's open inflation will be lower.

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Potentials of Processed Palm Kernel Shell Ash (Local Stabilizer) and Model Prediction of CBR and UCS Values of Ntak Clayey Soils in Akwa Ibom State, Nigeria

European Journal of Engineering Research and Science ◽

10.24018/ejers.2020.5.12.2143 ◽

2020 ◽

Vol 5 (12) ◽

pp. 96-106

Author(s):

S. A. Assam ◽

J. C. Agunwamba

Keyword(s):

Construction Materials ◽

Palm Kernel ◽

Strong Relationship ◽

Soil Improvement ◽

Liquid Limit ◽

Dry Density ◽

Maximum Dry Density ◽

Palm Kernel Shell ◽

Significant Difference ◽

Maximum Improvement

It is very essential to improve on the study of stabilization, as we investigate the potential of Processed Palm Kernel Shell Ash (PPKSA) as a Local stabilizer in stabilizing clay soil. The ever-increasing cost of construction materials in Nigeria and other developing countries has created the need for improved research into locally and readily available materials and also on how to convert these local materials such as Palm Kernel Shell Ash for use in construction and soil improvement. To achieve this; soil samples were collected from Ntak – Uyo, Akwa Ibom State classified as an A-2-5 soil on AASHTO and CL on UNIFIED SYSTEM of classification, were sieved and passed through sieve No. 36. It was then stabilized with (2-7%) Processed Palm Kernel Shell Ash (PPKSA) by weight of the dry soil. The investigation includes evaluation of the engineering and geotechnical properties of the soil. The results obtained shows that the increase in PPKSA content at 4.5% increase the Optimum Moisture Content (OMC) by 16.74%, Maximum Dry Density (MDD) by 1.89 gm/cm3, Unconfined Compressive Strength (UCS) by 433.12 kN/m2, California Bearing Ratio (CBR) by 55% for unsoak and 36% for soak while there was a significant reduction in the value of Liquid Limit (LL) by 30.92% and Plasticity Index (PI) by 10%. The predictive models were developed, and these models showed a good correlation with experimental results in the control tests as they possess a reasonable significant difference and a strong relationship between the measured and predicted values. The study concluded that PPKSA can be used to improve the properties of soil for construction purposes and 4.5% PPKSA content was observed to yield maximum improvement for OMC, MDD, CBR and UCS values.

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An Investigation Into the Cause of Road Failure Along Sagamu-Papalanto Highway Southwestern Nigeria

10.21203/rs.3.rs-44126/v3 ◽

2020 ◽

Author(s):

OYEM EMMANUEL UBIDO ◽

Igwe Ogbonnaya ◽

Bernadette Uche Ukah

Keyword(s):

Construction Materials ◽

Road Construction ◽

Linear Shrinkage ◽

Liquid Limit ◽

Dry Density ◽

Maximum Dry Density ◽

Southwestern Nigeria ◽

Low Resistivity ◽

The Road ◽

Cause Of Failure

Abstract Investigation into the cause of road failure has been carried out along a 60km long Sagamu –Papalanto highway southwestern Nigeria. Geochemical, mineralogical, geotechnical and geophysical analyses were conducted to evaluate the cause of failure along the study area. The results of the laboratory tests showed that the percentage amount of fines ranges from 12-61.3%, natural moisture content from 6.8 to 19.7%, liquid limit in the range of 25.1-52.2%, linear shrinkage between 3.96 to 12.71%, plastic limit ranges from 18.2-35%, plasticity index ranges from 5.2 to 24.6%, free swell in the range from 5.17 – 43.9%, maximum dry density ranges from 1.51 -1.74g /cm3, specific gravity ranges from 2.52-2.64 and CBR between 3-12%. The Cone Penetrometer Test (CPT) shows a resistance value of 20-138 kgf/cm2. The major clay mineral that is predominant in the studied soil is kaolinite. The major oxides present are SiO2, Al2O3, Fe2O3, K2O, Na2O, MgO and CaO. The result of the 2D Electrical Resistivity Imaging revealed a low resistivity values for profile 2 and 3 ranging from 100 Ωm – 300 Ωm, between a distance of 20m – 240 m along the profile to a depth of 7.60m and a low resistivity value ranging from 50 Ωm – 111Ωm, between a distance of 80 m –120 m along the profile to a depth of 15m. It was concluded that the low CBR, low MDD and the class of subsoils namely A-26, A-7, A-2-7 (clayey soils) which were identified are responsible for the cause of failure experienced in the study area. These makes the soils unsuitable as road construction materials and hence, there is need for stabilization during the reconstruction and rehabilitation of the road.

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An Investigation Into the Cause of Road Failure Along Sagamu-papalanto Highway Southwestern Nigeria

10.21203/rs.3.rs-44126/v2 ◽

2020 ◽

Author(s):

OYEM EMMANUEL UBIDO ◽

Igwe Ogbonnaya ◽

Bernadette Uche Ukah

Keyword(s):

Construction Materials ◽

Road Construction ◽

Linear Shrinkage ◽

Liquid Limit ◽

Dry Density ◽

Maximum Dry Density ◽

Southwestern Nigeria ◽

Low Resistivity ◽

The Road ◽

Cause Of Failure

Abstract Investigation into the cause of road failure has been carried out along a 60km Sagamu –Papalanto highway southwestern Nigeria. Geochemical, mineralogical, geotechnical and geophysical analyses were conducted to evaluate the cause of failure along the study area. The results of the laboratory tests showed that the percentage amount of fines ranges from 12-61.3%, natural moisture content from 6.8 to 19.7%, liquid limit in the range of 25.1-52.2%, linear shrinkage between 3.96 to 12.71%, plastic limit ranges from 18.2-35%, plasticity index ranges from 5.2 to 24.6%, free swell in the range from 5.17 – 43.9%, maximum dry density ranges from 1.51 -1.74g /cm3, specific gravity ranges from 2.52-2.64 and CBR between 3-12%. The Cone Penetrometer Test (CPT) shows a resistance value of 20-138 kgf/cm2. The major clay mineral that is predominant in the studied soil is kaolinite. The major oxides present are SiO2, Al2O3, Fe2O3, K2O, Na2O, MgO and CaO. The result of the 2D Electrical Resistivity Imaging revealed a low resistivity values for profile 2 and 3 ranging from 100 Ωm – 300 Ωm, between a distance of 20m – 240 m along the profile to a depth of 7.60m and a low resistivity value ranging from 50 Ωm – 111Ωm, between a distance of 80 m –120 m along the profile to a depth of 15m. It was concluded that the low CBR, low MDD and the class of subsoils namely A-26, A-7, A-2-7 (clayey soils) which were identified are responsible for the cause of failure experienced in the study area. These makes the soils unsuitable as road construction materials and hence, there is need for stabilization during the reconstruction and rehabilitation of the road.

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Review on Soil Improvement by Using Various Chemical Additives for Foundation

Journal of Sustainable Underground Exploration ◽

10.30880/jsue.2021.01.01.006 ◽

2021 ◽

Vol 1 (1) ◽

Author(s):

Nurul Ainul Hamizah Khalid ◽

◽

Alvin John Lim Meng Siang ◽

Keyword(s):

Fly Ash ◽

Soil Improvement ◽

Soil Strength ◽

Liquid Limit ◽

Dry Density ◽

Chemical Additives ◽

Problem Statement ◽

Maximum Dry Density ◽

Microsoft Excel ◽

Chemical Additive

This work aimed to study the most effective chemical additives to increase the strength of the clay soil. The problem statement is to improve the soil strength to avoid failure in the ground. The chemical additives that be used are lime, cement, and fly ash. These chemical additives were commonly used to stabilize the soil and make the shear strength of the soil increase. The data taken was from the previous research, where the data was compared to get the most effective chemical additives to improve the soil stability and soil strength. The percentage of the chemical additive used in the soil mixture was 8% to 10%. The data from previous research was chosen based on the rate used of the chemical additive and the research was taken from Science Directed website only. Data were collected through 30 previous studies using clay and chemical additives such as cement, lime, and fly ash. The data for Plastic Limit, Liquid Limit, Plasticity Index, Optimum Moisture Content, Maximum Dry Density, and Unconfined Compressive Strength was taken by referring to the previous study. Then the data was listed in Microsoft Excel to generate the graph for comparison. All the data obtained are then compared to get which chemicals can increase the strength of the soil. The result of this study shows that the cement was the most effective chemical additive to improve the soil strength and to stabilize the soil than the lime and fly ash.

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