Study The Consequence of Fly Ash on Some of Physical Soil Characteristics

Study the consequence of adding fly ash (FA) on the Atterberg limit; cohesions and internal friction of angles of the verified soil was the aim of this search. The tested soil according to the system of unified soil classification was (CH) group. Fly ash (FA) was added to the tested soil samples in 1, 3, 6, 9, 12, 15 & 18 % by weight of samples. This study shows that once the tested soil mixed with (FA); the values of cohesion reduced; while the values of the angles of internal frictions increases. The drop in the soil sample cohesion when mixed with 18% of (FA) was 34%, were noteworthy increase in the angles of internal friction. For all soil samples as the percentages of adding (FA) increase, the decrease in the index of plasticity amounts increase also at different rates. The adding of (FA) produced a reduction in the liquid limits; plastic limits and henceforth the plasticity index of the tested soil sample at rate of 43%, 48% and 37% correspondingly. The plasticity index losses took place at the first 3%, at a lesser rate, then the rate increased at 18% of additive and because nearly constant.

Determination of Types and Characteristics of Laterite Soil as Basic Land for Building Construction

Laterite soil is red soil because it contains iron and aluminum. It is an old type of soil, so it is suitable for all plants. Laterite soils are located in the reservoir area of the Wonogiri Dam - Central Java. The nature of laterite soil that quickly absorbs water and the soil texture is strong and dense indicates the type of soil used for a mixture to make roads. This study aims to identify and characterize the lateritic soils to support the construction of roads that will be used. It is needed to test the soil’s property index, including moisture content test, density test, Atterberg limit, and grain sieve analysis. At the same time, it tested the classification of laterite soil characteristics using standards of USCS and AASHTO. To test the shear strength of the laterite soil is using Direct Shear. Based on the analysis, the laterite soil from sedimentation in Wonogiri dam is classified as poor and does not meet the requirements to be used as a subgrade in building construction. It can be considered include need to improve to carried out first.

Effectiveness of different admixtures on Atterberg limit and compaction characteristics of stabilized soil

Index properties of soared are the most crucial part of the soil, which impact construction activities due to the rapid growth of urbanization and industrialization. Soft soil is one of the most unstable soil which has a low strength and stiffness index due to its high liquid limit. Stabilization of soil by adding chemical or non-chemical based such as lime and cockle shell powder have proven to improve the index properties of soft soil. Lime and cockle shell powder is the most popular reinforcement materials used in the study on the soil reinforcement for soft soil. The use of lime and cockle shell powder as reinforcement materials in soil are proven effective. The study’s objective is to investigate the effectiveness of different admixtures used in the soil stabilization compared to lime and cockle shell powder on the effect of Atterberg limit and compaction characteristics of soft soil. It is shown the soil reinforcement in soil stabilization is functionally in improving mechanical properties of the soft soil. Meanwhile, the admixture in powder formed to act as a fine binder between soil and stabilizer agents. This will enhance the index properties of original soft soil such as Atterberg limit and compaction characteristics.

The effect of demolition waste composition on the landfill liner physical characteristic

This study analyses the physical characteristics of demolition waste on the composite landfill liner. In this study, three characteristic composite landfill liner tests consist of swelling/specific gravity, OMC standard proctor determination, and atterberg limit test. Composite landfill liner consists of demolition material, bentonite, and lime with eight variable samples. Based on this research, specific gravity ranges from 1.8-2.1 g/cm3, OMC’s highest is V7, and MDD’s lowest is 1.81 g/cm3. Demolition waste content is below 80% can be carried out atterberg limit test. It is related to the particle size distribution test, which states that the size of demolition waste is a type of sand.

Effect of Fly Ash and Cement on the Engineering Characteristic of Stabilized Subgrade Soil: An Experimental Study

The effectiveness of the use of waste fly ash (FA) and cement (OPC) in the stabilization of subgrade soils and the reasons likely to influence the degree of stabilization were investigated. Incorporating waste fly ash (FA) and cement (OPC) as additives leads to significant environmental and economic contributions to soil stabilization. This study involves laboratory tests to obtain the Atterberg limit, free swell index (FSI), the unconfined compressive strength (UCS), the California bearing ratio (CBR), and the scanning electron microscope (SEM). The test results for the subgrade soil illustrate that the Atterberg limit, plasticity index, and free swell index are decreasing with the addition of different proportions of fly ash and cement, i.e., 0%, 5%, 10%, 15%, and 20% and 0%, 2%, 4%, 6%, and 8%, respectively. The CBR value of untreated soil is 2.91%, while the best CBR value of fly ash and cement mixture treated soil is 10.12% (20% FA+8% OPC), which increases 71.34% from the initial value. The UCS of untreated soil is 86.88 kPa and treated soil with fly ash and cement attains a maximum value of 167.75 kPa (20% FA+8% OPC), i.e., increases by 48.20% from the initial value. The tests result show that the stability of a subgrade soil can be improved by adding fly ash and cement. While effectiveness and usability of waste FA and cement are cost-effective and environmentally friendly alternatives to expansive soil for pavement and any other foundation work in the future.

Penelitian Stabilitas Struktur Tanah Lempung Bersifat Monmorillonite Menggunakan Limbah Ampas Kopi

Dalam bidang konstruksi Tanah adalah suatu media pijakan inti dari sebuah bangunan. Struktur Tanah yang sebagian banyak terdapat lempung didalam komponennya adalah bersifat Monmorillonite. Tingkat stabilitas tanah yang bersifat Montmorillonite terbilang kurang bagus terhadap daya topang infrastruktur bangunan. Cara stabilitas tanah pada penelitian berikut adalah dengan menggunakan limbah ampas kopi pada variasi penambahan 5%, 10%, 15% dan 20% pada tanah Montmorillonite. Pada test uji stabilitas tanah adalah dengan menggunakan benda uji mix tanah montmorillonite dengan limbah ampas kopi dengan melakukan uji Berat Isi, Batas konsistensi (Atterberg Limit) dan Pemadatan Tanah (Proctor). Pada hasil penelitian struktur tanah asli dikategorikan momoroillonite dan setelah ditambah ampas kopi pada penambahan divariasi maksimal sebesar 20%, nilai Liquid Limit naik menjadi 43% dan nilai Plastic Limit mengalami kenaikan menjadi 31,64%, sehingga index plastic dapat mengalami peningkatan menjadi 11,36%. Saat uji pemadatan dengan kondisi benda uji padat sempurna, berat volume kering tanah asli sebesar 6,72 gr/cm3 dan setelah ditambahkan limbah ampas kopi sebesar 20% mengalami peningkatan berat volume kering menjadi 10,56 gr/cm3.

Experimental Study of Improving the Properties of Lime-Stabilized Structural Lateritic Soil for Highway Structural Works using Groundnut Shell Ash

This research considered the viability of groundnut shell ash (GSA) on lime-stabilized lateritic soil for highway structural works. Three samples of lateritic soil, named samples A, B, and C, were gathered from Idita-Mokuro, NTA-Mokuro, and ETF burrow pits, respectively, in Ile-Ife, Osun State, Nigeria. Preliminary tests were completed on the samples in their natural states and when stabilized with optimum lime. Engineering properties were performed while 2, 4, and 6 % GSA contents were added to the soil samples at optimum lime. The Atterberg limit tests showed a significant reduction in the plasticity index for samples A and C when stabilized with lime. Compaction test showed a decrease in the maximum dry density from 1,685 to 1,590 kg/m3 for sample A, 1,599 to 1,512 kg/m3 for sample B, and 1,396 to 1,270 kg/m3 for sample C on stabilizing with lime; the introduction of GSA to stabilized lime soil diminished the maximum dry density for all the soil samples, with sample A reduced to 1,435 and 1,385 kg/m3 at 2 and 4 GSA contents, respectively. The addition of GSA improved the engineering properties of lime-stabilized soils as the unsoaked CBR esteems expanded for all soil samples. At an optimum lime dosage, the addition of 2 % GSA expanded the triaxial shear strength from 60.43 to 188.36 kN/m2 for sample A and, at 4 % GSA content, both soil samples B and C increased from 19.19 to 201.48 kN/m2 and 30.62 to 111.65 kN/m2, respectively. Conclusively, GSA improved the toughness and strength of lime-stabilized lateritic soil for highway structural works.

Potential Use of Groundnut Shell Ash as Soils Strength Enhancer

This research investigates the potential use of groundnut shell ash (GSA) as soils strength enhancer. The GSA was used as admixture on selected soil samples from four different locations and samples were named T1, T2, T3 & T4. The tests carried out on the samples include Atterberg limit, sieve size analysis, soil hydrometer, compaction and California bearing ratio (CBR), X-ray fluorescence (XRF). Sieve size analysis, soil hydrometer test, Atterberg limit test were used to classify soil samples’ properties and classification was done as per AASHTO soil classification system. Sample T1 was classified as A-6, samples T2, T3 and T4 were classified as A-4. GSA was added to the soil samples; 2, 4, 6, 8, 10 and 15% of GSA by weight of soil samples. Compaction test and California bearing ratio (CBR) were carried out on soil samples with added GSA. Results from XRF showed that SiO2 + Al2O3+ Fe2O3 = 25.61%. For GSA to be classified as pozzolan, SiO2 + Al2O3+ Fe2O3 ≥ 70% as per ASTM C618 – 08. Therefore, GSA cannot be classified as pozzolan as it does not meet requirement stipulated in ASTM C618 but rather as inert pores filler. Based on the results from compaction and CBR, the study showed that 4-8% of GSA was found to have improved and enhanced the strength of the soil samples.

A feasibility study on calcareous soil stabilization using polymers in Barka region.

In the Gulf region most of the soils require soil stabilization to increase soil bearing capacity for construction of safe and sustainable buildings. The soils are stabilized either by physical stabilization, chemical stabilization or by mechanical stabilization. The aim of this project is to stabilize calcareous soil in the Barka region with synthetic polymers. The soil samples from the Barka region collected by using standard soil sampling methods. The synthetic polymer was mixed with the calcareous soil in 1%, 3% and 5%. The soil samples were tested for sieve analysis, Atterberg Limit, Particle Density, Proctor test and California Bearing Ratio test before and after addition of synthetic polymer. It was observed that there is a positive impact on the geotechnical properties of soil with the addition of Polymer. The optimum moisture content of the soil reduced and the maximum dry density of the soil increased. The optimum results were found at 5% addition of polymer where the optimum moisture content was found out to be 12.6% and the maximum dry density was found out to be 1.997 Mg/m3. The Atterberg limit test to show that the plasticity index of the soil reduced with the addition of polymer and the optimum results were found out at 5% addition of polymer. Finally, the CBR test results determine that the soil bearing capacity increases with the addition of Polymer. After the addition of 5% Polymer, the CBR value was found out to be 27.465% compared to 14.19% for the fresh calcareous soil. The results are encouraging. Keywords: Atterberg Limit, Calcareous soil, CBR, polymer, stabilization.