Norazlan Khalid

Effect of Nanoclay in Soft Soil Stabilization

The effectiveness of using nanoclay in soft soil stabilization was investigated by mean of laboratory testing to evaluate the compressive strength, effective shear strength and Atterberg limit test parameters. The soft soil sample, classified as slightly sandy CLAY of intermediate plasticity was used in this studies. The nanoclay was produced from pulverizing soft soil sample into nano sized using ball milling process. From the scanning electron microscopic (SEM) test and nano size analysis, it was found that the nanoclay particles were obtained from the milling process. However, only 3 % nanoclay was used in this study due to the limited samples produced from milling process. The first objective of this study was to determine the compressive strength of 3 % nanoclay mixed with soft soil and the second objective was to determine the effective shear strength of 3 % nanoclay mixed with soft soil. Meanwhile, the third objective of this study was to determine the Atterberg limit parameter: liquid limit (LL), plastic limit (PL) and plastic index (PI) of 3 % nanoclay mixed with soft soil. This study involved three main testing such as unconfined compression strength to determine the compressive strength and consolidated drained test to determine the effective shear strength. Meanwhile, the Atterberg limit test were conduct to determine the liquid limit (LL) and plastic limit (PL). The result showed that the mixing of 3 % nanoclay with soft soil was improved the soil strength and effectiveness of the shear strength.

Compaction characteristics of banting soft soil subgrade stabilized using waste paper sludge ash (WPSA)

This paper presents the laboratory result on compaction characteristic for soft soil subgrade which was stabilized by using waste paper sludge ash (WPSA). The soft soil sample was collected from Banting Selangor, Malaysia named as Banting soft soil and classified as slightly sandy Clay with intermediate plasticity. Additive of WPSA is a finely waste product produced from the incinerated waste paper. In ASTM C618, this WPSA samples are categorized as Type-C fly ash due to the high free lime (CaO) content (>20%) and possesses some cementitious and pozzolanic, resulting in the self-cementing characteristics. Therefore no entire activators such as lime are required. Objectives of this study are to determine the dry density and moisture content of Banting soft soil stabilized by WPSA through the different energy and method of compaction and to determine the Atterberg limit properties of Banting soft soil stabilized using WPSA. Several percentage of WPSA (4%, 8%, 12% and 16%) was used to stabilize the soft soil...

SOFT Soil Subgrade Stabilization Using Waste Paper Sludge Ash (WPSA) Mixtures

This paper presents findings on the soft soil stabilization using waste paper sludge ash (WPSA). A laboratories testing was conducted to determine the compressive strength, total shear strength and effective shear strength on soft soil subgrade stabilized using WPSA mixtures. Instead, the microstructure of soft soil and stabilized soft soil was investigated to evaluate the role of WPSA to the strength of stabilized soft soil. The soft soil subgrade sample, categorized as slightly sandy CLAY of intermediate plasticity used in this study was stabilized using Class-C of WPSA. The first objective is to determine the maximum compressive strength and optimum percentages of WPSA mixtures. The second objective is to determine the total shear strength and effective shear strength of soft soil stabilized with optimum percentage of WPSA. The third objective is to investigate the effect of WPSA to the strength of stabilized soft soil by microstructure testing by scanning electron microscopic test (SEM). This study involved three main testing. First testing was unconfined compression test to determine the compressive strength. Second testing was consolidated undrained test to determine the total shear strength and third testing was consolidated drained test to determine the effective shear strength. Third testing was microstructure testing by scanning electron microscopic test (SEM). The result shows, the addition of 10 % WPSA were giving the highest compressive strength about 737 kPa and improved the total strength and effective strength to stabilize the soft soil due to the crystal formation from the pozzolanic reaction.

The Study of Interface Shear Strength Between Geotextile and Soil Liner Containing Different Percentage of Sodium Bentonite

The purpose of this research is to focus on the interface shear strength between geotextiles and soil with different percentage of sodium bentonite. Firstly, the physical properties of the soil samples must be identified in order to determine the soil classification. The laboratory tests include atterberg limit test, shrinkage limit test, specific gravity test, pH test, sieve analysis test and hydrometer test. The soil samples are natural soil sample, soil added with 0 % of sodium bentonite, soil added with 2.5 % of sodium bentonite, soil added with 5.0 % of sodium bentonite, soil added with 7.5 % of sodium bentonite and soil added with 10 % of sodium bentonite. Based on the test results, the added percentages of sodium bentonite did not appear to have any effect on the properties of the soil samples such as the liquid limit, plastic limit and specific gravity. This is because the values obtained were approximately the same and no apparent changes were detected. However, the shrinkage limit and pH test results shows an increasing trend with the increase of sodium bentonite percentage. The natural soil can be classified as Sandy SILT of Intermediate Plasticity (MI). After classifying the soil samples, compaction tests were performed to get the values of optimum moisture content required during direct shear box test. As with liquid limit plastic limit and specific gravity tests, the results for compaction and direct shear test also did not give good results, as the values of optimum moisture content, cohesion and friction angle were also quite similar to each other. Thus, it can be clearly said that, as an admixture, sodium bentonite did not affect the soil samples, therefore not suitable for this type of soil.

Assessment of Riverbank Soil Properties at Sg. Damansara

Riverbank failure is a common issue whereby almost every year riverbanks are prone with problems, such as erosion, breaching or retirements. Among the major causes are due to the use of geotechnical unstable materials, seepage and sliding of soil. Therefore, the main issue to be tackled is to evaluate riverbank soil properties. Soil properties evaluation is significant for riverbank assessment and this paper gives better justification for problem arise. This study focuses on the characterization of soil properties and the identification of the physical and mechanical soil properties of undisturbed soil sample. This is seen as an opportunity to overcome any issues related to the riverbank failure. The location of this study is located at Damansara River, Seksyen 13, Shah Alam, Selangor. Laboratory experiments that have been conducted are Moisture Content Test, Specific Gravity Test, Atterberg Limit Test, Particle Distribution Test, Compaction Test, Permeability Test and also Shear Strength Test. The soil at Damansara River riverbank is classified as well graded silty sand. Moisture content for both samples is 33 and 39 %. The specific gravity for both samples recorded as 2.27 and 2.61. Furthermore, plastic limit for each sample is 31 and 35 % while liquid limit is 42 and 50 %. Dry density for Sample 1 is 1.85 Mg/m3 while Sample 2 is 1.70 Mg/m3. The permeability of the soil is range of 10−3 to 10−5. The strength of riverbank soil is low due to the condition of soil properties which is sand where the value of cohesion, c′, recorded is 8 kPa while internal friction, O, value is 20.4°.

Strength of Soft Soil Stabilized Using Lime-POFA Mixtures

This paper presents the study on the strength of Malaysian soft soil stabilized using mixing of lime and palm oil fly ash (Lime-POFA). Palm Oil Fly Ash (POFA) additives used in this study is a finely product from waste product from the process of burning palm oil fiber and described as a by-product of thermal power plants where palm oil fiber shell, and empty fruit bunches was burnt at temperatures ranging from 800 to 1,000 °C until it is in fly ash condition. According to ASTM C618, the POFA used in this study has been tested and classified as Class-F fly ash accordingly to ASTM C618 because POFA describe as siliceous and aluminous materials that possess little or no cementitious value. In that condition, POFA need to combines with small quantities of lime for pozzolanic reaction. The samples of soft soil classified as slightly sandy CLAY of intermediate plasticity has been used in this study. The optimum of 3 % hydrated lime used in this study as an active additive to the various percentage mixtures of POFA for the pozzolanic reaction. The first objective of this study is to determine the optimum proportion of POFA to be mixed with 3 % lime to stabilize the clay soil based on the compressive strength at 0, 14 and 28 days of curing periods. The second objective is to determine the strength development of clay soil stabilized at the optimum percentage of POFA mixed with 3 % lime at 0, 14 and 28 days of curing periods. This study involved in unconfined compression strength to determine the strength of stabilized clay soil. The development of compressive strength of soil stabilized using (Lime-POFA) were compared to the compressive strength of unstabilized soil. The result shows, the 6 % POFA mixed with 3 % Lime was the suitable proportion in term of strength and strength development and can be used as additives to stabilize clay soil.