Evaluation of Collapse Potential Investigated from Different Collapsible Soils

Al-Obaidi, Qasim A.; Ibrahim, Saad Farhan; Schanz, Tom

doi:10.1007/978-3-642-32492-5_12

Cited by 13 publications

(4 citation statements)

References 3 publications

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“…This makes the soil more compact and hence increases its strength. The denser the soil, the lesser its susceptibility to collapse [34][35][36]. From Figure 11-13, the Collapse Index for the untreated samples were found to range between 9-12 % and these fall under the "severe trouble" category according to [17] (Table 2).…”

Section: X-ray Diffraction Results Of the Clay Fractionmentioning

confidence: 99%

“…Though, the addition of bentonite of bentonite resulted in the increase in the compressive strength of the soil due to its ability to fill the voids in the soil and adjust its gradation [2,3,38]. However due to the inherent nature of bentonite as an expansive material, some of this strength was lost on wetting [34]. Nevertheless, compared to the initial state of the soil, the improvement in the soil's engineering properties is quite significant.…”

Section: X-ray Diffraction Results Of the Clay Fractionmentioning

confidence: 99%

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Geotechnical Investigation of Osogbo-Iwo Road Collapsible Soil’s Clay Fraction and Improvement Using Bentonite

Oluyemi-Ayibiowu

Omomomi

Fadugba

2022

JCEST

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This research investigated the collapsible subgrade soils along Osogbo-Iwo Road in South-Western Nigeria. The road pavement has had a history of incessant differential settlement due to the effect of water on the subgrade material hence the soil’s dominant clay mineral was assessed, and an attempt was made to improve the soil with bentonite. Representative soils were taken from three failed sections of the road and their geotechnical characteristics were determined in the laboratory. The soil was classified according to American Association of State Highway and Transportation Officials (AASHTO) as A-5 (Silty-sand) and ML group (inorganic silts, fine sands with low plasticity) according to the USCS Classification system. The clay fraction (which is 10% of the soil mass) was extracted via sedimentation and centrifugation. From the result of the X-ray diffraction (XRD) and consistency limits tests carried out, Kaolinite was observed to be the dominant mineral of influence. The relatively inert nature of the clay fraction was deduced to be a major contributor to its collapsible nature. Bentonite was added to the soil in concentrations of 1-3 % respectively. The results showed that the untreated samples gave OMC values of between 11.7-14.97 %, MDD (1644-1453.6) kg/m3, UCS (61.98-78.01) kPa, Soaked CBR (2-6) % and a Collapse Index (C.I) of 10-12 % which places the soil under a “Severe trouble” category. 1-2 % bentonite gave the best improvement having moved the soil from the “severe trouble” category to the trouble category.

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Section: X-ray Diffraction Results Of the Clay Fractionmentioning

confidence: 99%

Section: X-ray Diffraction Results Of the Clay Fractionmentioning

confidence: 99%

Geotechnical Investigation of Osogbo-Iwo Road Collapsible Soil’s Clay Fraction and Improvement Using Bentonite

Oluyemi-Ayibiowu

Omomomi

Fadugba

2022

JCEST

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“…In addition, the data of the soil gypsum content, unit weight in the model and degree of saturation are mentioned. Plate (1) shows the manufactured apparatus model Two soil containers were used with inner dimensions of (length 700× width 700× height 600 mm) made as one piece of steel plate with 4 mm thickness. The axial loading system consists of two base plates that were tied together by four (17 mm) stainless steel bolts at the corners that making the two plates easy to slip along the horizontal direction or fastened at the desired location.…”

Section: Methodsmentioning

confidence: 99%

Variation of Suction during Wetting of Unsaturated Collapsible Gypseous Soils

Al-Obaidi¹,

Fattah²,

Al-Dorry³

2018

IJET

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Gypseous soils represent as essential soils that exhibit unsaturated behavior that differs completely than their behavior during soaking. Their strength, stiffness, and compressibility are dependent on the degree of saturation.The soil used in this research is disturbed natural gypseous soil having three different percentages of gypsum; 55, 30 and 18%. Nine model tests were conducted to investigate the variation of suction, settlement and total vertical stress with time, also, to study the effect of wetting on the volume change of unsaturated gypseous soil. The soil container used with inner dimensions of (length 700× width 700× height 600 mm). A square footing with (100 mm) sides was used. Models in loose, medium and dense soils were prepared. Watermark monitor data logger model 900M was used, with automatic data collection device that measures soil suction in kPa. The saturation process involved the complete saturation until the suction sensors readings approach to zero. The saturation process was established by allowing the water to infiltrate through the soil in upward-direction with a steady flow and head of 2 m.For all soil models, the time needed to reach the zero suction (saturation state) increased with the increase of the initial dry density. The initial value of suction for all soils increased with decreasing of the initial water content. The drop in the readings of suction may be due to the effect of gypsum content on the adsorption of water that leads to the saturation of the sensors surrounding area.

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“…However, it is the most expensive especially when the initial degree of saturation varies widely and needs to be investigated. Many double oedometer tests have shown that the collapse settlement of the soil is dependent on the applied net normal stress during inundation or inundation pressure (Lin and Wang, 1988, Lin, 1995, Howayek et al, 2011, Al-Obaidi et al, 2013. Thus, the estimation of the amount of collapse must take into account the effect of the inundation pressure on the soil specimen.…”

Section:  mentioning

confidence: 99%

Compression, shrinkage and wetting-induced volume change of unsaturated soils

Wijaya¹

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Thanks be to God who has guided me to overcome all obstacles in finishing this Ph.D. thesis by giving me the best teacher, lover, companions, rivalries, facilities and everything that I need to grow. Through Him and with Him, my journey as a Ph.D. student, both in good and bad, in success and failure, has become a remarkable experience.I would like to first gratefully acknowledge the contribution of Dr. Leong Eng Choon, not only for his excellent supervision and patience during my studies, but also for sharing his experiences, encouragement, motivation, knowledge and friendship which made my life as a Ph.D. student fills with joys and passions.Wenny Darmawati, you are my present and my future, you are the reason why I must never give up and keep moving forward every day to achieve our dreams. Thanks for your patience, loves and endurances through all these hard times and for your unwavering support.The journey as a Ph.D. student is lonely without friends and I am lucky enough to have Abdul Halim Hamdany and Verena Felicia as my best friends during breakfast, lunch, dinner, good and bad times. All the great moments that we had, has never failed to erase my weariness and give me a new strength to continue my works. I would also like to thank Huang Wengui, Chew Jia Han, Cheng Zhuoyuan, Aung Aung Myo Win, Than Than Nyunt, Richard Kizza Mr. Eugene vii 5.2.2. Compression curve of unsaturated soils which reached saturation prior to NCL (case I) 5.2.3. Compression curve of unsaturated soil which remains unsaturated beyond the NCL and merges with the NCL at high net normal stress (case IIa) .

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Evaluation of Collapse Potential Investigated from Different Collapsible Soils

Cited by 13 publications

References 3 publications

Geotechnical Investigation of Osogbo-Iwo Road Collapsible Soil’s Clay Fraction and Improvement Using Bentonite

Geotechnical Investigation of Osogbo-Iwo Road Collapsible Soil’s Clay Fraction and Improvement Using Bentonite

Variation of Suction during Wetting of Unsaturated Collapsible Gypseous Soils

Compression, shrinkage and wetting-induced volume change of unsaturated soils

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