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Journal articles on the topic 'Collapsible Soils'

Author: Grafiati

Published: 4 June 2021

Last updated: 11 February 2022

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1

AL-Rawas, A. A. "State-of-the-Art-Review of Collapsible Soils." Sultan Qaboos University Journal for Science [SQUJS] 5 (December 1, 2000): 115. http://dx.doi.org/10.24200/squjs.vol5iss0pp115-135.

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Collapsible soils are encountered in arid and semi-arid regions. Such soils cause potential construction problems due to their collapse upon wetting. The collapse phenomenon is primarily related to the open structure of the soil. Several soil collapse classifications based on parameters such as moisture content, dry density, Atterberg limits and clay content have been proposed in the literature as indicators of the soil collapse potential. Direct measurement of the magnitude of collapse, using laboratory and/or field tests, is essential once a soil showed indications of collapse potential. Treatment methods such as soil replacement, compaction control and chemical stabilization showed significant reduction in the settlement of collapsible soils. The design of foundations on collapsible soils depends on the depth of the soil, magnitude of collapse and economics of the design. Strip foundations are commonly used when collapsing soil extends to a shallow depth while piles and drilled piers are recommended in cases where the soil extends to several meters. This paper provides a comprehensive review of collapsible soils. These include the different types of collapsible soils, mechanisms of collapse, identification and classification methods, laboratory and field testing, treatment methods and guidelines for foundation design.

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2

Mashhour, Ibrahim, and Adel Hanna. "Drag load on end-bearing piles in collapsible soil due to inundation." Canadian Geotechnical Journal 53, no. 12 (December 2016): 2030–38. http://dx.doi.org/10.1139/cgj-2015-0548.

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Collapsible soils may experience sudden and excessive settlement when inundated. The use of pile foundations that penetrate the collapsible soil layer to reach a firm stratum is widely used in practice. However, when the ground is inundated, large and sudden settlement of the surrounding soil may take place, causing negative skin friction on the pile’s shaft, which may lead to catastrophic failure. In the literature, research dealing with negative skin friction for piles in collapsible soil is lagging due to the complexity of modeling collapsible soil analytically. Alternatively, results of sophisticated experimental investigation may produce valuable information to predict the negative skin friction and accordingly the drag load on these piles. This paper presents the results of an experimental investigation on a single end-bearing pile in collapsible soil. The investigation is tailored to measure the soil collapse before and during inundation and the associated drag load on the pile. The theory proposed by Hanna and Sharif in 2006 for predicting negative skin friction on piles due to consolidation of the surrounding soft clay was extended to predict the negative skin friction for these piles in collapsible soils. A proposed design procedure is presented.

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3

Culshaw, M. G., K. J. Northmore, I. Jefferson, A. Assadi-Langroudi, and F. G. Bell. "Chapter 6 Collapsible Soils in the UK." Geological Society, London, Engineering Geology Special Publications 29, no. 1 (2020): 187–203. http://dx.doi.org/10.1144/egsp29.6.

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AbstractMetastable soils may collapse because of the nature of their fabric. Generally speaking, these soils have porous textures, high void ratios and low densities. They have high apparent strengths at their natural moisture content, but large reductions of void ratio take place upon wetting and, particularly, when they are loaded because bonds between grains break down upon saturation. Worldwide, there is a range of natural soils that are metastable and can collapse, including loess, residual soils derived from the weathering of acid igneous rocks and from volcanic ashes and lavas, rapidly deposited and then desiccated debris flow materials such as some alluvial fans; for example, in semi-arid basins, colluvium from some semi-arid areas and cemented, high salt content soils such as some sabkhas. In addition, some artificial non-engineered fills can also collapse. In the UK, the main type of collapsible soil is loess, though collapsible non-engineered fills also exist. Loess in the UK can be identified from geological maps, but care is needed because it is usually mapped as ‘brickearth’. This is an inappropriate term and it is suggested here that it should be replaced, where the soils consist of loess, by the term ‘loessic brickearth’. Loessic brickearth in the UK is found mainly in the south east, south and south west of England, where thicknesses greater than 1 m are found. Elsewhere, thicknesses are usually less than 1 m and, consequently, of limited engineering significance. There are four steps in dealing with the potential risks to engineering posed by collapsible soils: (1) identification of the presence of a potentially collapsible soil using geological and geomorphological information; (2) classification of the degree of collapsibility, including the use of indirect correlations; (3) quantification of the degree of collapsibility using laboratory and/or in situ testing; (4) improvement of the collapsible soil using a number of engineering options.

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4

Isidro, Miguel, Pablo Trejo, and Marko López. "Soil water characteristic curve parameters of collapsible sand in Lambayeque, Peru." MATEC Web of Conferences 337 (2021): 01005. http://dx.doi.org/10.1051/matecconf/202133701005.

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Several structures are built on collapsible soils in the mining and petroleum industries and on civil sites. In order to analyze the stability of such structures, one must properly study the unsaturated soil behavior. Collapsible soils are frequent sand soil that are susceptible to a significant and sudden reduction in volume upon wetting. An important factor is matric suction, which es related to moisture content through the soil water Characteristic Curve (SWCC), the SWCC is obtained through a filter paper technique and provides a valuable relationship between suction and water content unique to soils. This measures the influence of parameters on the behavior of the structure of collapsible soil. Interactions between structure and soil must be properly evaluated as the bearing capacities of shallow and deep foundations are linked to properties of soil suction, moisture, and grade saturation. This work has experimentally measured the parameters of suction and moisture on the behavior of collapsible sands, where an oil storage tank will be built in the city of Lambayeque in Peru. Undisturbed soil specimens obtained from geotechnical exploration campaigns were used. The filter paper method used in this study was that proposed by models of Brooks-Corey and Van Genuchten. Results show consistent values near reported values from literature.

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5

Krutov, V. I. "Foundation construction on collapsible soils." Soil Mechanics and Foundation Engineering 24, no. 6 (November 1987): 219–23. http://dx.doi.org/10.1007/bf01707265.

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6

Vilar, Orencio Monje, and Roger Augusto Rodrigues. "Collapse behavior of soil in a Brazilian region affected by a rising water table." Canadian Geotechnical Journal 48, no. 2 (February 2011): 226–33. http://dx.doi.org/10.1139/t10-065.

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Collapsible soils are usually nonsaturated, low density, and metastable-structured soils that are known to exhibit a volume reduction following an episode of moisture increase or suction reduction. This paper describes the collapsible behavior of clayey sand based on controlled soil suction tests carried out on undisturbed samples from the city of Pereira Barreto, in the State of São Paulo, Brazil. Foundation settlements due to soil collapse are common in this region and occurred during the filling of the reservoir of the Três Irmãos Dam, which induced the elevation of the groundwater table in different parts of Pereira Barreto. This paper shows that collapse strains depend on the stress and soil suction acting in the sample and that saturation is not necessary for a collapse to occur. The influence of soil suction, gradual wetting, and the wetting and drying cycle on the collapsible behavior of the soil is also shown and discussed.

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7

Fagundes, Luiza P., Jhaber D. Yacoub, Andrey C. Lima, Flávia R. Nakatsuchi, José A. Lollo, Jorge L. Akasaki, and Mauro M. Tashima. "Improvement of Collapsible Soil Behavior of a Lateritic Soil Using Rice Husk Ash." Key Engineering Materials 668 (October 2015): 290–96. http://dx.doi.org/10.4028/www.scientific.net/kem.668.290.

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Great areas of Brazil present lateritic soils, such as the northeast and the south. Some of these soils have, as main characteristic, instable structures that can present considerable volumetric deformation in the presence of water. This behavior, also named collapse, is responsible for several problems on the building construction such as cracks and fractures that can damage the safety of structures. The aim of this paper is to assess the possibility of improvement of collapsible behavior of a lateritic soil using rice husk ash (RHA). A previous characterization of soil and RHA was performed in order to assess the combined effect of soil/RHA. The results are so promising, showing a new alternative to reduce the collapsible behavior of soils using an environmental friendly technology.

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8

Juang, C. H., and David J. Elton. "Predicting Collapse Potential of Soils with Neural Networks." Transportation Research Record: Journal of the Transportation Research Board 1582, no. 1 (January 1997): 22–28. http://dx.doi.org/10.3141/1582-04.

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Collapsible soils are known to experience a dramatic decrease in volume upon wetting. This can be very detrimental to structures founded on collapsible soils. Whereas field testing might be the most reliable way to determine collapse potential, the engineer often sees it as the last resort. Neural network models for predicting the collapse potential of soils on the basis of basic index properties are presented. Field data, consisting of index properties and collapse potential, are used to train and test neural networks. Various network architectures and training algorithms are examined and compared. The trained networks are shown to be able to identify the collapsible soils and predict the collapse potential.

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9

Kalantari, Behzad. "Foundations on collapsible soils: a review." Proceedings of the Institution of Civil Engineers - Forensic Engineering 166, no. 2 (May 2013): 57–63. http://dx.doi.org/10.1680/feng.12.00016.

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10

Houston, Sandra L., and Mostafa El‐Ehwany. "Sample Disturbance of Cemented Collapsible Soils." Journal of Geotechnical Engineering 117, no. 5 (May 1991): 731–52. http://dx.doi.org/10.1061/(asce)0733-9410(1991)117:5(731).

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11

Basma, Adnan A., and Erdil R. Tuncer. "Evaluation and Control of Collapsible Soils." Journal of Geotechnical Engineering 118, no. 10 (October 1992): 1491–504. http://dx.doi.org/10.1061/(asce)0733-9410(1992)118:10(1491).

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12

Reznik, Yakov M. "Plate‐Load Tests of Collapsible Soils." Journal of Geotechnical Engineering 119, no. 3 (March 1993): 608–15. http://dx.doi.org/10.1061/(asce)0733-9410(1993)119:3(608).

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13

Chaney, RC, KR Demars, TD Smith, and KM Rollins. "Pressuremeter Testing in Arid Collapsible Soils." Geotechnical Testing Journal 20, no. 1 (1997): 12. http://dx.doi.org/10.1520/gtj11416j.

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14

Houston, S. L., and M. El-Ehwany. "Sample disturbance of cemented collapsible soils." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 28, no. 6 (November 1991): A364. http://dx.doi.org/10.1016/0148-9062(91)91395-8.

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15

Gaaver, Khaled E. "Geotechnical properties of Egyptian collapsible soils." Alexandria Engineering Journal 51, no. 3 (September 2012): 205–10. http://dx.doi.org/10.1016/j.aej.2012.05.002.

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16

Houston, Sandra, and Xiong Zhang. "Review of expansive and collapsible soil volume change models within a unified elastoplastic framework." Soils and Rocks 44, no. 3 (July 8, 2021): 1–30. http://dx.doi.org/10.28927/sr.2021.064321.

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Numerous laboratory tests on unsaturated soils revealed complex volume-change response to reduction of soil suction, resulting in early development of state surface approaches that incorporate soil expansion or collapse due to wetting under load. Nonetheless, expansive and collapsible soils are often viewed separately in research and practice, resulting in development of numerous constitutive models specific to the direction of volume change resulting from suction decrease. In addition, several elastoplastic models, developed primarily for collapse or expansion, are modified by add-on, such as multiple yield curves/surfaces, to accommodate a broader range of soil response. Current tendency to think of unsaturated soils as either expansive or collapsible (or, sometimes, stable), has likely contributed to lack of development of a unified approach to unsaturated soil volume change. In this paper, common research and practice approaches to volume change of unsaturated soils are reviewed within a simple macro-level elastoplastic framework, the Modified State Surface Approach (MSSA). The MSSA emerges as a unifying approach that accommodates complex volume change response of unsaturated soil, whether the soil exhibits collapse, expansion, or both. Suggestions are made for minor adjustments to existing constitutive models from this review, typically resulting in simplification and/or benefit to some of the most-used constitutive models for unsaturated soil volume change. In the review of practice-based approaches, the surrogate path method (SPM), an oedometer/suction-based approach, is demonstrated to be consistent with the MSSA framework, broadly applicable for use with expansive and collapsible soils, and yielding results consistent with measured field stress-path soil response.

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17

Fattah, Mohammed Y., and Basma A. Dawood. "Time-dependent collapse potential of unsaturated collapsible gypseous soils." World Journal of Engineering 17, no. 2 (March 2, 2020): 283–94. http://dx.doi.org/10.1108/wje-09-2019-0276.

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Purpose This study aims to predict the volume changes and collapse potential (CP) associated with the changes in soil suction by using the pressure cell and the effect of initial load on soil suction. Three types of gypseous soils have been experimented in this study, sandy gypseous soil from different parts of Iraq. A series of collapse tests were carried out using the oedometer device [single oedometer test (SOT) and double oedometer test (DOT)]. In addition, large-scale model with soil dimensions 700 × 700 × 600 mm was used to show the effect of water content changes in different relations (collapse with time, stress with time, suction with time, etc.). Design/methodology/approach A series of collapse tests were carried out using the oedometer device (SOT and DOT). In addition, a large-scale model with soil dimensions 700 × 700 × 600 mm was used to show the effect of water content changes in different relations (collapse with time, stress with time, suction with time, etc.). Findings The CP increases with the increasing of the void ratio for each soil. For each soil, the CP decreased when the initial degree of saturation increased. Kerbala soil with gypsum content (30%) revealed collapse value higher than Tikrit soil with gypsum content (55%) under the same initial conditions of water content and density, this is because the higher the Cu value of Kerbala soil is, the more well-graded the soil will be. Upon wetting, the smaller particles or fractions of the well-graded soil tend to fill in the existing voids, resulting in a lower void ratio as compared to the poorly graded one. Consequently, soils with high Cu value tend to collapse more than poorly graded ones. The compressibility of the soil is low when loaded under unsaturated condition, the CP for samples tested in the DOTs under stress level 800 kPa are greater than those obtained from collapse test at a stress level of 200 kPa. Originality/value The initial value of suction for all soils increases with initial water content decreases.

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18

A. H. Al-Obaidi, Ahmed, Mohammed Y. Fattah, and Mohammed Kh. Al-Dorry. "Variation of Suction during Wetting of Unsaturated Collapsible Gypseous Soils." International Journal of Engineering & Technology 7, no. 4.37 (December 13, 2018): 79. http://dx.doi.org/10.14419/ijet.v7i4.37.23621.

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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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19

Ouatiki, Kawtar, Lahcen Bahi, Mohamed Ould Awa, Latifa Ouadif, Ahmed Akhssas, and El Houcine Ejjaaouani. "Identification Of Collapsible Soils In Deroua (Morocco)." European Scientific Journal, ESJ 12, no. 6 (February 29, 2016): 255. http://dx.doi.org/10.19044/esj.2016.v12n6p255.

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Deroua belongs to the Berrechid plain and it is characterized generally by a flat relief, formations from the quaternary and Pliocene age and unconformably on sedimentary formations of Cretaceous and Permian Triassic on shcists from the primaries. Several anomalies were detected in the buildings and pavement structures in different cities in the territory of the Berrechid plain, such as settlement, cracking or even sudden collapses. The presence of a water table with 1500 square kilometers in area, the climatology of the region and a major urban development are factors favoring collapsing soils. Thus, we conducted a series of geotechnical tests on four samples taken from Deroua, 10 km from the city of Berrechid to identify the nature of the soils of this city in order to study their behavior in unsaturated state. The results of Atterberg limits and the oedometer test, correlated with results of previous studies and bibliographical research confirm the hypothesis of collapsible soils. Therefore, the results will help to quantify and map the collapse of soils in Deroua, in order to establish a local hazards map that can be exploited by the urban agency.

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20

El‐Ehwany, Mostafa, and Sandra L. Houston. "Settlement and Moisture Movement in Collapsible Soils." Journal of Geotechnical Engineering 116, no. 10 (October 1990): 1521–35. http://dx.doi.org/10.1061/(asce)0733-9410(1990)116:10(1521).

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21

Mohamed, Abdel-Mohsen, and Maisa El Gamal. "Treatment of collapsible soils using sulfur cement." International Journal of Geotechnical Engineering 6, no. 1 (January 2012): 65–77. http://dx.doi.org/10.3328/ijge.2012.06.01.65-77.

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22

Hanna, Adel, and Sherif Soliman. "Experimental Investigation of Foundation on Collapsible Soils." Journal of Geotechnical and Geoenvironmental Engineering 143, no. 11 (November 2017): 04017085. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001750.

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23

Knodel, PC, and YM Reznik. "Determination of Deformation Properties of Collapsible Soils." Geotechnical Testing Journal 15, no. 3 (1992): 248. http://dx.doi.org/10.1520/gtj10020j.

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24

Bagdasarov, Yu A. "Combined method of compaction of collapsible soils." Soil Mechanics and Foundation Engineering 31, no. 1 (January 1994): 24–28. http://dx.doi.org/10.1007/bf02336651.

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25

Ryzhov, A. M., I. A. Lukashenko, and V. G. Galitskii. "Compaction of collapsible soils by blast energy." Soil Mechanics and Foundation Engineering 23, no. 4 (July 1986): 147–52. http://dx.doi.org/10.1007/bf01749095.

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26

Smalley, Ian, and Samson Ng’ambi. "Problems with collapsible soils: Particle types and inter-particle bonding." Open Geosciences 11, no. 1 (November 16, 2019): 829–36. http://dx.doi.org/10.1515/geo-2019-0064.

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Abstract A collapsible soil is composed essentially of a packing of mineral particles and a set of interparticle bonds holding the system together. Failure requires the bond system to fail and the soil structure to collapse. A natural hazard is presented. The soil structure may collapse inwards (consolidate), as in loess failure, or it may collapse outwards (disperse, disintegrate), as in the failure of quick-clays, some collapsing sands, some silty estuarine deposits, and in wind erosion of silty soils by saltating sand grains. Generalising about bonding systems allows two types of interparticle bond to be recognized: long range bonds and short range bonds. Long range bonds are found in clay mineral systems and allow the occurrence of plasticity. They are represented by c in the standard Coulomb equation. Short range bonds are found in inactive particle systems. These are soil systems where the constituent particles do not have a significant electrical charge. A slight deformation of a short-range bonded system causes much loss of strength. It is short range bonds which tend to dominate in collapsing soil systems, although in the complex case of loess the bond failure is initially mediated by long range bonds at the interparticle contact regions. A collapse failure involves a large scale remaking of the soil structure, and thus total failure of the bonding system. Generalising again- it can be claimed that five types of particle make up engineering soils: A active clay mineral particles (the smectites), B inactive clay mineral particles (e.g. kaolinite, illite), C very small inactive primary mineral particles (close to the comminution limit in size- mostly in the quick-clays), D silt (usually quartz silt), and E sand (usually quartz sand). The nature of type D particles contributes to the collapse of loess soils, the most widespread of the collapsing soil phenomena. The nature of type C particles controls the behaviour of quick-clays. C and D systems are essentially dominated by short-range bonds.

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27

Bellil, Soumia, Khelifa Abbeche, and Ouassila Bahloul. "Treatment of a collapsible soil using a bentonite–cement mixture." Studia Geotechnica et Mechanica 40, no. 4 (December 31, 2018): 233–43. http://dx.doi.org/10.2478/sgem-2018-0042.

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Abstract The study of collapsible soils that are generally encountered in arid and semi-arid regions remains a major issue for geotechnical engineers. This experimental study, carried out on soils reconstituted in the laboratory, aims firstly to present a method of reducing the collapse potential to an acceptable level by treating them with different levels of bentonite–cement mixture while maintaining the water content and degree of compactness, thus reducing eventual risks for the structures implanted on these soils. Furthermore, a microscopic study using scanning electron microscopy was carried out to explore the microstructure of the soil in order to have an idea of the phenomena before and after treatment. The results show that treatment with a bentonite–cement mixture improves the geotechnical and mechanical characteristics, modifies the chemical composition of the soil, reduces the collapse potential and the consistency limits. The microstructural study and the X-ray energy dispersive spectroscopy analysis clearly illustrate an association of elementary particles in the soil aggregates, whereby the arrangement of these aggregates leads to the formation of a dense and stable material.

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28

Jin, Xin, Tie-Hang Wang, Wen-Chieh Cheng, Yang Luo, and Annan Zhou. "A simple method for settlement evaluation of loess–pile foundation." Canadian Geotechnical Journal 56, no. 11 (November 2019): 1690–99. http://dx.doi.org/10.1139/cgj-2017-0690.

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Collapsible soils have been regarded to be a significant engineering concern for foundation constructions in northwest China. Given that the collapsible soils, also known as loess, cover most of northwest China, all buildings, structures, and utility pipelines have to deal with the collapse of loess. Despite the many empirically based methods available for evaluation of the collapse of loess, methods to assess the collapse of loess surrounded by piles are, however, rarely seen. This study proposes a simple method for evaluation of the collapse of loess surrounded by piles by taking into account both the collapsible deformation characteristics and friction at the loess–pile interface. The results of an application of the proposed method to three more loess–pile foundation worksites are presented and indicate that the proposed method can predict the settlement of loess–pile foundation satisfactorily.

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29

REZNIK, Y. M. "Settlements of Bearing Plates on Collapsible Loessial Soils." Environmental & Engineering Geoscience I, no. 2 (June 1, 1995): 153–62. http://dx.doi.org/10.2113/gseegeosci.i.2.153.

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30

Suits, L. D., T. C. Sheahan, Tamer Y. Elkady, Sandra L. Houston, and William N. Houston. "Static and Dynamic Behavior of Hydro-Collapsible Soils." Geotechnical Testing Journal 34, no. 5 (2011): 103576. http://dx.doi.org/10.1520/gtj103576.

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31

Mahmood, Mohammed Shakir, and Mustafa Jamal Abrahim. "A Review of Collapsible Soils Behavior and Prediction." IOP Conference Series: Materials Science and Engineering 1094, no. 1 (February 1, 2021): 012044. http://dx.doi.org/10.1088/1757-899x/1094/1/012044.

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32

Habibagahi, G., and M. Mokhberi. "A hyperbolic model for volume change behavior of collapsible soils." Canadian Geotechnical Journal 35, no. 2 (April 1, 1998): 264–72. http://dx.doi.org/10.1139/t97-089.

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Finite element computer programs are frequently used to analyze and design embankments and similar earth structures. In most of the available computer programs, lack of a proper constitutive relationship to deal with volume change when an increase in the degree of saturation occurs, namely collapse phenomena, is a major handicap. In this paper, volume change results obtained from isotropic compression tests conducted on unsaturated compacted soil specimens are presented. Dependence of the bulk modulus of the soil on water content is investigated. Next, a hyperbolic formulation for volume change behavior of unsaturated soils taking into account variation of soil water content is presented. This hyperbolic model relates mean applied stress, volume change, and water content and represents a three-dimensional surface, the so-called "state surface". Suitability of the proposed model to predict collapse phenomena is verified by examining the model prediction against available experimental data.Key words: hyperbolic, unsaturated soil, collapse, volume change, suction pressure, bulk modulus.

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33

Haeri, S. Mohsen. "Hydro-mechanical behavior of collapsible soils in unsaturated soil mechanics context." Japanese Geotechnical Society Special Publication 2, no. 1 (2016): 25–40. http://dx.doi.org/10.3208/jgssp.kl-3.

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34

Karim, Hussein H., Qasim A. Al-Obaidi, and Ali A. Alshamoosi. "Variation of Matric Suction as a Function of Gypseous Soil Dry Density." Engineering and Technology Journal 38, no. 6A (June 25, 2020): 861–68. http://dx.doi.org/10.30684/etj.v38i6a.550.

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Gypseous soil is one of the most problematic types of collapsible soils which is affected by many geotechnical factors. The most important factors are the effect of loading and wetting and their relation to soil density, especially when the soil at unsaturation condition. Suction pressure is the main criteria in determining the deformation behaviour of unsaturated collapsible soil when these soils distributed in arid or semi-arid region. In this study, disturbed sample of sandy soil of more than 70% gypsum content is taken from Al-Ramadi city western of Iraq. This study interested to investigate the variation of matric suction with the dry density and their effects on deformation of gypseous soil. For this purpose, a soil-model device provided with high accurate Tensiometers and Time Domain Reflectometry sensors in addition to data logger is designed and manufactured. Tensiometer sensor is used to monitor and measure the matric suction, while the Time Domain Reflectometry is used to monitor and measure the volumetric water content in the soil mass. The results of the tests showed that there is a significant effect of soil dry density on the relationship between the matric suction and water content.

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35

Waheed, Abdul, Muhammad Usman Arshid, Raja Abubakar Khalid, and Syed Shujaa Safdar Gardezi. "Soil Improvement Using Waste Marble Dust for Sustainable Development." Civil Engineering Journal 7, no. 9 (September 1, 2021): 1594–607. http://dx.doi.org/10.28991/cej-2021-03091746.

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The soils which show very high shear strength in a dry state but rapidly lose their strength on wetting are known as collapsible soils. Such rapid and massive loss of strength produces severe distress leading to extensive cracking and differential settlements, instability of building foundations, and even collapse of structures built on these soils. Waste marble dust is an industrial byproduct and is being produced in large quantities globally poses an environmental hazard. Therefore, it is of the utmost need to look for some sustainable solution for its disposal. The present study focused on the mitigation of the collapse potential of CL-ML soil through a physio-chemical process. The soil is sensitive to wetting, warranting its stabilization. Waste marble dust (WMD) in varying percentages was used as an admixture. The study's optimization process showed that geotechnical parameters of collapsible soil improved substantially by adding waste marble dust. Plasticity was reduced while Unconfined Compressive Strength (UCS) significantly increased while swelling was reduced to an acceptable limit. The California Bearing Ratio (CBR) also exhibits considerable improvement. This study appraises the safe disposal of hazardous waste safely and turns these into suitable material for engineering purposes. Doi: 10.28991/cej-2021-03091746 Full Text: PDF

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Ci, Jun, and Yuan Fang Zhang. "Application of Stabilizer to Improvement the Saline Soil in Lor Nur Lacustrine." Advanced Materials Research 912-914 (April 2014): 53–56. http://dx.doi.org/10.4028/www.scientific.net/amr.912-914.53.

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Considering the Lop Nur Lacustrine plain saline soil is a special soil which with poor engineering properties such as collapsible and expansion. Through an experimental research on the saline soils stabilized by lime, cement and a polymeric solidified material was conducted. The unconfined compressive strengths and water-related stability of stabilized saline soils were discussed. It was shown that unconfined compressive strength and water-related stability of stabilized Lacustrine plain saline soils attained corresponding engineering standards and that it could be used as roadbed fillings., which could provide a reference to prevent and treatment about the dangers of Lop Nur Lacustrine plain saline soil.

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37

Mite, Habtamu Washe, and Maschal Tilahun Zenebe. "Assessing on the Geotechnical Problems Which Causes for the Road Failure from Gilgel Beles to Bahir Dar Road Segment." International Journal of Scientific & Engineering Research 11, no. 10 (October 25, 2020): 714–34. http://dx.doi.org/10.14299/ijser.2020.10.01.

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Geotechnical problems such as problematic soils (expansive soil, organic soil, natural collapsible soils, etc.), problematic rock (shale, weathered limestone), soil slope instability and rock slope instability or rock fall (landslide) which damaged civil engineering structures, such as roads, buildings, dams, railway, and other related structures in Ethiopia. The research was conducted by identifying the geotechnical problems and its effects on road segments in the north west part of Ethiopia, specifically along Gilgel Belles â€“ Bahir Dar road segments. Gilgel Beles â€“ Bahirdar road segment which passes on the hilly and mountainous terrain are characterized by variable topographical, geological, hydrological and land-use condition.

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Santosh, Khasge. "Oedometer Test Endowment for the Analysis of Collapsible Soils." International Innovative Research Journal of Engineering and Technology 2, no. 1 (September 30, 2016): 11–16. http://dx.doi.org/10.32595/iirjet.org/v2i1.2016.23.

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39

Rezaei, Mohsen, Rasoul Ajalloeian, and Mohammad Ghafoori. "Geotechnical Properties of Problematic Soils Emphasis on Collapsible Cases." International Journal of Geosciences 03, no. 01 (2012): 105–10. http://dx.doi.org/10.4236/ijg.2012.31012.

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Rollins, Kyle M., and G. Wayne Rogers. "Mitigation Measures for Small Structures on Collapsible Alluvial Soils." Journal of Geotechnical Engineering 120, no. 9 (September 1994): 1533–53. http://dx.doi.org/10.1061/(asce)0733-9410(1994)120:9(1533).

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Day, Robert W. "Mitigation Measures for Small Structures on Collapsible Alluvial Soils." Journal of Geotechnical Engineering 121, no. 10 (October 1995): 741. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:10(741).

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Costa, L. M., I. D. S. Pontes, L. J. N. Guimarães, and S. R. M. Ferreira. "Numerical modelling of hydro-mechanical behaviour of collapsible soils." Communications in Numerical Methods in Engineering 24, no. 12 (November 29, 2007): 1839–52. http://dx.doi.org/10.1002/cnm.1071.

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Rollins, Kyle M., Stan J. Jorgensen, and Todd E. Ross. "Optimum Moisture Content for Dynamic Compaction of Collapsible Soils." Journal of Geotechnical and Geoenvironmental Engineering 124, no. 8 (August 1998): 699–708. http://dx.doi.org/10.1061/(asce)1090-0241(1998)124:8(699).

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44

Lukas, Robert G. "Optimum Moisture Content for Dynamic Compaction of Collapsible Soils." Journal of Geotechnical and Geoenvironmental Engineering 125, no. 12 (December 1999): 1100. http://dx.doi.org/10.1061/(asce)1090-0241(1999)125:12(1100).

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Bulankin, N. F. "Determination of the Pile Load Capacity of Collapsible Soils." Soil Mechanics and Foundation Engineering 56, no. 6 (January 2020): 410–13. http://dx.doi.org/10.1007/s11204-020-09623-w.

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46

Galitskii, V. G., and I. K. Popsuenko. "Settlements of industrial structures on collapsible soils in Tadzhikistan." Soil Mechanics and Foundation Engineering 22, no. 2 (March 1985): 48–52. http://dx.doi.org/10.1007/bf01711020.

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47

AlShaba, A. A., T. M. Abdelaziz, and A. M. Ragheb. "Treatment of collapsible soils by mixing with iron powder." Alexandria Engineering Journal 57, no. 4 (December 2018): 3737–45. http://dx.doi.org/10.1016/j.aej.2018.07.019.

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48

Prihatiningsih, Aniek, Alfred Jonathan Susilo, and Gregorius Sandjaja Sentosa. "POTENSI KEHANCURAN TANAH LANAU KELEMPUNGAN YANG DIPADATKAN DI LABORATORIUM DENGAN KANDUNGAN LEMPUNG YANG BERBEDA." Jurnal Muara Sains, Teknologi, Kedokteran dan Ilmu Kesehatan 3, no. 1 (October 2, 2019): 137. http://dx.doi.org/10.24912/jmstkik.v3i1.3576.

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Kehancuran tanah mendadak (Collapsible soil) adalah tanah yang mengalami penyusutan volume secara ekstrim dan mendadak. Peremeter yang menggambarkan kehancuran mendadak dilihat dari nilai Cp (potensi collapse), semakin meningkat nilai Cp maka tingkat kesulitannya akan semakin besar. Pemadatan tanah yang dilakukan dalam kondisi lebih kering daripada kadar air optimum cenderung dapat terjadi kehancuran mendadak (collapsible soil). Tanah yang mengandung lempung yang lebih banyak telah diuji pemadatan di laboratorium pada kondisi lebih kering daripada kadar air optimum (95% lebih kering dari kadar air optimum) untuk mengetahui potensi kehancuran mendadak. Tanah yang dipadatkan tersebut diuji pada alat konsolidasi dengan kondisi awal tanpa direndam pada tegangan prakonsolidasi, kemudian contoh tanah direndam 24 jam dengan kondisi diberi tegangan tetap pada tegangan prakonsolidasi. Tanah yang mengandung lempung lebih banyak akan memperlihatkan potensi kehancuran mendadak yang lebih rendah dibandingkan tanah yang mengandung lempung lebih sedikit. Tujuan dari penelitian ini adalah untuk mengetahui potensi kehancuran mendadak pada tanah dengan kandungan lempung yang berbeda. Contoh tanah yang di teliti diambil dari Sidrap-Sulawesi Selatan dan Citra-Banten. Penelitian dilakukan di laboratorium makanika tanah universitas Tarumanagara. Hasil pengujian karakteristik tanah menunjukkan tanah Sidrap-Sulawesi dan tanah Citra-Banten dengan menggunakan AASHTO (American Association of State Highway and Transportation Officials) keduanya tergolong dalam jenis yang sama yaitu A-7-5. Dari hasil pengujian kandungan lempung untuk tanah Sidrap-Sulawesi sebesar 17.42% dan Citra-Banten sebesar 10.53%. Tanah Citra-Banten memiliki kandungan lempung lebih sedikit memperlihatkan potensi kehancuran mendadak yang lebih rendah. Sudden destruction of land (Collapsible soil) is land that experiences extreme and sudden volume depreciation. Peremeter which illustrates the sudden collapse seen from the value of Cp (potential collapse), the more the value of Cp, the greater the difficulty level. Soil compaction carried out in conditions drier than the optimum moisture content tends to occur sudden destruction (collapsible soil). Soil containing more clay has been tested compaction in a laboratory at drier conditions than the optimum moisture content (95% drier than the optimum water content) to determine the potential for sudden destruction. The compacted soil is tested on a consolidation tool with initial conditions without being immersed at the preconsolidation stress, then the soil sample is soaked for 24 hours with a constant stressed condition at the preconsolidation voltage. Soils containing more clay will show a lower potential for sudden destruction than soils containing less clay. The purpose of this study is to determine the potential for sudden destruction on soils with different clay contents. Examples of examined soil were taken from Sidrap-South Sulawesi and Citra-Banten. The study was conducted at the Tarumanagara University soil food laboratory. The results of the soil characteristics test show that Sidrap-Sulawesi and Citra-Banten soils using AASHTO (American Association of State Highway and Transportation Officials) are both classified in the same type, A-7-5. From the test results the clay content for Sidrap-Sulawesi was 17.42% and Citra-Banten was 10.53%. Citra-Banten soil has less clay content showing a lower potential for sudden destruction.

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Niu, Hong Tao. "Study on Stabilization of Tunnel Foundations Built on Collapsible Loess." Applied Mechanics and Materials 170-173 (May 2012): 1757–60. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.1757.

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Loess soils always have lower dry densities, open structures and joint fissures, and could exhibit a significant decrease in volume due to their collapse when wetted. These soils pose potential threat on structures built on them. When a tunnel built on such soils, the bearing capacity of tunnel foundation could not always meet requirements of structural stability, and therefore need some improvements. The improvements of collapsible loess foundation include cement compaction piles and root piles.

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50

Nguyen, Cong Dinh, Catalin Burlacu, and Ioan Boti. "Loessoid Soils Improvement – Laboratory Tests and Road Engineering Applications." Romanian Journal of Transport Infrastructure 8, no. 1 (July 1, 2019): 53–64. http://dx.doi.org/10.2478/rjti-2019-0003.

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Abstract Moisture-sensitive or collapsible soils are materials with high porosity that under the loads transmitted by the superstructure or even under its own weight present additional settlements once the soil is saturated. This category includes loess deposits and other high silt content soils with uneven porosity. A method often used for foundation on these soils is the realization of local loessoid material compacted columns. This paper presents, on one hand, the experimental laboratory programs aiming to achieve some optimal mixtures of local material (loess) and different other materials (sand, bentonite, cement) in order to improve the values of the mechanical parameters of the soil and so, to limit the settlements. On the other hand, it presents a lot of settlement calculations for different case scenarios.

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