Journal articles: 'Swell-shrink'

1

David Suits, L., TC Sheahan, SG Fityus, DA Cameron, and PF Walsh. "The Shrink Swell Test." Geotechnical Testing Journal 28, no. 1 (2005): 12327. http://dx.doi.org/10.1520/gtj12327.

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Tripathy, S., KS Subba Rao, and D. G. Fredlund. "Water content - void ratio swell-shrink paths of compacted expansive soils." Canadian Geotechnical Journal 39, no. 4 (August 1, 2002): 938–59. http://dx.doi.org/10.1139/t02-022.

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This paper addresses the behaviour of compacted expansive soils under swellshrink cycles. Laboratory cyclic swellshrink tests were conducted on compacted specimens of two expansive soils at surcharge pressures of 6.25, 50.00, and 100.00 kPa. The void ratio and water content of the specimens at several intermediate stages during swelling until the end of swelling and during shrinkage until the end of shrinkage were determined to trace the water content versus void ratio paths with an increasing number of swellshrink cycles. The test results showed that the swellshrink path was reversible once the soil reached an equilibrium stage where the vertical deformations during swelling and shrinkage were the same. This usually occurred after about four swellshrink cycles. The swelling and shrinkage path of each specimen subjected to full swelling full shrinkage cycles showed an S-shaped curve (two curvilinear portions and a linear portion). However, the swelling and shrinkage path occurred as a part of the S-shaped curve, when the specimen was subjected to full swelling partial shrinkage cycles. More than 80% of the total volumetric change and more than 50% of the total vertical deformation occurred in the central linear portion of the S-shaped curve. The volumetric change was essentially parallel to the saturation line within a degree of saturation range of 5080% for the equilibrium cycle. The primary value of the swellshrink path is to provide information regarding the void ratio change that would occur for a given change in water content for any possible swellshrink pattern. It is suggested that these swellshrink paths can be established with a limited number of tests in the laboratory.Key words: expansive soils, oedometer tests, swellshrink behaviour, shrinkage tests.

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Shirsath, S. K., T. Bhattacharyya, and D. K. Pal. "Minimum threshold value of smectite for vertic properties." Soil Research 38, no. 1 (2000): 189. http://dx.doi.org/10.1071/sr99051.

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From a significant positive correlation between linear extensibility (LE) and the smectite content in the soil control section (SCS) of 8 soils (2 red soils, Alfisols, and 6 black soils, Vertisols, and their intergrades), the present study indicates an excellent compatibility between the marked shrink–swell characteristics and the smectitic mineralogy. The initiation of vertic properties at LE of 6 in shrink–swell soils corresponded to a minimum threshold value of 20% smectite. In order to highlight the inherent relationship between vertic properties and the swelling minerals, the mineralogy class for shrink–swell soils in US Soil Taxonomy should be only smectitic.

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Qi, Guifang, Jean-Charles Michel, Pascal Boivin, and Sylvain Charpentier. "A Laboratory Device for Continual Measurement of Water Retention and Shrink/Swell Properties during Drying/Wetting Cycles." HortScience 46, no. 9 (September 2011): 1298–302. http://dx.doi.org/10.21273/hortsci.46.9.1298.

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The precise measurement of the water retention and shrink/swell properties of growing media or soil over time is important for the effective management of irrigation and fertilization. A new apparatus was developed for simultaneously and continuously measuring the water retention and shrink/swell properties of growing media during several drying/wetting cycles with varying intensities (0↔–5 kPa, 0↔–10 kPa, 0↔–32 kPa). The measurements on slightly decomposed Sphagnum peat showed encouraging results. Regardless of the intensity of drying, water retention and shrink/swell properties are mainly modified after the first drying process, resulting in degradation of density and water retention, whereas these properties are unaffected by the other cycles, even if hysteresis phenomena are always shown to take place. Variations in drying intensity reveal different physical behaviors with an inflection point observed (i.e., a change in physical behavior) for the shrink/swell and water retention curves for the highest intensity tested (from –20 kPa).

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Briaud, Jean-Louis, Xiong Zhang, and Sangho Moon. "Shrink Test–Water Content Method for Shrink and Swell Predictions." Journal of Geotechnical and Geoenvironmental Engineering 129, no. 7 (July 2003): 590–600. http://dx.doi.org/10.1061/(asce)1090-0241(2003)129:7(590).

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6

Day, Robert W. "Swell‐Shrink Behavior of Compacted Clay." Journal of Geotechnical Engineering 120, no. 3 (March 1994): 618–23. http://dx.doi.org/10.1061/(asce)0733-9410(1994)120:3(618).

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Parashar, Suresh P., K. S. Wong, and V. Choa. "Swell-Shrink Behavior of Compacted Clay." Journal of Geotechnical Engineering 121, no. 4 (April 1995): 385–87. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:4(385).

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Liu, Honghu, Jing Liu, Xianwei Zhang, and Xinyu Liu. "The Shrink–Swell Process of the Granite Residual Soil with Different Weathering Degree in a Gully System in Southern China." Applied Sciences 12, no. 21 (November 4, 2022): 11200. http://dx.doi.org/10.3390/app122111200.

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The soil shrink–swell phenomenon produces crack networks and slope instability. However, few studies have involved the continuous shrink–swell process of granite residual soils. The objective of the study is to explore the shrink–swell process of weathered granite soils and its effects on gully development in southern China. The bulk density, soil water content (SWC), shrink–swell ratio (SSR), clay mineral content, and mechanical composition, etc., of soil samples from five soil layers (at depths of 0.3 m, 3.0 m, 7.0 m, 12.0 m, and 16.0 m) along a profile in Yudu County was analyzed. After quantifying the soil properties at different soil depths, we analyzed these data statistically in an effort to identify strong parametric relationships. The results indicated that some properties such as bulk density and shear stress increased with soil depth, while other soil properties, such as plasticity index and liquid limit, were inversely related to depth. Soil cohesion, the angle of internal friction, and shear stress were closely related to the SWC. Every 1% decrease in the SWC resulted in a shear stress reduction of 6.62 kPa. The SSR values exhibited significant variation between the three dry–wet cycles and were closely related to the bulk density values of our kaolin and montmorillonite samples. As an environmental factor, the SWC can trigger changes in internal soil properties such as shear stress and the SSR. Using these data and observations made during our field survey, it can be proposed that continuous shrink–swell variation in deep granite-weathering crust can result in crack formation and gully erosion. It can be inferred that crack development velocity and gully retreat rate may be affected by the soil’s shrink–swell process. Consequently, this information provides insight to understanding the mechanism of gully development in southern China.

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James, Jijo, Archana James, Arun Kumar, Elumalai Gomthi, and Karunakaran Kamal Prasath. "Plasticity and Swell-Shrink Behaviour of Electrokinetically Stabilized Virgin Expansive Soil using Calcium Hydroxide and Calcium Chloride Solutions as Cationic Fluids." Civil and Environmental Engineering Reports 29, no. 1 (March 1, 2019): 128–46. http://dx.doi.org/10.2478/ceer-2019-0010.

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Abstract This investigation focussed on the plasticity and swell-shrink behaviour of an expansive soil that was stabilized using electro kinetic stabilization (EKS) techniques with cationic fluids for enhancement of stabilization. 0.25 M solutions of calcium hydroxide and calcium chloride were used as cationic fluids. An electro kinetic (EK) cell of dimensions 500 mm x 150 mm x 160 mm with inert graphite electrodes of size 140 mm x 160 mm x 5 mm was adopted for the stabilization process, carried out at an applied voltage of 40 V over a period of 6 hours. After the duration of the test, stabilized soil sample was subjected to Atterberg limits and free swell tests to determine its plasticity and swell-shrink characteristics. The results of the investigation found that both fluids were capable of reducing the plasticity and swell-shrink behaviour of the soil with different levels of effectiveness.

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Jones, Lee, Vanessa Banks, and Ian Jefferson. "Chapter 8 Swelling and shrinking soils." Geological Society, London, Engineering Geology Special Publications 29, no. 1 (2020): 223–42. http://dx.doi.org/10.1144/egsp29.8.

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AbstractSwelling and shrinking soils are soils that can experience large changes in volume due to changes in water content. This may be due to seasonal changes in moisture content, local site changes such as leakage from water supply pipes or drains, changes to surface drainage and landscaping, or following the planting, removal or severe pruning of trees or hedges. These soils represent a significant hazard to structural engineers across the world due to their shrink–swell behaviour, with the cost of mitigation alone running into several billion pounds annually. These soils usually contain some form of clay mineral, such as smectite or vermiculite, and can be found in humid and arid/semi-arid environments where their expansive nature can cause significant damage to properties and infrastructure. This chapter discusses the properties and costs associated with shrink–swell soils, their formation and distribution throughout the UK and the rest of the world, and their geological and geotechnical characterization. It also considers the mechanisms of shrink-swell soils and their behaviour, reviewing strategies for managing them in an engineering context, before finally outlining the problem of trees and shrink–swell soils.

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11

Hussein, Sarah Adnan, and Haifaa Abd Al-Rasool Ali. "Stabilization of Expansive Soils Using Polypropylene Fiber." Civil Engineering Journal 5, no. 3 (March 18, 2019): 624. http://dx.doi.org/10.28991/cej-2019-03091274.

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Current research main aim is to study the effect of adding polypropylene fiber (PPF) on the behavior of expansive soil to reduce the swelling as percentage (0.5, 1 and 2%) of the weight of dry soil. Expansive soil used in this research was prepared artificially by mixing Ca-based bentonite from geological survey and mining company with sandy soil brought from Karbala city as percentage 80% bentonite to 20% sand of dry weight. Multiple laboratory tests have been carried are (Unconfined Compression Test, One-Dimensional Consolidation Test, Swelling Test, Sieve Analysis and Cycle Swell Shrink Test). A conventional odometer cell was modified to allow the study of swell- shrink cycle test to be carried out under controlled temperatures and surcharge pressure. The results showed that the increase in percentage of (PPF) led to decrease the swelling and to increase the unconfined compression strength. The wetting and drying results of (PPF) showed that with continuous cycles the effect of (PPF) keeps on reducing the swelling and the 2% of (PPF) produces less ratio of swell - shrink, which has obtained higher than 57 % in the improvement factor of swell and shrink.

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12

Latha, M. S., and Byrasandra Venkataramanappa Venkatarama Reddy. "Swell–shrink properties of stabilised earth products." Proceedings of the Institution of Civil Engineers - Construction Materials 170, no. 1 (February 2017): 3–15. http://dx.doi.org/10.1680/jcoma.15.00031.

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Wang, Dong, Marcelo Sánchez, and Jean-Louis Briaud. "Behavior of railroads on shrink-swell soils." E3S Web of Conferences 9 (2016): 20007. http://dx.doi.org/10.1051/e3sconf/20160920007.

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14

Gurav, Priya P., S. K. Ray, P. L. Choudhari, A. O. Shirale, B. P. Meena, A. K. Biswas, and A. K. Patra. "Potassium In Shrink–Swell Soils of India." Current Science 117, no. 4 (August 25, 2019): 587. http://dx.doi.org/10.18520/cs/v117/i4/587-596.

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15

Thyagaraj, T., and Samuel Zodinsanga. "Swell–shrink behaviour of lime precipitation treated soil." Proceedings of the Institution of Civil Engineers - Ground Improvement 167, no. 4 (November 2014): 260–73. http://dx.doi.org/10.1680/grim.12.00028.

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16

Azam, Shahid, and Rashedul H. Chowdhury. "Swell–shrink–consolidation behavior of compacted expansive clays." International Journal of Geotechnical Engineering 7, no. 4 (October 2013): 424–30. http://dx.doi.org/10.1179/1939787913y.0000000005.

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17

Murakami, Yoshihiko, and Mizuo Maeda. "DNA-Responsive Hydrogels That Can Shrink or Swell." Biomacromolecules 6, no. 6 (November 2005): 2927–29. http://dx.doi.org/10.1021/bm0504330.

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18

Al-Taie, Asmaa, Mahdi M. Disfani, Robert Evans, Arul Arulrajah, and Suksun Horpibulsuk. "Swell-shrink Cycles of Lime Stabilized Expansive Subgrade." Procedia Engineering 143 (2016): 615–22. http://dx.doi.org/10.1016/j.proeng.2016.06.083.

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19

Nagarajarao, Y. "Pore size distribution measurements in swell-shrink soils." Zeitschrift für Pflanzenernährung und Bodenkunde 157, no. 2 (1994): 81–85. http://dx.doi.org/10.1002/jpln.19941570204.

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20

Stewart, Ryan D., Majdi R. Abou Najm, David E. Rupp, and John S. Selker. "Modeling multidomain hydraulic properties of shrink-swell soils." Water Resources Research 52, no. 10 (October 2016): 7911–30. http://dx.doi.org/10.1002/2016wr019336.

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21

DASOG, G. S., D. F. ACTON, A. R. MERMUT, and E. DE JONG. "SHRINK-SWELL POTENTIAL AND CRACKING IN CLAY SOILS OF SASKATCHEWAN." Canadian Journal of Soil Science 68, no. 2 (May 1, 1988): 251–60. http://dx.doi.org/10.4141/cjss88-025.

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Clay soils in Saskatchewan were studied to understand their shrink-swell potential, to identify soil properties that predict the coefficient of linear extensibility (COLE), and to assess the extent of cracking during the growing season. The soils have medium to very high shrink-swell potential, which is related to the specific surface area associated with expandable clays. Because expandable clays in these soils are predominantly of fine clay size, COLE is reasonably well predicted from percent fine clay. The extent of cracking is estimated for some sites using an improved method of measurement. Limited data suggest that cracking intensity in native grassland is less than in cultivated sites and that, under wheat, it is more pronounced in subarid than in subhumid sites. The magnitude of cracking in clay soils of Saskatchewan is much lower than in warmer regions of the world. It is suggested that COLE values and the extent of cracking could be used in improving the classification of clay soils. Key words: Clay soils, COLE, shrink-swell potential, shrinkage, cracking, Saskatchewan

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Ozkan, Ekrem, Elaine Allan, and Ivan P. Parkin. "The antibacterial properties of light-activated polydimethylsiloxane containing crystal violet." RSC Adv. 4, no. 93 (2014): 51711–15. http://dx.doi.org/10.1039/c4ra08503e.

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23

Lucian, Charles, Staffan Hintze, and Joseph J. Msambichaka. "A geotechnical Study on the Characteristics of Swell-Shrink Soils in Kibaha, Tanzania." Tanzania Journal of Engineering and Technology 30, no. 2 (December 31, 2007): 92–97. http://dx.doi.org/10.52339/tjet.v30i2.402.

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The properties of Swell-shrink of the soils in Kibaha were studied. Geotechnical and mineralogical tests were carried outon disturbed and undisturbed samples recovered from trial pits at different locations. Using empirical relationships, theswelling potential of the soil was established in correlation with the soil plasticity limits and grain size analysis (claycontents). The average values for the plastic, liquid and linear shrinkage limits for soils were 22.2%, 60.7% and 14.5%respectively. The plasticity Index (PI) which is the difference between liquid limits and plastic limits ranges from 27% to47.4% with an average of 38.5%. The natural water content is very small ranging from 7% to 11% with an average of9.6% which is smaller than the corresponding shrinkage limit.Furthermore, the samples were tested for percentage of volume change in free swell tests and swelling pressure in one-dimensional swell tests. The free swell and upward pressure were in the excess of 100% to 150% and 50 kParespectively. In addition, the coefficient of linear extensibility ranged from 0.09 to 0.14 signifying high to very high swell-shrink potential.Finally, the main clay mineral present in the sample was determined by running the X-ray diffraction (XRD) test. The x-ray diffraction scan indicated the presence of high proportion of clay minerals (smectite) in the soils.

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Bhaskar, B. P., Jadish Prasad, and Gopal Tiwari. "Evaluation of agricultural land resources for irrigation in the cotton growing Yavatmal district, Maharashtra, India." Journal of Applied and Natural Science 9, no. 1 (March 1, 2017): 102–13. http://dx.doi.org/10.31018/jans.v9i1.1157.

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The main objective of this study is to evaluate suitability of shrink-swell soils for surface irrigation system based upon a parametric evaluation system in low irrigation potential (7%) of cotton growing Yavatmal district, Maharashtra, India. The thirty three shrink-swell soil series on basaltic landforms were identified from reconnaissance soil survey on 1:50,000 scale and evaluated for surface irrigation methods using Geographic Information System (GIS). The standard weekwise rainfall data showed that the rainfall is less than 20% of total precipitation during September and December, the top A horizon reaches to wilting point and needs supplementary protective irrigation to cotton based cropping systems . It was estimated that ten soil mapping units (1.8 Mha and 13.89%) of shrink-swell soils on moderate slopes (5 to 8%) were evaluated as suitable for surface methods and calculated the irrigation intervals that vary from 8.61±1.35 days for cotton to 8.9±1.4 days for wheat and 10±1.64 days for sugar cane. The study emphasized the utility of soil resource maps helps to delineate the soils with large PAWC(>200mm) with slight yield advantage and will serve as benchmark sites to monitor the interrelationships of soil water dynamics with respect to climate and cotton yields.

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Bhattacharyya, T., D. K. Pal, and S. B. Deshpande. "On kaolinitic and mixed mineralogy classes of shrink - swell soils." Soil Research 35, no. 6 (1997): 1245. http://dx.doi.org/10.1071/s96115.

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Spatially associated red (Typic Hapludalf) and black (Vertic Eutropept) soils developed on the Deccan plateau in the Western Ghats of India were analysed for clay mineralogy and also physical properties relating to shrink–swell. This was done in order to examine a possible correlation between shrink–swell phenomena and the content of expansible clay minerals, and to reconcile the apparent incompatibility between such a correlation and the classification of some Vertisols into kaolinitic, illitic, and mixed mineralogy classes. The fine clay mineralogy of the red soil was dominated by interstratified smectite/kaolinite with a little amount of smectite, but it had low cation exchange capacities and other associated non-vertic physical properties. Some of the smectite was interlayered with chlorite. This red soil is grouped into the kaolinitic mineralogy class. The fine clay mineralogy of the black soil was dominated by a highly smectitic interstratified smectite/kaolinite and also some smectite, which also shows some interlayering with chlorite. This soil has vertic physical properties but has a mixed mineralogy classification. The results suggest that there is an incompatibility between marked shrink–swell characteristics and mineralogical classification of soils in Soil Taxonomy, in view of the fact that it is smectite content which governs the vertic character of soils.

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Thomas, P. J., J. C. Baker, L. W. Zelazny, and D. R. Hatch. "Relationship of Map Unit Variability to Shrink-Swell Indicators." Soil Science Society of America Journal 64, no. 1 (January 2000): 262–68. http://dx.doi.org/10.2136/sssaj2000.641262x.

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Thomas, P. J., J. C. Baker, and L. W. Zelazny. "An Expansive Soil Index for Predicting Shrink-Swell Potential." Soil Science Society of America Journal 64, no. 1 (January 2000): 268–74. http://dx.doi.org/10.2136/sssaj2000.641268x.

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28

Soltani, Amin, An Deng, Abbas Taheri, and Asuri Sridharan. "Swell–Shrink–Consolidation Behavior of Rubber–Reinforced Expansive Soils." Geotechnical Testing Journal 42, no. 3 (August 28, 2018): 20170313. http://dx.doi.org/10.1520/gtj20170313.

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Vesala, T., S. Sevanto, P. Paatero, E. Nikinmaa, M. Peramaki, T. Ala-Nissila, J. Kaariainen, H. Virtanen, J. Irvine, and J. Grace. "Do tree stems shrink and swell with the tides?" Tree Physiology 20, no. 9 (May 1, 2000): 633–35. http://dx.doi.org/10.1093/treephys/20.9.633.

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Karunarathne, A. M. A. N., E. F. Gad, and P. Rajeev. "Effect of Insitu Moisture Content in Shrink-Swell Index." Geotechnical and Geological Engineering 38, no. 6 (July 6, 2020): 6385–92. http://dx.doi.org/10.1007/s10706-020-01442-y.

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Tripathy, Snehasis, and Kanakapura S. Subba Rao. "Cyclic Swell–Shrink Behaviour of a Compacted Expansive Soil." Geotechnical and Geological Engineering 27, no. 1 (May 15, 2008): 89–103. http://dx.doi.org/10.1007/s10706-008-9214-3.

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Zhang, Xiong, and Jean-Louis Briaud. "Coupled water content method for shrink and swell predictions." International Journal of Pavement Engineering 11, no. 1 (February 2010): 13–23. http://dx.doi.org/10.1080/10298430802394154.

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Stewart, Ryan D., Majdi R. Abou Najm, David E. Rupp, John W. Lane, Hamil C. Uribe, José Luis Arumí, and John S. Selker. "Hillslope run-off thresholds with shrink-swell clay soils." Hydrological Processes 29, no. 4 (March 11, 2014): 557–71. http://dx.doi.org/10.1002/hyp.10165.

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Dinka, Takele M., Cristine L. S. Morgan, Kevin J. McInnes, Andrea Sz Kishné, and R. Daren Harmel. "Shrink–swell behavior of soil across a Vertisol catena." Journal of Hydrology 476 (January 2013): 352–59. http://dx.doi.org/10.1016/j.jhydrol.2012.11.002.

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Soltani, Deng, Taheri, Mirzababaei, and Vanapalli. "Swell–Shrink Behavior of Rubberized Expansive Clays During Alternate Wetting and Drying." Minerals 9, no. 4 (April 9, 2019): 224. http://dx.doi.org/10.3390/min9040224.

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The present study examines rubber’s capacity of improving the swell–shrink potential of expansive clays. Two rubber types of fine and coarse categories with different geometrical features were considered. The test program consisted of standard Proctor compaction and cyclic wetting–drying tests. Scanning electron microscopy (SEM) analysis was also performed to identify the soil–rubber amending mechanisms, and to observe the evolution of fabric in response to alternate wetting and drying. Cyclic wetting–drying led to the reconstruction of the soil/soil–rubber microstructure by way of inducing aggregation and cementation of the soil grains. The greater the number of applied cycles, the lower the swell–shrink features, following a monotonically decreasing trend, with the rubberized blends holding a notable advantage over the virgin soil. The tendency for reduction, however, was in favor of a larger rubber size, and more importantly the rubber’s elongated form factor; thus, predicating a rubber size/shape-dependent amending mechanism. The soil–rubber amending mechanisms were discussed in three aspects—increase in non-expansive content, frictional resistance generated as a result of soil–rubber contact, and mechanical interlocking of rubber particles and soil grains. The swell–shrink patterns/paths indicated an expansive accumulated deformation for the virgin soil, whereas the rubberized blends manifested a relatively neutral deformational state, thereby corroborating the rubber’s capacity to counteract the heave and/or settlement incurred by alternate wetting and drying.

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Qi, Wei, Ce Wang, Zhanyu Zhang, Mingyi Huang, and Jiahui Xu. "Experimental Investigation on the Impact of Drying–Wetting Cycles on the Shrink–Swell Behavior of Clay Loam in Farmland." Agriculture 12, no. 2 (February 8, 2022): 245. http://dx.doi.org/10.3390/agriculture12020245.

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Soil shrink–swell behavior is a common phenomenon in farmland, which usually alters the process of water and solute migration in soil. In this paper, we report on a phenomenological investigation aimed at exploring the impact of drying–wetting cycles on the shrink–swell behavior of soil in farmland. Samples were prepared using clay loam collected from farmland and subjected to four drying–wetting cycles. The vertical deformation of soil was measured by a vernier caliper, and the horizontal deformation was captured by a digital camera and then calculated via an image processing technique. The results showed that the height, equivalent diameter, volume and shrinkage-swelling potential of the soil decreased with the repeated cycles. Irreversible deformation (shrinkage accumulation) was observed during cycles, suggesting that soil cracks might form owing to previous drying rather than current drying. The vertical shrinkage process consisted of two stages: a declining stage and a residual stage, while the horizontal shrinkage process had one more stage, a constant stage at the initial time of drying. The VG-Peng model fit the soil shrinkage curves very well, and all shrinkage curves had four complete shrinkage zones. Drying–wetting cycles had a substantial impact on the soil shrinkage curves, causing significant changes in the distribution of void ratio and moisture ratio in the four zones. However, the impact weakened as the number of cycles increased because the soil structure became more stable. Vertical shrinkage dominated soil deformation at the early stage of drying owing to the effect of gravity, while nearly isotropic shrinkage occurred after entering residual shrinkage. Our study revealed the irreversible deformation and deformation anisotropy of clay loam collected from farmland during drying–wetting cycles and analyzed the shrink–swell behavior during cycles from both macroscopic and microscopic points of view. The results are expected to improve the understanding of the shrink–swell behavior of clay loam and the development of soil desiccation cracks, which will be benefit research on water and solute migration in farmland.

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Al-Atroush, Mohamed Ezzat, Omar Shabbir, Bandar Almeshari, Mohamed Waly, and Tamer A. Sebaey. "A Novel Application of the Hydrophobic Polyurethane Foam: Expansive Soil Stabilization." Polymers 13, no. 8 (April 19, 2021): 1335. http://dx.doi.org/10.3390/polym13081335.

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The reversible shrink–swell behavior of expansive soil imposes a serious challenge that threatens the overlying structures’ safety and durability. Traditional chemical additives such as lime and cement still exhibit satisfying performance over their counterparts in terms of swelling potential reduction. Nevertheless, significant concerns are associated with these chemicals, in addition to their environmental impact. This paper proposes a novel application of the closed-cell one-component hydrophobic polyurethane foam (HPUF) to stabilize the swelling soil. An extensive experimental study was performed to assess the efficiency of HPUF in mitigating both the swelling and shrinkage response of high montmorillonite content expansive soil. Expansive soil was injected/mixed with different weight ratios of the proposed stabilizer, and the optimum mixing design and injection percentage of the foam resin were identified to be ranged from 10% to 15%. The shrink–swell behaviors of both injected and noninjected samples were compared. Results of this comparison confirmed that HPUF could competently reduce both the swelling potential and the shrinkage cracking of the reactive expansive soil, even after several wet-shrink cycles.

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Natke, E. "Cell volume regulation of rabbit cortical collecting tubule in anisotonic media." American Journal of Physiology-Renal Physiology 258, no. 6 (June 1, 1990): F1657—F1665. http://dx.doi.org/10.1152/ajprenal.1990.258.6.f1657.

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Volume regulation of nonperfused rabbit cortical collecting tubules in anisotonic bathing media was examined in vitro. When media osmolality is abruptly increased by 150 mosmol/kgH2O with the addition of NaCl, tubules shrink by 20% but do not volume regulate. However, volume regulatory increase (VRI) is observed when 1 mM butyrate is present in the bathing media or when tubules are pretreated with hypotonic media. When media osmolality is increased, butyrate-treated tubules shrink to 74% of their isotonic control volume. As evidence of volume regulation, butyrate-treated tubules swell while still bathed in hypertonic media, recovering in 30 min 78% of the volume lost due to osmotic shrinkage. The butyrate effect requires external Na+ and is inhibited by amiloride. When media osmolality is lowered to 150 mosmol/kgH2O, nonbutyrate tubules swell before showing typical volume regulatory decrease. When these tubules are returned to isotonic media, they immediately shrink to 78% of control volume before showing evidence of VRI. These results suggest that, under the appropriate conditions, cortical collecting tubules are capable of VRI.

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Acharya, Raju, Aravind Pedarla, Tejo V. Bheemasetti, and Anand J. Puppala. "Assessment of Guar Gum Biopolymer Treatment toward Mitigation of Desiccation Cracking on Slopes Built with Expansive Soils." Transportation Research Record: Journal of the Transportation Research Board 2657, no. 1 (January 2017): 78–88. http://dx.doi.org/10.3141/2657-09.

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Expansive soil embankments are prone to shallow slope failures caused by associated swell–shrink movements. Previous studies have confirmed that seasonal changes and corresponding volumetric changes are responsible for desiccation cracking, which is a major factor behind shallow slope failures of highway embankments. For the past few years, soil stabilization proved to be an effective way to mitigate the swell–shrink property of expansive clays. The current study addresses the feasibility of guar gum biopolymer in mitigating the swell–shrink behavior of clays and in turn making it possible to adopt them as stable geomaterials. The sustainable benefits of biopolymers far exceed the environmental benefits from conventional stabilizers that contractors typically use. This paper presents a comprehensive laboratory study, followed by finite difference modeling analysis, on biopolymeric guar gum–remediated expansive soils collected from shallow slope failure-prone areas. For this study, two dam locations, at Grapevine Lake and Joe Pool Lake, Texas, that were originally constructed with expansive soils, were considered. The engineering performance of biopolymer-treated soils was evaluated and an optimum dosage was recommended for mitigating desiccation cracking at the test sites. Slope stability analyses were conducted using Fast Lagrangian Analysis of Continua in Three Dimensions software by adopting laboratory-determined strength parameters to determine the range of the factor of safety for the slopes. The variation of the factor of safety computed with the inclusion of enhanced engineering parameters from guar gum treatments revealed the advantages of adopting this treatment.

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Karathanasis, A. D., and B. F. Hajek. "Shrink-Swell Potential of Montmorillonitic Soils in Udic Moisture Regimes." Soil Science Society of America Journal 49, no. 1 (January 1985): 159–66. http://dx.doi.org/10.2136/sssaj1985.03615995004900010033x.

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EASSON, G. L. "Rating the Shrink/Swell Behavior of the Porters Creek Formation." Environmental and Engineering Geoscience 11, no. 2 (May 1, 2005): 171–76. http://dx.doi.org/10.2113/11.2.171.

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Sánchez, Marcelo, Dong Wang, Jean-Louis Briaud, and Caleb Douglas. "Typical geomechanical problems associated with railroads on shrink-swell soils." Transportation Geotechnics 1, no. 4 (December 2014): 257–74. http://dx.doi.org/10.1016/j.trgeo.2014.07.002.

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Painuli, D. K., M. Mohanty, Nishant K. Sinha, and A. K. Misra. "Crack Formation in a Swell–Shrink Soil Under Various Managements." Agricultural Research 6, no. 1 (December 16, 2016): 66–72. http://dx.doi.org/10.1007/s40003-016-0241-7.

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Yang, Hai Ying, and Yun Liu. "Methods of Support Vector Machine on Classification of Expansive Soils." Advanced Materials Research 531 (June 2012): 562–65. http://dx.doi.org/10.4028/www.scientific.net/amr.531.562.

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The classification of the grade of shrink and expansion for the expansive soils was the initial and essential work for engineering construction in expansive soil area. Based on the principle of support vector machine analysis, a classification model of expansive was established in this paper, including five indexes reflecting the shrink and expansion of expansive soil, liquid limit, swell-shrink total ratio, plasticity index, water contents and free expansive ratio and functions were obtained through training a large set of expansive samples. It was shown that the classification model of SVM analysis is an effective method performed excellently with high prediction accuracy and could be used in practical engineering.

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Hwang, Gi Byoung, Sacha Noimark, Kristopher Page, Sandeep Sehmi, Alexander J. Macrobert, Elaine Allan, and Ivan P. Parkin. "White light-activated antimicrobial surfaces: effect of nanoparticles type on activity." Journal of Materials Chemistry B 4, no. 12 (2016): 2199–207. http://dx.doi.org/10.1039/c6tb00189k.

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Toluidine blue O (TBO) dye together with either silver (Ag) nanoparticles (NPs), gold (Au) NPs, or a mixture of Ag and Au NPs (Mix Ag–Au NPs) were incorporated into polyurethane to make antimicrobial surfaces using a swell-encapsulation-shrink process.

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Matsumoto, Mitsuharu. "Water Driven Soft Actuator." Applied System Innovation 1, no. 4 (October 22, 2018): 41. http://dx.doi.org/10.3390/asi1040041.

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In this paper, a water driven soft actuator is introduced. Soft actuators driven by various external stimuli, such as air pressure, temperature, pH, electric field, and light have been reported in the past. Although they are very attractive, they often require hard external devices for driving and the response speeds are often slow. The developed water driven actuator was with sodium polyacrylate wrapped by stretchable meshed nylon. Through some experiments, it was confirmed that swell and shrink phenomena of the developed device occur depending on the fluid flow. The phenomena could be found when adequate quantity of sodium polyacrylate was inside of the nylon. The amount of sodium polyacrylate that is required for the phenomenon was investigated. Through the experiments, it was confirmed that the displacement and the response speed of the swell and shrink were large and fast, respectively, in spite of its simple implementation.

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Tan, Shen, Zhengquan Lu, Jing Zhao, Jianan Zhang, Mingyuan Wu, Qingyun Wu, and Jianjun Yang. "Synthesis and multi-responsiveness of poly(N-vinylcaprolactam-co-acrylic acid) core–shell microgels via miniemulsion polymerization." Polymer Chemistry 7, no. 24 (2016): 4106–11. http://dx.doi.org/10.1039/c6py00544f.

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We report herein a facile and large fabrication of multi-responsive poly(N-vinylcaprolactam-co-acrylic acid) microgels with a core–shell structure via seed miniemulsion polymerization. The multi-responsive microgels can reversibly swell and shrink in response to pH and temperature variation.

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Zamin, Bakht, Hassan Nasir, Khalid Mehmood, Qaiser Iqbal, Asim Farooq, and Mohammad Tufail. "An Experimental Study on the Geotechnical, Mineralogical, and Swelling Behavior of KPK Expansive Soils." Advances in Civil Engineering 2021 (July 8, 2021): 1–13. http://dx.doi.org/10.1155/2021/8493091.

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Expansive soils are found in numerous regions of the world explicitly in arid and semiarid zones. These soils expand when absorbed moisture and shrink when released water. Such soil is viewed as a characteristic risk for infrastructures due to the shrink and swell behavior. These soils become more problematic when lightly or moderately loaded structures are built on them. The swelling and shrinkage in these soils chiefly happen due to the presence of montmorillonite minerals. The mineralogical and swell behavior of foundation soils is playing a vital role in the overall stability of a structure. These parameters are often ignored in the geotechnical report writing stage specifically in small projects, due to which, the durability and service life of the facilities are reduced and the maintenance cost is increased. To mitigate the potential damages in structures constructed on expansive soil, it is necessary to assess the mineralogical and swelling characteristics of expansive soil. The current study aims to determine the geotechnical, mineralogical, and swell behavior of the local expansive soils. Based on the results, the Karak soil has the highest plasticity index (PI) of 37% with a clay fraction of 28%, while the D.I. Khan soil has the least PI of 23% with a clay fraction of 17%. Similarly, Karak’s soil contained a higher percentage of montmorillonite (Rp = 8.9%). The maximum values of swell pressure, swell potential, and 1D deformation are 280 kPa, 12.5%, and 1.92 mm for the Karak soil, 6.45% 150 kPa, and 1.38 mm for D.I. Khan soil, and 10.5%, 245 kPa, and 1.64 mm for Kohat soil, respectively. This concludes that Karak’s soil has high plasticity and swell characteristics than Kohat and D.I. Khan soil. The swell characteristic of expansive soils increases with the increase in the percentage of the fine specifically the clay fraction. Furthermore, the Karak soil is more critical than Kohat and D.I. khan soil for lightly loaded structures.

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Diana, Wilis, Edi Hartono, and Anita Widianti. "Pengaruh Kadar Air Awal Dan Surcharge Pressure Pada Uji Karakteristik Pengembangan Tanah Ekspansif." MEDIA KOMUNIKASI TEKNIK SIPIL 23, no. 2 (December 29, 2017): 124. http://dx.doi.org/10.14710/mkts.v23i2.15985.

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Expansive soils experience volumetric changes due to water content changes. These volumetric changes cause swell and shrink movement in soils, which in turn will inflict severe damage to structures built above them. A Proper understanding of how the expansive soil behaves during the wetting/drying process is essential for assessing the mitigation action of expansive soil hazard and design suitable foundation. The structures that build above expansive soil bed are susceptible to heave and to withstand swell pressure, thus the swell pressure must be considered in the design. This study focuses on swelling properties of two expansive clay from Ngawi, East Java and Wates, Yogyakarta. Laboratory test on disturbed samples is used to identified and to measured swelling properties. A series of swelling test was performed under constant soil dry density. The influence of initial water content and surcharge pressure on swelling properties (i.e swell percent and swell pressure) of compacted samples were investigated. The swelling properties test used ASTM standard 4546-03 method B. It was found that the lower initial water content the higher the swell percent, but the swell pressure seems not to be affected by initial water content. At the same initial water content, swell percent decrease with the increase of surcharge pressure, but swell pressure remains unchanged.

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Khadka, Suraj D., Priyantha W. Jayawickrama, and Sanjaya Senadheera. "Strength and Shrink/Swell Behavior of Highly Plastic Clay Treated with Geopolymer." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 52 (September 28, 2018): 174–84. http://dx.doi.org/10.1177/0361198118797214.

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This paper presents findings from an experimental study in which a novel, non-energy intensive, environmentally-friendly stabilizer known as geopolymer was used for stabilization of a highly plastic clay. Two forms of the stabilizer were synthesized, one using metakaolin (MK) and the other using fly ash (FA) as the alumino-silicate precursor. The paper describes the process of geopolymer synthesis as well as quality control tests conducted during geopolymer synthesis. Synthesized geopolymers were analyzed using scanning electron microscopy (SEM) and energy-dispersive x-ray spectroscopy (EDX). The paper also presents results obtained from a comprehensive laboratory test program that examined the effectiveness of the stabilizer in improving strength and controlling moisture induced swelling of a highly plastic clay soil. The geopolymer content of the soil ranged from 3% to 15% by weight ratio. SEM-EDX and XRD were performed to investigate the treated specimen for uniformity and stabilization mechanism. The data obtained from unconfined compressive strength tests conducted after seven days of curing showed three- to four-fold improvement in strength for geopolymer stabilized soils with MK geopolymer consistently providing better performance than FA geopolymer. The results from one-dimensional swell tests indicated significant reduction of swell behavior in FA geopolymer treated specimens while no improvement in swell behavior was observed in MK treated soil. This study demonstrates that, while geopolymers can overcome many limitations that exist in traditional stabilizers, the strength and swell performance of geopolymer stabilized clay soil can vary significantly depending on the source of alumino-silicate used in the production of the geopolymer.

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Journal articles on the topic 'Swell-shrink'

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