Статті в журналах: "SOIL REINFORCED"

1

Liu, Wen Bai, and Zi Yi Chen. "Study of the Deformation Field of Reinforced Soil on the Triaxial Text." Applied Mechanics and Materials 71-78 (July 2011): 5024–29. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.5024.

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This study is concerned with the deformation field of the reinforced soil based on the consolidated drained triaxial test, using digital image processing technique in deformation measuring of soil specimen in trialxial test. In order to research the relation between anti-deforming capacity and strain of reinforced soil, intensity characteristic and failure mode, the glass fiber was used as a material of reinforce and 30 groups of triaxial tests were performed under 2 different reinforced positions and 3 types of confining stress. Together with digital image processing technique, we researched the transverse and vertical deformation ratios of reinforced soil in deformation process, drawn the deformation diagram of soil specimen in peaked strain and probed the reinforce mechanization and formation of shear field in reinforced soil. It was shown from the result that the geogrid has a great restraint, which increases with the growth of confining stress, on transverse deformation in medium sand. However, in final, the geogrid is incapable of changing the breakdown trend of soil body.

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2

Usmanov, Rustam, Ivan Mrdak, Nikolay Vatin, and Vera Murgul. "Reinforced Soil Beds on Weak Soils." Applied Mechanics and Materials 633-634 (September 2014): 932–35. http://dx.doi.org/10.4028/www.scientific.net/amm.633-634.932.

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Changing a layer of weak soil in deformed foundation with a compacted soil bed consisted of various strong materials (sand, gravel, pebble-gravel, production waste materials). Existing calculation methods and techniques to build compacted soil beds based on weak highly compressive soils do not meet up-to-date requirements. Calculation methods used the dimensions of compacted beds quite often appear to be overestimated, and this results in increase in costs and working hours needed to build artificial foundation. The paper presents the possibility of using reinforced soil beds as an efficient method to build artificial foundation based on weak soils.

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3

RAMIREZ, G. G. D., M. D. T. CASAGRANDE, D. FOLLE, A. PEREIRA, and V. A. PAULON. "Behavior of granular rubber waste tire reinforced soil for application in geosynthetic reinforced soil wall." Revista IBRACON de Estruturas e Materiais 8, no. 4 (August 2015): 567–76. http://dx.doi.org/10.1590/s1983-41952015000400009.

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AbstractLarge quantities of waste tires are released to the environment in an undesirable way. The potential use of this waste material in geotechnical applications can contribute to reducing the tire disposal problem and to improve strength and deformation characteristics of soils. This paper presents a laboratory study on the effect of granular rubber waste tire on the physical properties of a clayey soil. Compaction tests using standard effort and consolidated-drained triaxial tests were run on soil and mixtures. The results conveyed an improvement in the cohesion and the angle of internal friction the clayey soil-granular rubber mixture, depending on the level of confining stress. These mixtures can be used like backfill material in soil retaining walls replacing the clayey soil due to its better strength and shear behavior and low unit weight. A numerical simulation was conducted for geosynthetic reinforced soil wall using the clayey soil and mixture like backfill material to analyzing the influence in this structure.

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4

Hou, Yujie, Bo Wang, Liang Huang, Jianguo Xu, Dun Liu, and Jiahua Zhu. "Microstructure and Macromechanical Properties of Retaining Structure of Near-Water Reinforced Soil under Dry-Wet Cycle." Mathematical Problems in Engineering 2021 (February 19, 2021): 1–19. http://dx.doi.org/10.1155/2021/6691278.

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Reinforced soil-retaining structures that have been working in near-water environments for a long time are likely to affect their own mechanical properties due to the dry-wet cycle caused by changes in water level. In response to this problem, this paper uses a combination of macro- and microtests, selecting reinforced soil samples with four water content conditions, five overburden pressure conditions, three sets of dry-wet cycle conditions, and a total of 60 working conditions for testing. Scanning electron microscopy was used to observe the microscopic characterization of the reinforced soil particles under different times of the dry-wet cycle, and the pull-out test was used to study the mechanical properties of the interface of the reinforced materials and soils. The analysis results of the test show that the dry-wet cycles increase the porosity of the reinforced soil and the number of pores, among which the proportion of micro and small pores increases, the abundance and fractal dimension of reinforced soil particles increase, and the roughness of the particle surface is reduced. The change of the microstructure of the reinforced soil causes the cohesion of the soil to decrease in the macroscopic view. The friction coefficient and the ultimate pull-out force of the interface between the reinforced materials and the soils decrease with the increase of times of dry-wet cycle.

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5

Zhang, Jun, Wei Xu, Peiwei Gao, Lihai Su, Bai Kun, Li Yueyuan, and Yang Bohan. "Integrity and crack resistance of hybrid polypropylene fiber reinforced cemented soil." Journal of Engineered Fibers and Fabrics 17 (January 2022): 155892502110684. http://dx.doi.org/10.1177/15589250211068428.

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Cement is commonly used in the rapid construction of emergency airports; however, cemented soils have issues with integrity and crack resistance. For example, cemented soils can crack easily, and overall stability is insufficient. To address these problems, cemented soil is reinforced with hybrid polypropylene fiber, and the anti-flying property, anti-wear property, and crack resistance of polypropylene fiber reinforced cemented soil with varying fiber lengths, fiber contents, and fiber combinations are examined through flying tests, wear tests, and crack tests. Results show that the reinforcement of fiber can significantly improve the anti-flying property, anti-wear property, and crack resistance of cemented soil. The content and fiber length have a great impact on properties of fiber reinforced cemented soil. The ideal length and content of fine polypropylene fiber are 12 mm and 0.3%, respectively. The ideal combination of hybrid polypropylene fiber reinforced cemented soil is 0.3% coarse polypropylene fiber with the length of 38 mm and 0.3% fine polypropylene fiber with the length of 12 mm. In addition, hybrid polypropylene fiber reinforced cemented soil mechanical properties exceed those of single polypropylene fiber reinforced cemented soil.

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6

Song, Xiaoruan, Miansong Huang, Shiqin He, Gaofeng Song, Ruozhu Shen, Pengzhi Huang, and Guanfang Zhang. "Erosion Control Treatment Using Geocell and Wheat Straw for Slope Protection." Advances in Civil Engineering 2021 (April 10, 2021): 1–12. http://dx.doi.org/10.1155/2021/5553221.

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Slope failure triggered by soil erosion under rainfall remains one of the most difficult problems in geotechnical engineering. Slope protection with planting vegetation can be used to reinforce the soil and stabilize the slope, but the early collapse of the planting soil before the complete growth of plants becomes a major issue for this method. This paper has proposed a composite soil treatment and slope protection method using the geocell structures and the wheat straw reinforcement. The geocell structures improve the stability of the planting soil and provide a stable and fixed environment for the vegetation, while the wheat straw reinforces the soil and also increases the fertility. The authors have performed a total of 9 experiments in this work that are classified into three groups, i.e., the unsupported slopes, the geocell reinforced, and the geocell and wheat straw composite reinforced with a consideration of three different rainfall intensities. The progressive slope failure development during the rainfall was assessed, as well as the soil erosion, the slope displacement, and the water content. The results show that the slope failure increases as the rainfall continues, and the soil degradation increases with the intensity of rainfall. The soil treatment using geocell improves the slope stability, but the geocell and wheat straw composite reinforcement has the best erosion control and slope protection.

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7

Cicek, Elif, and Erol Guler. "BEARING CAPACITY OF STRIP FOOTING ON REINFORCED LAYERED GRANULAR SOILS." Journal of Civil Engineering and Management 21, no. 5 (May 6, 2015): 605–14. http://dx.doi.org/10.3846/13923730.2014.890651.

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In this study a limit equilibrium method is proposed to determine the bearing capacity of strip foundations on geosynthetic reinforced sand soils. A two-layered granular soil was foreseen to represent the loose in situ soil and the compacted fill above the reinforcement. First the modified bearing capacity factors Nq and Nγ were derived for the two layered granular reinforced soil. The bearing capacities were also calculated for different reinforcement geometries and soil properties using Finite Element analyses. The bearing capacities obtained from Finite Element and Limit Equilibrium analyses were compared, it was seen a good agreement. Therefore, it was concluded that the new limit equilibrium method proposed in this paper for reinforced two-layered soils can be successfully used in calculating the bearing capacities of geosynthetic reinforced soils.

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8

Li, Min, Shou Xi Chai, Hong Pu Du, and Li Wei. "Statistics and Analysis of Influential Factors on Shear Strength of Reinforced Saline Soil with Wheat Straw and Lime." Advanced Materials Research 168-170 (December 2010): 181–89. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.181.

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As one of complex body, the strength of reinforced lime-soil with wheat straw was influenced by many factors. In order to gain quantitative contributed proportion, traxial compression tests of reinforced lime-soil, which took some factors like reinforced length, reinforced ratio and consolidation in account, were carried out by orthogonal design, and then evaluated by methods of range analysis and principal component analysis. Results are as follows. (1) Contributed proportion of consolidation is the highest, while, successively, of reinforce ratio and of reinforced length. Consolidation has the positive contribution to cohesion which the correlation coefficient can be up to 0.81, however, reinforced ratio takes negative contribution and the correlation coefficient is (-0.71). (2) The optimal reinforced condition of wheat straw is 20 mm in length and 0.25% in ratio as to the sample diameter of 61.8mm. (3) Results of principal component analysis and range analysis are both corresponded with that of experiment. These two kinds of statistics analysis methods are suitable in the domain of reinforced soil.

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9

Singh, Preetpal. "Reinforced Soil Retaining Walls." International Journal for Research in Applied Science and Engineering Technology V, no. VIII (August 29, 2017): 376–79. http://dx.doi.org/10.22214/ijraset.2017.8051.

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10

Crouse, Phillip E., and Jonathan T. H. Wu. "Geosynthetic-Reinforced Soil Walls." Transportation Research Record: Journal of the Transportation Research Board 1849, no. 1 (January 2003): 53–58. http://dx.doi.org/10.3141/1849-07.

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An extensive literature review was conducted to collect and synthesize information on geosynthetic-reinforced soil (GRS) walls that had been monitored for extended periods of time for assessment of their long-term performance characteristics. As a result, seven GRS retaining wall projects were selected. These projects typically had well-documented, longterm reinforcement strain data, wall deformation data, and design information. The walls range from 4.5 m to over 12 m in height and typically include surcharge loads composed of earth fills or traffic loads. Reinforcement materials were polypropylene and polyester geogrids or geotextiles, ranging in short-term strength from 5.8 kN/m to more than 17 kN/m. The facings used on the walls were concrete modular blocks, concrete panels, or wrapped geotextile surfaces. Some of the walls were constructed on poor foundations, whereas others were constructed on competent foundation materials. The environmental conditions vary from freezing temperatures in Ontario, Canada, to temperatures up to 44°C for walls built in the state of Arizona. The measured performance data for the seven GRS walls were evaluated in detail. The results indicate that creep deformation was very small when well-compacted granular backfill was employed and that current design methods are overly conservative regarding long-term creep of geosynthetic reinforcement in the GRS walls. A rational procedure for predicting long-term creep deformation of GRS walls is proposed that involves conducting a soil-geosynthetic interactive performance test with on-site soil and the use of a long-term creep equation developed on the basis of the behavior of the seven GRS walls.

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11

Kennedy, John B., Jan T. Laba, and H. Shaheen. "Reinforced Soil‐Metal Structures." Journal of Structural Engineering 114, no. 6 (June 1988): 1372–89. http://dx.doi.org/10.1061/(asce)0733-9445(1988)114:6(1372).

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12

Leshchinsky, Dov, and Ralph H. Boedeker. "Geosynthetic Reinforced Soil Structures." Journal of Geotechnical Engineering 115, no. 10 (October 1989): 1459–78. http://dx.doi.org/10.1061/(asce)0733-9410(1989)115:10(1459).

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13

Dembicki, E. "Rheology of reinforced soil." Geotextiles and Geomembranes 18, no. 5 (October 2000): 345–46. http://dx.doi.org/10.1016/s0266-1144(00)00003-0.

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14

Li, A. L. "Mechanics of reinforced soil." Canadian Geotechnical Journal 38, no. 6 (December 1, 2001): 1366. http://dx.doi.org/10.1139/t01-050.

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15

Jiang, Yang, Xiao Mou Wang, Wen Bin Sun, and Yun Dong. "The Bearing Characteristics and its Influencing Factors of Reinforced Soil Foundation." Applied Mechanics and Materials 580-583 (July 2014): 746–49. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.746.

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The reinforced soil foundations have been widely used in various geotechnical engineering applications, such as bridge approach slab, bridge abutment and so on. However, many problems of reinforced foundation still need to be solved and the behavior of the reinforced foundation requires further study. Therefore, finite element analyses were conducted on unreinforced and reinforced clay subgrade soil to evaluate the influence of various factors affecting the performance of strip footing on studied soils. Conclusions are drawn: the effective reinforcement depth is about 1.5B for the reinforced soil and it is independent of the geogrid type; At a given settlement, the bearing capacity of the footing decreases with the increase in reinforcement spacing, with larger decrease rates at small spacings; A geogrid with a tensile modulus ranging from 5MPa to 25MPa will maximize the benefits of the reinforced soil footing, etc.

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16

Ter-Martirosyan, Zaven G., Armen Z. Ter-Martirosyan, and Aleksandr S. Akuleckij. "Stress-strein state of weak and filled soils reinforced with reinforced concrete and soil piles, respectively." Vestnik MGSU, no. 9 (September 2021): 1182–90. http://dx.doi.org/10.22227/1997-0935.2021.9.1182-1190.

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Introduction. The overwhelming majority of construction areas are characterized by difficult engineering and geological conditions, represented by the presence of weak soils at the base. There are construction sites on which a large thickness of fill soil is observed. In these conditions, designers apply: soil consolidation, soil reinforcement, significant deepening of the underground part of buildings, etc. This article presents the formulation and solution of the problems of interaction of reinforced concrete piles with weak soils, as well as the interaction of soil piles with bulk soils as part of a pile-slab foundation, which allow one to determine the reduced deformation modulus and the bedding value. Materials and methods. To describe the change in shear stresses depending on depth, a law was adopted in the form τ(z)=τ0е–αz. The solution is presented by analytical and numerical methods. The results obtained were compared by the analytical solution of the problem with the results obtained in the PLAXIS 3D software package. Results. Regularities of the distribution of the total load on the pile-slab foundation between the pile field and the grillage have been obtained. The analytical solutions in the article are supported by the graphical part, performed using the Mathcad program. Numerical simulation of the problem was carried out in the PLAXIS 3D software package. The dependence of the settlement on the load, calculated by analytical and numerical methods, is shown. An expression is obtained for defining the stresses in different sections of the pile shaft and under the grillage slab. The theoretical and practical aspects of the construction of crushed stone piles are considered. The theoretical substantiation of compaction of bulk soils with crushed stone piles using a special technology is given. A dependence is obtained for determining the reduced modulus of deformation for bulk soil mass reinforced with soil piles. Conclusions. Comparative evaluation of the results of solutions obtained by analytical and numerical methods showed good convergence. The solutions obtained can be used to preliminary determination of the settlement of piles as part of a pile-slab foundation. Selection of the optimal ratio of the pile length and its diameter allows the most effective use of the bearing capacity of the pile. For bulk soils, reinforced with soil piles, it is possible to select the optimal reduced modulus of deformation by varying the pitch of the soil piles.

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17

Evangelou, Evangelos D., Ioannis N. Markou, Sofia E. Verykaki, and Konstantinos E. Bantralexis. "Mechanical Behavior of Fiber-Reinforced Soils under Undrained Triaxial Loading Conditions." Geotechnics 3, no. 3 (September 5, 2023): 874–93. http://dx.doi.org/10.3390/geotechnics3030047.

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The design of fiber-reinforced soil structures, such as embankments and pavements, can be carried out using the results of unconsolidated, undrained triaxial compression tests conducted on specimens at their “as-compacted” water content and analyzed in terms of total stresses. The effects of soil and fiber type on the mechanical behavior of fiber-reinforced soils have not been methodically or adequately examined in the past under these conditions, and the effects of fiber length and content on the shear strength parameters of fiber-reinforced soils need further experimental documentation. Accordingly, five soils ranging from “excellent” to “poor” materials for use in earthwork structures were tested in the present study, in combination with five types of polypropylene fibers having lengths ranging from 9 to 50 mm. Unconsolidated undrained triaxial compression tests were conducted on specimens at their “as-compacted” water content, with fiber contents ranging from 0.5 to 2% by weight of dry soil. Fiber reinforcement reduces the stiffness and increases the deformability of the soil. The fiber-reinforced soils exhibit a more ductile behavior in comparison with the unreinforced soils. A Mohr–Coulomb type linear failure criterion satisfactorily describes the shear strength behavior of fiber-reinforced soils in total stress terms. The cohesion values of the fiber-reinforced soils range between 61 kPa and 301 kPa and increase up to seven times in comparison with the cohesion values of the unreinforced soils. The variations of the angle of internal friction of soils due to fiber reinforcement are generally limited to ±25%. The cohesion improvement due to fiber reinforcement is increased with increasing fiber content and fiber length up to 30 mm and is inversely proportional to the fine-grained fraction and the cohesion of the unreinforced soil.

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18

Tang, Xian Yuan, and Yong Peng Li. "Treatment Technology for Embankment Landslide Caused by Expansive Soil Foundation Instability." Applied Mechanics and Materials 204-208 (October 2012): 3035–39. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3035.

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The embankments built on expansive soil foundation with a transverse are prone to crack and slide failure. In this paper, the embankment in a certain section of Bailong highway destroyed due to cracks and rainfall. A group of steel piles and reinforced concrete beams is used to strengthen the toe of slopes, and steel piles and reinforced concrete framework beams is utilized to strengthen embankment slopes, then pressure chemical grouting is used to reinforce soil. The treatment effect is good.

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19

Lopes, M. M., and M. D. T. Casagrande. "Mechanical Improvement of a Reinforced Sand with Açaí (Euterpe oleracea) Fibers." IOP Conference Series: Materials Science and Engineering 1260, no. 1 (October 1, 2022): 012025. http://dx.doi.org/10.1088/1757-899x/1260/1/012025.

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Abstract The growing research for environmental sustainability applied in technological engineering works allied to the growth generation of solid waste problematics guided this research. Searching for new locational alternatives for these residues is becoming more and more economically viable and giving new uses to these materials has proved to be an effective way of reusing them. With this in mind, the present work seeks to evaluate the use of natural açaí fibers to reinforce soils in geotechnical works. To carry out this evaluation and investigate the physical-mechanical behavior of a sand reinforced with açaí fibers, were proposed direct shear tests with soil-fiber composites in the proportions of 0.5% and 1.0% of fiber in relation to soil dry weight and two percentages of relative density, 50% and 75%. The results demonstrate that the soil-fiber composites have greater peak and post-peak resistance than pure soil which are satisfactory from the geotechnical point of view, fulfilling its role mainly in acting on the shear resistance of the soil, opening possibilities for the study of application in geotechnical works such as landfills under soft soils and with more studies, for paving.

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20

Al-Neami, Mohammed A., Falah H. Rahil, and Yaseen H. Al-Ani. "Behavior of Cohesive Soil Reinforced by Polypropylene Fiber." Engineering and Technology Journal 38, no. 6A (June 25, 2020): 801–12. http://dx.doi.org/10.30684/etj.v38i6a.109.

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For any land-based structure, the foundation is very important and has to be strong to support the entire structure. In order for the foundation to be strong, the soil underneath it plays a very critical role. Some projects where the soil compacted by modifying energy is insufficient to achieve the required results, so the additives as a kind of installation and reinforcement are used to achieve the required improvement. This study introduces an attempt to improve cohesive soil by using Polypropylene Fiber instead of conventional kinds used in soil stabilization. Three different percentages (0.25%, 0.5%, and 0.75% by dry weight of soil) and lengths (6, 12, and 18) mm of fiber are mixed with cohesive as a trial to enhance some properties of clay. The results of soil samples prepared at a dry density at three different water conditions (optimum water content, dry side, and wet side) showed that the increase of the percentage and length of polypropylene fiber causes a reduction in the maximum dry density of soils. Soil cohesion increases with the increase of PPF up to 0.5% then decreased. The length of Polypropylene fiber has a great effect on the cohesion of soil and adding 0.5% Polypropylene fibers with a length of 18mm to the soils consider the optimum mix for design purposes to improve the soil. Finally, the soil reinforced by PPF exhibits a reduction in the values of the compression ratio (CR) and accelerates the consolidation of the soil.

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21

Dave, Bhavita S., Jitesh T. Chavda, Chandresh H. Solanki, and Atul K. Desai. "Experimental Study of Soil Water Characteristic Curve for a Clayey Soil Reinforced with Model Geocell for Freezing-Thawing Cycles." E3S Web of Conferences 382 (2023): 09002. http://dx.doi.org/10.1051/e3sconf/202338209002.

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The category of geosynthetics includes geocells as a common subclass. As a low-cost, easilyinstalled solution to soil stabilisation problems, geocells are gaining popularity in the field of geotechnical engineering. Assessing and measuring the matric potential of geocell reinforced soil subjected to alternating freezing-thawing cycles depends on understanding the water retention behaviour of the soil. The water retention properties of geocell reinforced soil are influenced by alternate freezing-thawing cycles. For the objective of this study, the thawing soil freezing characteristic curve (SFCC) of a clayey soil with variable numbers of model geocells was determined (0, 1, and 2 number). With the progression of freezingthawing cycles, which dramatically changed the retention behaviour of reinforcing soil, the matric potential was measured using the filter paper method methodology. The thawing SFCC for reinforced soil with model geocell was assessed using the van Genuchten model. For the studied soil with varied numbers of model geocells, the VG model was evaluated for five consecutive freezing-thawing cycles, demonstrating its efficacy in determining the retention behaviour of geocell reinforced soils. The experimental findings showed that the matric potential in SFCC has considerably enhanced due to the presence of model geocell.

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Nouri, Hesam haji Hosseini, and Mohsen Shahrouzi. "Experimental evaluation of compressive strength of steel fiber reinforced soi." Journal of Engineering Sciences and Innovation 6, no. 2 (May 17, 2021): 121–36. http://dx.doi.org/10.56958/jesi.2021.6.2.3.

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Today, development of industries has caused production of different scraps. Scraps are recyclable materials left in the environment. Unlike garbage, scraps, particularly those of copper and steel, are of great financial value. The application of steel scraps mixed with soil is one of the solutions to prevent environmental risks of steel. Considering the properties of steel, its scraps made into fibers could be used to reinforce soils and improve their mechanical properties. This study scrutinizes the effects of two types of steel fibers (plain hooked-end and crimped) added to clay with different weight percentages and aspect ratios (L/D) under uniaxial compressive strength test. The results indicated that the compressive strength of steel fiber reinforced soil is to a large extent increased. However, contrary negative effects in the compressive strength are possible once the weight percentage of steel fibers in soil exceeds a certain limit.

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23

Yang, Zhongnian, Xuesen Liu, Liang Zhang, Fujun Niu, Xianzhang Ling, Guoyu Li, and Wei Shi. "Dynamic Behavior of Geosynthetic-Reinforced Expansive Soil under Freeze-Thaw Cycles." Advances in Civil Engineering 2021 (May 19, 2021): 1–11. http://dx.doi.org/10.1155/2021/5526854.

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Expansive soil has a significant impact on the stability of many key construction projects in cold regions. To study the physical and mechanical properties of expanded soil under the condition of freeze-thaw cycle, cryogenic cyclic triaxial tests were conducted on the dynamic and the displacement characteristics of geosynthetic-reinforced expansive soil subjected to the freeze-thaw cycles. Compared with the unreinforced expansive soil samples, the effects of freeze-thaw cycles on the soil dynamics were discussed. The dynamic shear modulus (Gd) and damping ratio (λ) of the expansive soil samples are improved by reinforcement. Reinforced soil can inhibit the axial compression of the sample and restrain the frost heave deformation of the sample during the freezing process. Meanwhile, it can delay the structural damage effect caused by frost heave and reduce the rate of change of the Gd and the λ with the freeze-thaw cycle. At the same time, reinforced soil can inhibit the axial expansion, reduce the rate of reduction of the Gd, stabilize it with a higher rate, and reduce the influence of the freeze-thaw cycles on the λ of the expansive soil sample. Finally, the change of mechanical properties of expansive soil under the condition of reinforcement is obtained. The main conclusions of this paper can be used to reinforce the roadbed and foundation engineering of frozen soil in a cold region and provide support for the fiber reinforcement method of expansive soil.

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24

Chegenizadeh, Amin, and Hamid Nikraz. "Investigation on Compaction Characteristics of Reinforced Soil." Advanced Materials Research 261-263 (May 2011): 964–68. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.964.

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Composite soils have been widely used in civil engineering applications, especially in slopes, embankment dam and landfills. This paper aims to investigate effect of fiber inclusion on compaction characteristic of composite soil (i.e. clay composite). A series of laboratory tests carried out to evaluate fiber effect on optimum water content and maximum dry unit weight of composite soils. Clay was selected as soil part of the composite and plastic fiber was used as reinforcement. The fiber parameters differed from one test to another, as fiber length varied from 10 mm to 35mm and fiber content were selected as 0.1% and 0.4%. For each test, compaction curved derived and the results were compared. The results proved that inclusion of fiber affected compaction behaviour of samples so that increasing in fiber content and length caused increasing in Optimum Moisture Content (OMC) and slightly decreased maximum dry unit weight.

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25

Kumar, Sanjeev, Anil Kumar Sahu, and Sanjeev Naval. "Performance of Circular Footing on Expansive Soil Bed Reinforced with Geocells of Chevron Pattern." Civil Engineering Journal 5, no. 11 (November 3, 2019): 2333–48. http://dx.doi.org/10.28991/cej-2019-03091415.

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Results from laboratory model tests performed on circular footing are presented in this paper to understand the performance of geocell reinforced expansive soil. Naturally occurring expansive soil was used in this study as subsoil. Geocells of chevron pattern fabricated from geotextile made up of polypropylene were used to reinforce the soil bed. The parameters studied in this testing program were the placement depth of the geocell mattress, pocket size of geocell and the height of geocell mattress. Contrary to other researchers; the improvement in the performance of reinforced bed is evaluated at a settlement level equal to the failure settlement of unreinforced soil bed. The performance of reinforced bed is evaluated through two non-dimensional factors viz. bearing capacity improvement factor (If) and settlement reduction factor (PRS%). Test results indicated that with the introduction of geocell as reinforcement, a substantial improvement in bearing capacity and decrease in footing settlement can be achieved. Bearing capacity of reinforced bed increases by more than 200% and 81% reduction in footing settlement was achieved by using geocell mattress of optimal dimensions and placing it just below the footing base.

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Shadmand, A., Mahmoud Ghazavi, and Navid Ganjian. "Scale Effects of Footings on Geocell Reinforced Sand Using Large-Scale Tests." Civil Engineering Journal 4, no. 3 (April 7, 2018): 497. http://dx.doi.org/10.28991/cej-0309110.

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The scale effect on bearing capacity of shallow footings supported by unreinforced granular soils has been evaluated extensively. However, the subject has not been addressed for shallow footings on geocell-reinforced granular soils. In this study, load-settlement characteristic of large square footings is investigated by performing large-scale loading tests on unreinforced and geocell-reinforced granular soils. The effects of footing width (B), soil relative density of soil (Dr), and reinforcement depth (u) have been investigated. The test results show that the scale effects exist in geocell-reinforced soils, like unreinforced soils, and the behavior of small-scale models of footings cannot be directly related to the behavior of full-scale footings due to the difference between initial conditions of tests and the initial state of mean stresses in the soil beneath the footings having different dimensions. Large footings create higher mean stresses in the soil, resulting in low soil friction angle and initial conditions of the test approach to the critical state lines. The results of tests indicate that model experiments should be conducted on low-density soil for better prediction of the behavior of full-scale footings, otherwise, the predicted behavior of full-scale footings does not seem conservative.

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Gu, Jiayu, Xin Cai, Youqiang Wang, Dahan Guo, and Wen Zeng. "Evaluating the Effect of Nano-SiO2 on Different Types of Soils: A Multi-Scale Study." International Journal of Environmental Research and Public Health 19, no. 24 (December 14, 2022): 16805. http://dx.doi.org/10.3390/ijerph192416805.

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A rapid growth in the population leads to a large increase in engineering construction. This means there is an inevitability in regard to building on problematic soils. Soil reinforcement becomes an important subject due to the fact that it is a concern for engineers and scientists. With the development of nanotechnology, more and more nanomaterials are being introduced within the practice of soil reinforcement engineering. In this study, the reinforcing effect of novel nanomaterial nano-silica (SiO2) applied to different kinds of soils was systematically studied. The nano-SiO2-reinforced soil possessed lower final water evaporation loss, and evaporation rates. The nano-SiO2 increased the shear strength of clayey soil and sandy soil under both cured and uncured conditions, but the reinforcing effect on clayey soil was more obvious. The addition of nano-SiO2 promotes the friction angle and cohesion of clayey soil; further, it also increases the cohesion of sandy soil. The unconfined compressive strength of clayey soil was enhanced by nano-SiO2, meanwhile, the nano-SiO2-reinforced soil possessed greater brittleness. The microstructure of nano-SiO2-reinforced soil is shown via SEM analysis, and the results of X-ray diffraction (XRD) tests show that there are no new mineral components generated during the reinforcing process. It was also found that nano-SiO2 possessed little influence on the soil pH value. Adding nano-SiO2 will not damage the original chemical environment of the soil. The microstructure of nano-SiO2-reinforced soil was observed to prove the results above. In general, nano-SiO2 is an excellent soil additive that can improve the mechanical properties of both clayey soil and sandy soil effectively. This research provides more ideas and directions for the purposes of selecting soil reinforcement materials.

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28

Wang, Lei, Chunxia He, and Xingxing Yang. "Effects of pretreatment on the soil aging behavior of rice husk fibers/polyvinyl chloride composites." BioResources 14, no. 1 (November 8, 2018): 59–69. http://dx.doi.org/10.15376/biores.14.1.59-69.

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The application of rice husk fibers (RHFs) to reinforce wood plastic composites has received appreciable attention. However, good interfacial adhesion is important for actual applications. Pretreatment methods can reduce the hydroxyl groups in plant fibers in order for them to bond with the plastic matrix. In this research, RHFs were pretreated by four methods: hydrothermal treatment (HT), microwave treatment (MT), alkali treatment (AT), and benzoylation treatment (BT). The effects of the four pretreatment methods on aging behavior of RHFs/polyvinyl chloride (PVC) composites was studied with simulated soil-accelerated aging conditions. Accelerated-soil aging caused the physical and mechanical properties of the composites to deteriorate. The ultimate performance of the composites was improved by the pretreated RHFs. The effectiveness ranking of the pretreatment methods was: benzoylation-treated RHFs reinforced PVC (BRRP) > alkali-treated RHFs reinforced PVC (ARRP) > hydrothermal-treated RHFs reinforced PVC (HRRP) > microwave-treated RHFs reinforced PVC (MRRP) > untreated RHFs reinforced PVC (URRP).

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29

Soo, Sweanum, Robert K. Wen, and Orlando B. Andersland. "Flexural behavior of frozen soil." Canadian Geotechnical Journal 23, no. 3 (August 1, 1986): 355–61. http://dx.doi.org/10.1139/t86-050.

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Plain and reinforced frozen sand beams were loaded incrementally in pure bending at −6 and −10 °C. For plain beams, the deflection rate (during secondary creep) showed a linear relationship with applied load on a log–log scale while experimental results of beams reinforced with a single 4.76 mm diameter steel bar showed a bilinear relationship. The observed deflection behavior was a result of the combined effects of soil creep in tension, compression, and adfreeze bond at the reinforcement/frozen soil interface.To analyze the flexural behavior of frozen soil, one-dimensional finite elements with different creep properties in tension and in compression were used in conjuction with the power creep law or the hyperbolic sine creep law. For the secondary creep condition and the power creep law, analytical solutions for frozen soil beam behavior are presented. Numerical results indicate reasonable agreement with experimental results. Key words: adfreeze bond, creep properties, flexural strength, frozen soils, reinforced earth.

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30

Setev, Nyamdorj, Odontuya Nyamdorj, Dashjamts Dalain, and Rashid Mangushev. "Testing reinforced soil cushions on the soaked subsidence base." E3S Web of Conferences 371 (2023): 02026. http://dx.doi.org/10.1051/e3sconf/202337102026.

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Neogene friable deposits of the Quaternary age, widespread in Mongolia, belong to loess-like subsidence soils, mainly of type I in terms of subsidence, and are of kyrogenic-sublimation origin. As a result of the sublimation process of permafrost ice (the most recent Altai-Tunguska ice age, which covered most of the Euro-Asian region 15-18 thousand years ago) and seasonal deep frozen soils, occurring for many years in deep frozen subsidence soils, the structure is decompacted, as a result of the latter, porosity n=(50÷65)%, porosity coefficient e = (0.70÷0.84), density of dry soil ρd=(1.35÷1.60) ton/m3 or undercompacted, moisture content of sandy loam W=(0.04÷0.06) and loam W=(0.05÷0.08), as a result of repeated freezing and thawing, cracking and grinding of the solid part of the soil occurs, based on this, the content of silty parts is 50-60%. In recent years, experimental and theoretical studies have been actively carried out in many countries of the world to improve traditional soil cushion solutions using geosynthetic materials for horizontal and vertical reinforcement. Currently, in the soil conditions of Mongolia, research work has not been carried out to introduce the method of reinforced soil cushions due to the lack of an appropriate design standard and other regulatory documents. This article discusses the results of stamp field tests to determine the deformation characteristics of highly compacted soil cushions made of crushed stone-sand mixtures and local sandy loam soils with horizontal geosynthetic reinforcements from geogrid and geotextile, modeled in 6 different combinations on pre-soaked subsidence bases.

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31

Sabri, Mohanad Muayad Sabri, Nikolai Ivanovich Vatin, Renat Rustamovich Nurmukhametov, Andrey Budimirovich Ponomarev, and Mikhail Mikhailovich Galushko. "Vertical Fiberglass Micropiles as Soil-Reinforcing Elements." Materials 15, no. 7 (April 1, 2022): 2592. http://dx.doi.org/10.3390/ma15072592.

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This article is dedicated to developing a ground improvement technique using vertically oriented reinforcement elements prefabricated utilizing fiberglass pultruded pipe and helical shape wideners at the bottom toe. Structures of the prefabricated helical micropiles varied by the length and cross-section area introduced into the soil massive as reinforcing bearing elements. The effect of the reinforcements geometry variation was investigated through a reinforcement factor (µ), based on which a calculation method for measuring settlement of reinforced soil has been previously developed Full-scale field plate load tests were performed before and after reinforcing the soil to investigate the changes in the soil stiffness after the reinforcement process. Comparative analysis between the reinforced and reference soft sandy soil indicates an average increase in the deformation properties of the fiber reinforced soils by 8%, 30%, 63% at the applied pressures of 100, 300, and 550 kPa, respectively. The influence of the fiber reinforced polymers (FRP) geometrical properties on the final composite settlement was determined. A comparative analysis of the calculated and the actual plate load tests results reveals that the previously proposed settlement calculation method is adequate for further development.

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32

Novytskyi, Oleksandr. "SOIL-CEMENT PILES FIBER REINFORCED." Theory and Building Practice 2021, no. 1 (June 22, 2021): 113–19. http://dx.doi.org/10.23939/jtbp2021.01.113.

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Problems and insufficient research of the issue of reinforcement of soil-cement piles are revealed. The use of fiber for reinforcing piles made by the deep soil mixing method is proposed. As a result, it is expected to increase the strength of soil cement, which will positively affect the bearing capacity of soil-cement piles on the material. Given the advantages for applications in the studies adopted steel fiber. The program of tests with the application of two-factor matrices of planning of experiment is made. The obtained results showed the degree of influence of fiber reinforcement on the strength of soil cement. Practical results have been obtained that can be used for implementation in the process of installation of soil-cement piles.

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33

Tamai, S., M. Koda, and F. Tatsuoka. "Geosynthetic Reinforced Soil Integral Bridge." Concrete Journal 52, no. 10 (2014): 892–98. http://dx.doi.org/10.3151/coj.52.892.

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34

Keller, Gordon R., and Steven C. Devin. "Geosynthetic-Reinforced Soil Bridge Abutments." Transportation Research Record: Journal of the Transportation Research Board 1819, no. 1 (January 2003): 362–68. http://dx.doi.org/10.3141/1819b-46.

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Geosynthetic-reinforced soil (GRS) bridge abutments have been used on a number of bridge projects over the past decade. This adaptation of reinforced soil technology to bridge structures and their approach fills offers an excellent opportunity to simplify construction, reduce construction time, and reduce cost on structures for which this technology is appropriate. This design concept, in which the actual bridge superstructure rests upon the GRS abutment wall, minimizes differential settlement and eliminates the problematic “bridge bump” found on many structures. The technology has been adapted to both road and trail bridges. The basic design concept of GRS used in bridge abutment applications was evaluated, along with its advantages and disadvantages. Some selected case histories of GRS bridge abutments on low-volume roads and trails in Alaska and California were considered. In addition, the Mammoth bridges, in the mountains of northern California, with high design snow loads and high horizontal peak ground accelerations, afforded an opportunity to design, construct, and monitor GRS-supported spread-footing abutments under difficult service conditions.

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35

Freitag, Dean R. "Soil Randomly Reinforced with Fibers." Journal of Geotechnical Engineering 112, no. 8 (August 1986): 823–26. http://dx.doi.org/10.1061/(asce)0733-9410(1986)112:8(823).

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36

Tatsuoka, Fumio, Taro Uchimura, and Masaru Tateyama. "Preloaded and Prestressed Reinforced Soil." Soils and Foundations 37, no. 3 (September 1997): 79–94. http://dx.doi.org/10.3208/sandf.37.3_79.

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37

Ei-Naggar, Mohamed E., John B. Kennedy, and Elsayed M. Ibrahim. "Mechanical properties of reinforced soil." Composites Part B: Engineering 28, no. 3 (January 1997): 275–86. http://dx.doi.org/10.1016/s1359-8368(96)00061-3.

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38

Miller, K. S. "Performance of reinforced soil structures." Geotextiles and Geomembranes 12, no. 1 (January 1993): 90–92. http://dx.doi.org/10.1016/0266-1144(93)90039-q.

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39

Claybourn, Alan F., and Jonathan T. H. Wu. "Geosynthetic-reinforced soil wall design." Geotextiles and Geomembranes 12, no. 8 (January 1993): 707–24. http://dx.doi.org/10.1016/0266-1144(93)90047-r.

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40

Ingold, T. S. "Geosynthetic reinforced soil retaining walls." Geotextiles and Geomembranes 13, no. 10 (January 1994): 703–4. http://dx.doi.org/10.1016/0266-1144(94)90069-8.

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41

Mandal, J. N., and P. Gupta. "Stability of geocell-reinforced soil." Construction and Building Materials 8, no. 1 (January 1994): 55–62. http://dx.doi.org/10.1016/0950-0618(94)90009-4.

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42

Portelinha, Fernando H. M., Jorge G. Zornberg, and Orencio M. Vilar. "Deformation analysis of an unsaturated geosynthetic reinforced soil wall subjected to infiltration." MATEC Web of Conferences 337 (2021): 03018. http://dx.doi.org/10.1051/matecconf/202133703018.

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Geosynthetic-reinforced soil walls are structures typically constructed with compacted and thus unsaturated soils. The use of local fine-grained soils as backfill material has been a common practice in view of the significant cost reduction in comparison to granular backfills. This is especially applicable in tropical areas where lateritic soils are found as these material scan exhibit outstanding geotechnical properties mainly under unsaturated conditions. Thus, it is possible to optimize the design and construction of geosynthetic-reinforced soil walls considering soil unsaturation, however it is not known to what extent infiltration can reduce soil suction impairing the safety of the structure. To address the influence of suction on the behavior of geosynthetic structures, a full-scale geotextile-reinforced wall was subjected to infiltration and instrumented to capture the distribution of moisture and soil suction along the reinforced zone, as well as reinforcements strains. This paper presents and discuss the influence of geotextile reinforcement acting as capillary barrier coupled with the wall performance. Results demonstrate that the advancement of infiltration front has a more pronounced effect on deformation as the changes on water contents. Capillary barriers were found to occur retarding infiltration, but not affecting the overall performance of the structure. The average of monitored suction values along the wall height, herein called as “global suction”, was found to be strictly related to maximum reinforcement strains behavior.

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43

Souadeuk, Anouar, and Zeineddine Boudaoud. "Reinforced Soft Soil by CSV with/without Polypropylene fibres: Experimental and Numerical analysis." Frattura ed Integrità Strutturale 16, no. 59 (December 22, 2021): 374–95. http://dx.doi.org/10.3221/igf-esis.59.25.

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Columns of mixed soil-sand-cement (CSV), is one of the most unknown used methods for soft soil stabilization that has not been studied before. To this end, in this paper, consolidated drained (CD) triaxial compression tests after have been cured for 28 days, were carried out to investigate the effectiveness of CSV, which is mainly used to reinforce soft soil. Then, the influence of soft soil content (25%, 50%, 75%) on materials of CSV with/without polypropylene (PP) fibers is established. The percentages of soft soils (50%, 75%) are experimentally doable and the remaining percentage (25%) was not successfully experimented; for this exact reason, an empirical formula is established based on the design of experiments (DOE) for calculating the soft soil’s characteristics. Then a numerical study using PLAXIS 3D is developed for studying the embankment building on soil which is reinforced by CSV. It is found that the efficacy of the reinforcement of the soft soil by CSV with/without PP fibers provides with satisfying results. Moreover, the less amount of soft soil on CSV materials the better for deviatoric stress, axial strain, the effective cohesion, the effective friction angle and modulus of elasticity E50. Additionally, when PP fibers is added to CSV material, experimental results were strongly affected. As far as the numerical study, the embankment building on the soil that is reinforced by the CSV shows an improvement in the level of displacement in the three directions, the total displacement and security factor. The variation of materials of CSV content with/without PP fibers, a diverse combination with a relatively lower effect can be easily remarked on the achieved results.

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44

Bull, D. J., J. A. Smethurst, I. Sinclair, F. Pierron, T. Roose, W. Powrie, and A. G. Bengough. "Mechanisms of root reinforcement in soils: an experimental methodology using four-dimensional X-ray computed tomography and digital volume correlation." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 476, no. 2237 (May 2020): 20190838. http://dx.doi.org/10.1098/rspa.2019.0838.

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Vegetation on railway or highway slopes can improve slope stability through the generation of soil pore water suctions by plant transpiration and mechanical soil reinforcement by the roots. To incorporate the enhanced shearing resistance and stiffness of root-reinforced soils in stability calculations, it is necessary to understand and quantify its effectiveness. This requires integrated and sophisticated experimental and multi-scale modelling approaches to develop an understanding of the processes at different length scales, from individual root–soil interaction through to full soil-profile or slope scale. One of the challenges with multi-scale models is ensuring that they sufficiently closely represent real behaviour. This requires calibration against detailed high-quality and data-rich experiments. This study presents a novel experimental methodology, which combines in situ direct shear loading of a willow root-reinforced soil with X-ray computed tomography to capture the three-dimensional chronology of soil and root deformation within the shear zone. Digital volume correlation (DVC) analysis was applied to the computed tomography dataset to obtain full-field three-dimensional displacement and strain information. This paper demonstrates the feasibility and discusses the challenges associated with DVC experiments on root-reinforced soils.

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45

Bağriaçik, Baki, Ahmet Beycioğlu, Szymon Topolinski, Emre Akmaz, Sedat Sert, and Esra Deniz Güner. "Assessment of glass fiber-reinforced polyester pipe powder in soil improvement." Frontiers of Structural and Civil Engineering 15, no. 3 (June 2021): 742–53. http://dx.doi.org/10.1007/s11709-021-0732-x.

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AbstractThis study investigates the use of glass fiber-reinforced polyester (GRP) pipe powder (PP) for improving the bearing capacity of sandy soils. After a series of direct share tests, the optimum PP addition for improving the bearing capacity of soils was found to be 12%. Then, using the optimum PP addition, the bearing capacity of the soil was estimated through a series of loading tests on a shallow foundation model placed in a test box. The bearing capacity of sandy soil was improved by up to 30.7%. The ratio of the depth of the PP-reinforced soil to the diameter of the foundation model (H/D) of 1.25 could sufficiently strengthen sandy soil when the optimum PP ratio was used. Microstructural analyses showed that the increase in the bearing capacity can be attributed to the chopped fibers in the PP and their multiaxial distribution in the soil. Besides improving the engineering properties of soils, using PP as an additive in soils would reduce the accumulation of the industrial waste, thus providing a twofold benefit.

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46

Ponomarev, Andrei B., V. I. Kleveko, O. V. Moiseeva, and K. R. Kashapova. "FIBER REINFORCED SAND BACKFILL FOR UNDERGROUND PEDESTRIAN CROSSINGS." Acta Polytechnica CTU Proceedings 10 (October 15, 2017): 34. http://dx.doi.org/10.14311/app.2017.10.0034.

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Crosswalk is an essential element of the transport system of any city. A priority assignment in any such crossing is to ensure the safety of pedestrians. Underground pedestrian crossings are much safer than crossings at another level, but they lose in attraction when it comes to cost. The cost of the construction of an underground pedestrian crossing often leads to project abandonment. The cost of construction can be reduced through the use of flexible corrugated metal structures instead of ordinary concrete structures. The stress-strain state of the structural shells need to be known to facilitate their rational design. The stress-strain state of flexible corrugated metal shells largely depends on the strength and deformation characteristics of the surrounding soil. Therefore, improving the characteristics of backfill soil is an urgent task in reducing the cost of construction for such tunnels. One way to improve the strength and deformation characteristics of soils is the use of reinforcement. Currently, there are a large number of reinforcement schemes and also associated reinforcing materials. One of the most prospective methods of soil reinforcement is the use of fibre filaments. Fibre reinforced soils have significantly higher strength and deformation characteristics in comparison with unreinforced soils. Numerical modelling of a tunnel shell made out of a corrugated metal structure was undertaken to evaluate the effectiveness of using fibre reinforced sand. Ordinary sand and sand reinforced with polypropylene fibres have been used as soil backfill. The calculation results for a pedestrian tunnel structure involving different strength and deformation characteristics of the backfill soil are presented in this article.

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47

PETRENKO, V. D., V. I. KRYSAN, V. V. KRYSAN, and V. M. KONOVAL. "SCIENTIFIC AND TECHNICAL SUBSTANTIATION OF SOIL BASES STRENGTHENING WITH REINFORCED SOIL-CEMENT PILES." Bridges and tunnels: Theory, Research, Practice, no. 21 (June 6, 2022): 70–79. http://dx.doi.org/10.15802/bttrp2022/258267.

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Purpose. The aim of the work is to substantiate the technological parameters of effective use of reinforced soil-cement piles obtained by jet mixing technology. Such studies are needed to determine the possibility of increasing the bearing capacity of pile foundations in the body of earthen structures of buildings and roads. Methodology. Determination of bearing capacity of reinforced soil-cement piles was carried out by reasonable choice of structure, soil base, material, depth of piles in accordance with engineering and geological conditions, structural scheme of the structure and method of their arrangement. Findings. Significant differences in soil engineering and geological elements in plan and depth necessitated an in-depth study of soil characteristics, so it was decided to determine their strength and deformability based on static probing of reinforced piles. Analysis of the results of static studies showed that the soil-cement pile, reinforced with a reinforcing frame, has a higher bearing capacity in soil and material, and the unloading branch confirms the fact that in specific conditions the soil and piles work in elastic mode. Originality. It consists of the obtained dependences of the change of vertical loads on the reinforced soil-cement pile, created on the basis of brown mixing technology. Graphs of the dependence of the values of deformations occurring during the action on the reinforced soil-cement pile under static loading and unloading are obtained. Practical value. In practical conditions, the solution for the manufacture and testing of static load of the experimental reinforced soil-cement pile was implemented at the construction site. The manufacturing technology is designed so that the spatial frames of the soil-cement element with a length of 5…7 meters are immersed under their own weight, and the frames of 12 and more meters are lowered with a vibrator.

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48

Zhang, M. X., S. L. Zhang, J. M. Peng, and A. A. Javadi. "Strength and Interaction of Soil Reinforced with Three-Dimensional Elements." Key Engineering Materials 340-341 (June 2007): 1285–90. http://dx.doi.org/10.4028/www.scientific.net/kem.340-341.1285.

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For conventional reinforced soil, the reinforcements are put horizontally in the soil. A new concept of soil reinforced with three-dimensional elements was proposed. In 3D reinforced soil, besides conventional horizontal reinforcements, some vertical and 3D reinforcements can also be laid in the soil. The triaxial tests on sand reinforced with 3D reinforcement were carried out. From the experimental results, the differences of stress-strain relationship and shear strength between horizontal reinforced sand and 3D reinforced one were analyzed. The experimental results show that 3D reinforcement not only increases its cohesion, the angle of internal friction has been increased greatly, especially with 3D elements on both sides. Based on experimental results, a retaining structure reinforced with 3D reinforcements was analyzed by the finite element method. The stress distribution and interaction between 3D elements and soil were studied. The plastic zone and stability analysis of the retaining structure reinforced with 3D reinforcements were investigated by finite element method by shear strength reduction technique.

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49

Izzo, Michael Z., and Marta Miletić. "Desiccation Cracking Behavior of Sustainable and Environmentally Friendly Reinforced Cohesive Soils." Polymers 14, no. 7 (March 24, 2022): 1318. http://dx.doi.org/10.3390/polym14071318.

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Desiccation cracking of cohesive soils is the development of cracks on the soil surface as a result of a reduction in water content. The formation of desiccation cracks on the cohesive soil surface has an undesirable impact on the mechanical, hydrological, and physicochemical soil properties. Therefore, the main aim of this study is to experimentally and numerically investigate eco-friendly soil improvement additives and their effect on the desiccation cracking behavior of soils. Improvement of soil crack resistance was experimentally studied by conducting desiccation cracking tests on kaolin clay. Biopolymer xanthan gum and recycled carpet fibers were studied as potential sustainable soil improvement additives. In addition, image processing was conducted to describe the effect of an additive on the geometrical characteristics of crack patterns. The results show that the soil improvement additives generally enhanced the soil strength and reduced cracking. Furthermore, a hydro-mechanical model was developed to predict the moisture transfer and onset of desiccation cracks in plain and amended kaolin clays. Data obtained show that the inception of the desiccation cracking and radial displacements were delayed in the improved soil specimens, which is in agreement with the experimental data.

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50

Liu, Jin Hui, Wan Tao Ding, and Yu Ping Liu. "Study on Strength Properties of Reinforced Expensive Soils with Failured Material." Applied Mechanics and Materials 99-100 (September 2011): 51–54. http://dx.doi.org/10.4028/www.scientific.net/amm.99-100.51.

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Based on the tri-axial tests, the stress-strain relationship and strength properties of reinforced expensive soils are studied to get the relation between the strength index of reinforced soil and that of the corresponding plain soil. According to stress-strain relationship of reinforcement soils under different layers and principle of equivalent confining pressure, strength properties of reinforced expensive soils with failure material were analyzed. Mohr circles of different reinforcement layers were tangent to the same line while reinforcement materials fractured. With the increment of axial pressure, different layers were fractured slowly and Mohr circles extended outward. It showed that the strength of reinforcement soils increased with increasing the layers. And the tri-axial tests showed that strength envelopes of reinforcement soils with layers of flexible materials were approximately parallel. The increment of strength was only affected by increment of cohesion.

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