Laboratory Study of Soil Shear Strength Improvement with Polyester Fibres

Nguyen, Giang

doi:10.5604/01.3001.0012.9993

Cited by 4 publications

(5 citation statements)

References 6 publications

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“…The obtained values of the shear strength parameters of soils CI and CS1 improved with fibres TEXZEM PES 200, showing significant improvement. Similarly as in previous studies [18][19][20], the optimal amounts of fibres were 0.5% or 1%, depending on the type of soil. In the case of soil CS2, even if there was no simultaneous increase in both shear strength parameters, it is proposed that, in many cases, regarding subsoil bearing capacity, slope stability, and soil pressure, an increase in the angle of internal friction of soil CS2 by 9.755 • (47.00%) and decrease in cohesion by 4.293 kPa (6.88%) can be considered as an improvement.…”

Section: Discussionmentioning

confidence: 55%

“…It was found that the optimal amount of fibres was 1%, at which the increase in the angle of internal friction measured was 6.1 • (from 45.2 • to 51.3 • , corresponding to 13.5%) and the increase in cohesion obtained was 17.5 kPa (from 0 kPa to 17.5 kPa). The results of DST of soil CS mixed with the previously mentioned fibres, TEXZEM PES 200, can be also seen in the study by Nguyen [20]. DST was carried out using the above-mentioned large shear box apparatus, SHEARMATIC 300.…”

Section: Of 24mentioning

confidence: 74%

“…DST was also applied in the evaluation of soil improvement using PES fibres TEXZEM PES 200 [19][20][21]. Nguyen et al [19] reported the results of DST of soil improved by the mentioned fibres, TEXZEM PES 200, in amounts of 0.5%, 1.0%, and 1.5% of soil dry mass.…”

Section: Of 24mentioning

confidence: 99%

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Application of Direct Shear Test to Analysis of the Rate of Soil Improvement with Polyester Fibres

Nguyen,

Masarovičová,

Gago

et al. 2024

Applied Sciences

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When improving soil shear strength using various materials, determination of the improvement rate is a key issue and can be carried out using a direct shear test (DST). However, many standards for DST require only three specimens in the test and do not deal with test result uncertainty. In this study,shear strength parameters of clay of intermediate plasticity (CI) and sandy clays (CS1, CS2) improved with the addition of polyester fibres of 70 mm in length in amounts of 0.5%, 1.0%, and 1.5% of dry soil mass were obtained using DST with a shear box of size 0.3 m × 0.3 m × 0.08 m. The results show that using fibres provides significant improvement and the number of tested specimens (three or four) in DST has a significant impact on the obtained values of shear strength parameters. It is not recommended to carry out DST with only three specimens. The analysis of uncertainty shows that covariance between correlated input quantities (normal stresses and shear stresses) has a negligible influence on result uncertainty. The worst-case estimated uncertainties are very high and should not be applied. Analysis of the state of the fibre surface before and after shearing using scanning electron microscopy (SEM) shows that suitable fibre scratch resistance may be the reason for the large improvement.

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Section: Discussionmentioning

confidence: 55%

Section: Of 24mentioning

confidence: 74%

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Application of Direct Shear Test to Analysis of the Rate of Soil Improvement with Polyester Fibres

Nguyen,

Masarovičová,

Gago

et al. 2024

Applied Sciences

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“…However, several studies indicate a more complex behavior where a higher friction angle of the fill leads to the arching effect in the embankment being more prominent [12][13][14][15]. The internal friction of the soil can be improved by additional elements such as mixed fibers [16]. The arching development is also governed by the geometric configuration-pile head size and spacing and embankment height [17][18][19][20].…”

Section: Introductionmentioning

confidence: 99%

Analysis of a Large-Scale Physical Model of Geosynthetic-Reinforced Piled Embankment and Analytical Design Methods

et al. 2023

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The piled embankment represents one of the solutions for the realization of a soil body on a compressible subsoil where extended settlement or insufficient stability threatens the serviceability of related structures. Widely adopted analytical design procedures were analyzed: Marston’s formula and Hewlett and Randolph method contained in the British standard BS 8006-1, the German regulation EBGEO and the Dutch regulation CUR 226. Using these recommendations, the theoretical values of the individual parts of the load acting in the embankment and, subsequently, the values of the axial strain or tensile forces in the reinforcement were determined and compared with experimental data obtained from the tests in the large-scale physical model. For the presented case, without subsoil support, CUR 226 with the inverse load, which is recommended in the case of subsoil with low bearing capacity, shows better coincidence with the measured data. Overall, EBGEO and CUR 226 can be considered to be close to the real behavior of the piled embankment. Because of the frequent utilization of geosynthetic reinforcement and possible changes of subsoil parameters during the service life of the piled embankment, a rheological process of its elements should be investigated during the design process.

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“…The unconfined compressive stress–strain curve can be obtained through the unconfined compressive strength test; the triaxial compression stress–strain curve can be obtained from the triaxial compression test, which generally has three stages: linear elasticity, yield, and ductile flow. Scholars have added soil conditioners to improve soil strength in their research on soil improvement experiments, including poly-Lys [ 65 ], foaming agents [ 66 , 67 ], reactive magnesium oxide [ 68 ], bentonite [ 69 , 70 ], cement [ 71 , 72 , 73 ], fiber [ 74 , 75 ], polyacrylamide [ 76 , 77 ], and quicklime [ 78 , 79 , 80 ]. The improvement effects using different contents of modifiers have been discussed, and the overall strength has improved; however, the production of soil modifiers such as cement and lime causes great pollution to the environment.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on Silt Soil Improved by Microbial Solidification with the Use of Lignin

Sun

Zhong

et al. 2023

Microorganisms

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At present, in the field of geotechnical engineering and agricultural production, with increasingly serious pollution an environmentally friendly and efficient means is urgently needed to improve the soil mass. This paper mainly studied the microbial induced calcium carbonate precipitation (MICP) technology and the combined effect of MICP technology and lignin on the improvement of silt in the Beijing area. Through unconfined compressive strength and dynamic triaxial test methods, samples improved by microorganisms were studied to obtain the optimal values of cement concentration and lignin under these two test schemes. The results show that after the incubation time of Sporosarcina pasteurii reached 24 h, the OD600 value was 1.7–2.0 and the activity value (U) was 930–1000 mM ms/min. In the unconfined static pressure strength test, after MICP treatment the optimal concentration of cementitious solution for constant temperature and humidity samples and constant-temperature immersion samples was 1.25 mol/L. The compressive strength of the constant temperature and humidity sample was 1.73 MPa, and the compressive strength of the constant-temperature immersion sample was 3.62 Mpa. At the concentration of 1.25 mol/L of cement solution, MICP technology combined with lignin could improve the constant temperature and humidity silt sample. The optimal addition ratio of lignin was 4%, and its compressive strength was 1.9 MPa. The optimal lignin addition ratio of the sample soaked at a constant temperature was 3%, and the compressive strength was 4.84 MPa. In the dynamic triaxial multi-stage cyclic load test, the optimal concentration of cementation solution for the constant temperature and humidity sample after MICP treatment was 1.0 mol/L, and the failure was mainly inclined cracks. However, in the condition of joint improvement of MICP and lignin, the sample mainly had a drum-shaped deformation, the optimal lignin addition ratio was 4%, and the maximum axial load that the sample could bear was 306.08 N. When the axial dynamic load reached 300 N, the strain accumulation of the 4% group was only 2.3 mm. In this paper, lignin, an ecofriendly material, was introduced on the basis of MICP technology. According to the failure shape and relevant results of the sample, the addition of lignin was beneficial for the improvement of the compressive strength of the sample.

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Laboratory Study of Soil Shear Strength Improvement with Polyester Fibres

Abstract: sdsd

Cited by 4 publications

References 6 publications

Application of Direct Shear Test to Analysis of the Rate of Soil Improvement with Polyester Fibres

Application of Direct Shear Test to Analysis of the Rate of Soil Improvement with Polyester Fibres

Analysis of a Large-Scale Physical Model of Geosynthetic-Reinforced Piled Embankment and Analytical Design Methods

Experimental Study on Silt Soil Improved by Microbial Solidification with the Use of Lignin

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