Resilient modulus of black cotton soil

Mamatha, K. H.; Dinesh, S. V.

doi:10.1016/j.ijprt.2017.01.008

Cited by 36 publications

(6 citation statements)

References 16 publications

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“…7(b)) for soil with 6% and 8% lime. However, the PL increase by approximately 35.56% and 39.03% and the LL decrease by approximately 16.98% and 16.89% after the 12 th wetting-drying cycle for soils with 6% and 8% lime conserved for 180 days, respectively [39,40].…”

Section: Atterberg Limitsmentioning

confidence: 95%

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Impact of wetting—drying cycles on the mechanical properties of lime-stabilized soils

Maafi

Akchiche

Rı́os

2019

Int. J. Pavement Res. Technol.

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This article addresses the results of an experimental study on the behavior of soil; this soil was exposed to long -term treatment with lime and numerous wetting-drying cycles. This research investigated the effect of a wide range of lime contents on the soil volume, soil water content evolution and durability (unconfined compressive strength (UCS), plasticity index (PI) and cation exchange capacity (CEC)) for stabilized s oil in contact with water. This experimental study was performed on soil treated with lime (varying from no lime to 8%) corresponding to three levels of improvement: soil improvement only, stabilization and insensitivity to water, and long-term stabilization during wetting-drying cycles. The results indicated that the UCS increases, PI and CEC decreases with the lime level. For lime levels above 4%, the behavior of the treated soil under wetting -drying was satisfactory. Mineralogical analyses indicated that the formation of calcium silicate hydrate C-S-H, ettringite C-S-A-H is responsible for the increased or decreased strength of the treated soil. CaO, SiO2 and Al2O3 were three important minerals responsible for the increase or decrease in soil sample stabilization. Simple model executed in JMP statistical software was proposed and validated. We note that CaO and SiO2 have the most influential effects by very low values of probability for the responses studied, which confirms the hypothesis of that these models can be used to model UCS and PI in curing time and wett ing-drying cycles.

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Section: Atterberg Limitsmentioning

confidence: 95%

“…C-S-H is the main contributor to strength, while CH has no direct contribution to the strength of treated soil. The production of C-S-H in the treated soil was determined by the concentration of Ca2 + and OHions in the interstitial solution when the CH concentration was under-saturated [39].…”

Section: Effect Of Cec In Strength Of Treated Soilmentioning

confidence: 99%

Impact of wetting—drying cycles on the mechanical properties of lime-stabilized soils

Maafi

Akchiche

Rı́os

2019

Int. J. Pavement Res. Technol.

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“…Furthermore, the M r can be experimentally determined using the cyclic triaxial test results, which are defined by the ratio of deviator stress to resilient strain after load cycles [23]. Several experiments have been performed by past researchers to assess the impact of the WDCs on the M r of stabilized base materials [3,[24][25][26]. It was revealed that blending with certain additives (exhibiting cementitious nature) enhanced the long-term mechanical characteristics of the treated samples extracted from base materials in cases with WDCs, thereby increasing the modified M r value [3].…”

Section: Introductionmentioning

confidence: 99%

Prediction Models for Evaluating Resilient Modulus of Stabilized Aggregate Bases in Wet and Dry Alternating Environments: ANN and GEP Approaches

et al. 2022

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Stabilized aggregate bases are vital for the long-term service life of pavements. Their stiffness is comparatively higher; therefore, the inclusion of stabilized materials in the construction of bases prevents the cracking of the asphalt layer. The effect of wet–dry cycles (WDCs) on the resilient modulus (Mr) of subgrade materials stabilized with CaO and cementitious materials, modelled using artificial neural network (ANN) and gene expression programming (GEP) has been studied here. For this purpose, a number of wet–dry cycles (WDC), calcium oxide to SAF (silica, alumina, and ferric oxide compounds in the cementitious materials) ratio (CSAFRs), ratio of maximum dry density to the optimum moisture content (DMR), confining pressure (σ3), and deviator stress (σ4) were considered input variables, and Mr was treated as the target variable. Different ANN and GEP prediction models were developed, validated, and tested using 30% of the experimental data. Additionally, they were evaluated using statistical indices, such as the slope of the regression line between experimental and predicted results and the relative error analysis. The slope of the regression line for the ANN and GEP models was observed as (0.96, 0.99, and 0.94) and (0.72, 0.72, and 0.76) for the training, validation, and test data, respectively. The parametric analysis of the ANN and GEP models showed that Mr increased with the DMR, σ3, and σ4. An increase in the number of WDCs reduced the Mr value. The sensitivity analysis showed the sequences of importance as: DMR > CSAFR > WDC > σ4 > σ3, (ANN model) and DMR > WDC > CSAFR > σ4 > σ3 (GEP model). Both the ANN and GEP models reflected close agreement between experimental and predicted results; however, the ANN model depicted superior accuracy in predicting the Mr value.

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“…This often results to a reduction of both serviceability and design life of the pavement. Black cotton soil is a typical case of soil characterized by high plasticity, high free swell index and low bearing strength [1][2][3][4]. Some of the approaches commonly employed in dealing with BCS include; excavating and replacing it with suitable borrowed material, treatment with chemical stabilizers such as lime or cement, realignment of the road to avoid areas covered with BCS and minimizing moisture variations in the clay.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of Strength Development in Black Cotton Soil and Granular Material Reinforced with Geogrid and Non-Woven Geotextile

Ndiema¹,

Yin²,

Lekalpure³

et al. 2022

IJMSA

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Reinforcement of flexible pavements using geosynthetics is gaining widespread application. However, there is inadequate understanding of strength development for non-woven geotextile and geogrid as reinforcement in Black Cotton Soil (BCS) and granular material in relation to cement stabilization method. Therefore, this paper presents experimental study to investigate strength development for BCS and granular material reinforced with geogrid and non-woven geotextile using California Bearing Ratio approach. The categories of samples tested were; neat, reinforced and cement stabilized. All samples were tested after 4 days' soak. Placement of reinforcement material in BCS was done at 0.3H and 0.6H for single layer reinforcement while for double layer reinforcement, it was done at both 0.3H and 0.6H. In granular soil, single layer reinforcement condition only was considered at 0.2H, 0.4H and 0.6H. Cement stabilization for both BCS and granular soil was done by the following percentages of cement increment; 1%, 2%, 3% and 4%. From the study, the strength improvement considering single layer reinforcement by geogrid and non-woven geotextile in BCS was 37.5% and 45% respectively. In granular material, CBR strength increased by 21% and 14% due to geogrid and non-woven geotextile respectively. Percentage increase in CBR of reinforced BCS corresponded to that of over >1% cement stabilization. To further enhance decision making between these strength development alternatives, it is recommended to advance it to cost analysis.

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Resilient modulus of black cotton soil

Cited by 36 publications

References 16 publications

Impact of wetting—drying cycles on the mechanical properties of lime-stabilized soils

Impact of wetting—drying cycles on the mechanical properties of lime-stabilized soils

Prediction Models for Evaluating Resilient Modulus of Stabilized Aggregate Bases in Wet and Dry Alternating Environments: ANN and GEP Approaches

Experimental Study of Strength Development in Black Cotton Soil and Granular Material Reinforced with Geogrid and Non-Woven Geotextile

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