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Journal articles on the topic 'Soil cohesion'
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1
Gong, Mingze, Sivar Azadi, Adrien Gans, Philippe Gondret, and Alban Sauret. "Erosion of a cohesive granular material by an impinging turbulent jet." EPJ Web of Conferences 249 (2021): 08011. http://dx.doi.org/10.1051/epjconf/202124908011.
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The erosion of a cohesive soil by an impinging turbulent jet is observed, for instance, during the landing of a spacecraft or involved in the so-called jet erosion test. To provide a quantitative understanding of this situation for cohesive soils, we perform experiments using a model cohesion controlled granular material that allows us to finely tune the cohesion between particles while keeping the other properties constant. We investigate the response of this cohesive granular bed when subjected to an impinging normal turbulent jet. We characterize experimentally the effects of the cohesion on the erosion threshold and the development of the crater. We demonstrate that the results can be rationalized by introducing a cohesive Shields number that accounts for the inter-particles cohesion force. The results of our experiments highlight the crucial role of cohesion in erosion processes.
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Gao, Xiaojing, Qiusheng Wang, Chongbang Xu, and Ruilin Su. "Experimental Study on Critical Shear Stress of Cohesive Soils and Soil Mixtures." Transactions of the ASABE 64, no. 2 (2021): 587–600. http://dx.doi.org/10.13031/trans.14065.
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HighlightsErosion tests were performed to study the critical shear stress of cohesive soils and soil mixtures.Linear relationships were observed between critical shear stress and cohesion of cohesive soils.Mixture critical shear stress relates to noncohesive particle size and cohesive soil erodibility.A formula for calculating the critical shear stress of soil mixtures is proposed and verified.Abstract. The incipient motion of soil is an important engineering property that impacts reservoir sedimentation, stable channel design, river bed degradation, and dam breach. Due to numerous factors influencing the erodibility parameters, the study of critical shear stress (tc) of cohesive soils and soil mixtures is still far from mature. In this study, erosion experiments were conducted to investigate the influence of soil properties on the tc of remolded cohesive soils and cohesive and noncohesive soil mixtures with mud contents varying from 0% to 100% using an erosion function apparatus (EFA). For cohesive soils, direct linear relationships were observed between tc and cohesion (c). The critical shear stress for soil mixture (tcm) erosion increased monotonically with an increase in mud content (pm). The median diameter of noncohesive soil (Ds), the void ratio (e), and the organic content of cohesive soil also influenced tcm. A formula for calculating tcm considering the effect of pm and the tc of noncohesive soil and pure mud was developed. The proposed formula was validated using experimental data from the present and previous research, and it can reproduce the variation of tcm for reconstituted soil mixtures. To use the proposed formula to predict the tcm for artificial engineering problems, experimental erosion tests should be performed. Future research should further test the proposed formula based on additional experimental data. Keywords: Cohesive and noncohesive soil mixture, Critical shear stress, Erodibility, Mud content, Soil property.
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Javankhoshdel, Sina, and Richard J. Bathurst. "Influence of cross correlation between soil parameters on probability of failure of simple cohesive and c-ϕ slopes." Canadian Geotechnical Journal 53, no. 5 (May 2016): 839–53. http://dx.doi.org/10.1139/cgj-2015-0109.
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This paper focuses on the calculation of probability of failure of simple unreinforced slopes and the influence of the magnitude of cross correlation between soil parameters on numerical outcomes. A general closed-form solution for cohesive slopes with cross correlation between cohesion and unit weight was investigated and results compared with cases without cross correlation. Negative cross correlations between cohesion and friction angle and positive cross correlations between cohesion and unit weight, and friction angle and unit weight were considered in the current study. The factors of safety and probabilities of failure for the slopes with uncorrelated soil properties were obtained using probabilistic slope stability design charts previously reported by the writers. Results for cohesive soil slopes and positive cross correlation between cohesion and unit weight are shown to decrease probability of failure. Probability of failure also decreased for increasing negative cross correlation between cohesion and friction angle, and increasing positive correlation between cohesion and unit weight, and friction angle and unit weight. Probabilistic slope stability design charts presented by the writers in an earlier publication are extended to include cohesive-frictional (c-[Formula: see text]) soil slopes with and without cross correlation between soil input parameters. An important outcome of the work presented here is that cross correlation between random values of soil properties can reduce the probability of failure for simple slope cases. Hence, previous probabilistic design charts by the writers for simple soil slopes with uncorrelated soil properties are conservative (safe) for design. This study also provides one explanation why slope stability analyses using uncorrelated soil properties can predict unreasonably high probabilities of failure when conventional estimates of factor of safety suggest a stable slope.
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Li, Li, Jian Liu, and Xingqian Xu. "Study on the Mechanical Effect and Constitutive Model of Montmorillonite under the Action of Acid Rain: A Case Study on Montmorillonite-Quartz Remolded Soil." Advances in Civil Engineering 2021 (February 9, 2021): 1–10. http://dx.doi.org/10.1155/2021/6644411.
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Clay minerals are the common insoluble cementing substances in soil. To study the mechanical effect of montmorillonite under the action of acid rain, the variation law and mechanism of the cohesive force and internal friction angle were discussed by immersing montmorillonite-quartz remolded soil in HNO3 solution with pH = 3. It was found that, under acidic conditions, the cohesive force increased after the first drop and subsequently decreased again, while the internal friction angle remained basically unchanged. Considering the vertical pressure of soil landslide, the change in the shear strength of cohesive soil under acid rain is consistent with the change in the cohesive force. The X-ray diffraction (XRD) results showed that the acid could erode the cement-montmorillonite, and no new substance was generated, which caused a decrease in cohesion. In addition, based on the microcementation nature of montmorillonite and the change mechanism of cohesion under acid rain, the cohesive force model of saturated montmorillonite-quartz remolded soil under acid rain was established. The change trend of calculated cohesion values was consistent with the one of measured values, and the error was small.
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Harrop-Williams, Kingsley, and Samuel Ejezie. "Stochastic description of undrained soil strength." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 437–42. http://dx.doi.org/10.1139/t85-063.
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The probabilistic description of the undrained strength of cohesive soils is important in the reliability analysis of short-term slope stability. In this paper the undrained strength is derived to be identically beta-distributed with depth. The approach is through consideration of particle-to-particle effects in the soil and the overall contribution of both cohesion and friction to the undrained strength. The final result confirms experimental investigation in these soils.
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Li, Xinggao. "Bearing Capacity Factors for Eccentrically Loaded Strip Footings Using Variational Analysis." Mathematical Problems in Engineering 2013 (2013): 1–17. http://dx.doi.org/10.1155/2013/640273.
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Bearing capacity factors for eccentrically loaded strip smooth footings on homogenous cohesive frictional material are deduced by the variational limit equilibrium method and by assuming general shear failure along continuous curved slip surface. From the calculated results, the effective width rule suggested by Meyerhof for bearing capacity factors due to cohesion of soil is justified, and the superposition principle of bearing capacity for eccentrically loaded strip smooth footings is derived together with the bearing capacity factors for cohesion and unit weight of soil. The two factors are represented by soil strength parameters and eccentricity of load. The bearing capacity factor related to unit weight for cohesionless soil is less than that for cohesive frictional soil. The reason for this discrepancy lies in the existence of the soil cohesion, for the shape of the critical rupture surface of footing soil depends on both soil strength parameters rather than on friction angle alone in the previous limit equilibrium solutions. The contact between footing and soil is decided by both the load and the mechanical properties of soil. Under conditions of higher eccentricity and less strength properties of soil, part of the footing will separate from the underlying soil.
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Ding, Yahong, Heng Yang, Ping Xu, Minxia Zhang, and Zhenguo Hou. "Coupling Interaction of Surrounding Soil-Buried Pipeline and Additional Stress in Subsidence Soil." Geofluids 2021 (August 24, 2021): 1–16. http://dx.doi.org/10.1155/2021/7941989.
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In the process of underground resource exploitation, the induced surface subsidence easily leads to the deformation and failure of buried pipeline. And in the process of soil subsidence, the complex interaction between buried pipeline and surrounding soil occurs, which leads to deformation and additional stress in buried pipeline. In this paper, a laboratory test system is designed and developed to analyze the influence of buried depth, cohesion of soil, and angle of internal friction on stress, in order to obtain the deformation mechanism of pipe-soil and the pressure around the pipe and the distribution of additional axial stress along the pipeline. The research results show that in the process of subsidence, the synergistic deformation between the pipe and soil at both ends of the subsidence area is maintained, while there is a compressive nonsynergistic deformation zone in the soil at the top of the pipe, and the deformation zone in the cohesion-less soil and the cohesive soil presents a spire shape and an arch shape, respectively. Areas of maximum additional tensile and compressive stresses occur in the area of maximum curvature and the central position. In addition, the smaller the burial depth, the earlier the unloading phenomenon occurs; and the additional stress in buried pipe in cohesion-less soil is significantly less than that in cohesive soil, and the unloading phenomenon occurs earlier. The research results provide the basis for disaster prevention of buried petroleum transmission pipeline in subsidence process.
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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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Schmidt, K. M., J. J. Roering, J. D. Stock, W. E. Dietrich, D. R. Montgomery, and T. Schaub. "The variability of root cohesion as an influence on shallow landslide susceptibility in the Oregon Coast Range." Canadian Geotechnical Journal 38, no. 5 (October 1, 2001): 995–1024. http://dx.doi.org/10.1139/t01-031.
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Decades of quantitative measurement indicate that roots can mechanically reinforce shallow soils in forested landscapes. Forests, however, have variations in vegetation species and age which can dominate the local stability of landslide-initiation sites. To assess the influence of this variability on root cohesion we examined scarps of landslides triggered during large storms in February and November of 1996 in the Oregon Coast Range and hand-dug soil pits on stable ground. At 41 sites we estimated the cohesive reinforcement to soil due to roots by determining the tensile strength, species, depth, orientation, relative health, and the density of roots [Formula: see text]1 mm in diameter within a measured soil area. We found that median lateral root cohesion ranges from 6.823.2 kPa in industrial forests with significant understory and deciduous vegetation to 25.694.3 kPa in natural forests dominated by coniferous vegetation. Lateral root cohesion in clearcuts is uniformly [Formula: see text]10 kPa. Some 100-year-old industrial forests have species compositions, lateral root cohesion, and root diameters that more closely resemble 10-year-old clearcuts than natural forests. As such, the influence of root cohesion variability on landslide susceptibility cannot be determined solely from broad age classifications or extrapolated from the presence of one species of vegetation. Furthermore, the anthropogenic disturbance legacy modifies root cohesion for at least a century and should be considered when comparing contemporary landslide rates from industrial forests with geologic background rates.Key words: root strength, cohesion, landslide, debris flow, land use, anthropogenic disturbance.
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Shao, Lianfen, Xin Zhou, and Hongbiao Zeng. "Comparison of Soil Pressure Calculating Methods Based on Terzaghi Model in Different Standards." Open Civil Engineering Journal 10, no. 1 (August 29, 2016): 481–88. http://dx.doi.org/10.2174/1874149501610010481.
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Soil pressure calculation method for Trenchless pipe based on the Terzaghi Soil Arching Theory have been defined in Chinese national standard GB50332-2002, North America standard ASTM F1962-09 and European standard BS EN 1594-2009. At present, the calculation results from all of the three standards have shown discrepancies with the measured soil pressure. There is little research on the issue of discrepancies in each standard based on the same Terzaghi soil arching theory. The comparison has been made to investigate the differences among all the three standards. The conclusions can be made that the calculation in both GB50332 and ASTM F1962 ignores the cohesion and compressibility of the soil, using the same method to calculate sand soil and clay soil, and does not fully consider the effect of the internal friction angle of soils, which lead to a small impact of the soil properties on the arching factor. The BS EN 1594 standard considers the cohesion strength of soils and uses two different methods for pressure of sand soil and clay soil, respectively; The comparisons show that the cohesion strength has a significant impact on soil pressure, and that the former two standards showed a higher soil pressure than BS EN 1594 since both of them ignored the cohesion strength of soils.
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Jiang, Qianjing, Ming Cao, Yongwei Wang, Jun Wang, and Zhuoliang He. "Estimation of Soil Shear Strength Indicators Using Soil Physical Properties of Paddy Soils in the Plastic State." Applied Sciences 11, no. 12 (June 17, 2021): 5609. http://dx.doi.org/10.3390/app11125609.
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Saturated soil shear strength is a primary factor that reflects the driving resistance of agricultural machinery in paddy soils. The determination of soil shear strength indicators, such as cohesion and internal frictional angle, is crucial to improve the walking efficiency of agricultural machinery in paddy soils. However, the measurement of these indicators is often costly and time-consuming. Soil moisture content, density, and clay content are crucial factors that affect the cohesion and internal friction angle, while very limited studies have been performed to assess the interactive effects of the three factors on soil shear characteristics, especially on paddy soils. In this study, eight soil samples were taken from eight paddy fields in Southeastern China, and the central composition rotatable design was used to classify the soil samples into five levels based on different clay content (X1), moisture content (X2), and density (X3). The direct shear tests were carried out indoors on the remolded paddy soil using a self-made shear characteristic measuring device. Then, both individual and interactive effects of X1, X2, and X3 on soil cohesion and internal friction angles on paddy soils were systematically investigated and analyzed using the regression analysis method in the data processing software Design-Expert. Our results indicated that the effects of the three environmental factors on soil cohesion were in the order of X1 > X2 > X3, while the order was X2 > X3 > X1 for the impact on internal friction angle. The interactive effects were in the order of X1X2 > X1X3 > X2X3 for cohesion and X1X2 > X2X3 > X1X3 for internal friction angle. Two prediction models were successfully established to quantify the soil cohesion and internal friction angle as affected by soil physical properties, and the coefficient of determination (R2) was 0.91 and 0.89 for the two equations, respectively. The model validations using new soil samples suggested that the models were capable of predicting the shear characteristic parameters under different physical parameters effectively, with errors between predicted and measured soil shear strength indicators within 15% and relative root mean square error less than 11%.
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Bonala, Mohan V. S., and Lakshmi N. Reddi. "Fractal Representation of Soil Cohesion." Journal of Geotechnical and Geoenvironmental Engineering 125, no. 10 (October 1999): 901–4. http://dx.doi.org/10.1061/(asce)1090-0241(1999)125:10(901).
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Bedaiwy, M.-Naguib A., Yasmine S. Abdel Maksoud, and Ahmed F. Saad. "Coffee grounds as a soil conditioner: Effects on physical and mechanical properties – II. Effects on mechanical properties." Polish Journal of Soil Science 52, no. 2 (December 18, 2019): 277. http://dx.doi.org/10.17951/pjss.2019.52.2.277.
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<p>Applying coffee grounds (CG) to sandy, calcareous, and clayey soils resulted in notable effects on soil expansion, cracking, cohesion, internal friction, initial stress and resistance to penetration. In sand, expansion upon saturation was greater after wetting-and-drying cycles. Highest increases were 15.71%, 16.14% and 31.86% for sandy, calcareous and clayey soils, respectively. Effect of CG on cracking was negligible in sand and very slight (<1.0%) in the calcareous soil but marked in clay (14.18% at 10% CG). In sand, cohesion (c) increased significantly with CG up to the 10% content. Cohesion increased by 2.5-folds and 4.5-folds at 5% and 10% CG, respectively. The presence of fine CG grains among larger sand particles, boosted microbial activities, and the resulting cementing and binding effects resulted in increased cohesion. For calcareous soil, cohesion rose from 0.04 kg∙cm-2 to 0.13 kg∙cm-2 as CG increased from 0% to 15%. In clay, maximum cohesion (0.20 kg∙cm-2) was associated with the 10% CG and was highest of all soils. In sand, the angle of internal friction (φ) decreased notably as CG increased from 5% to 10% but there was no consistent pattern in any of the soils. An increase in initial stress (pi) was observed between 0% and 10% CG in sand and between 0% and 15% in calcareous soil while clay showed no particular trend. Patterns of pi were, thus, consistent with those of cohesion for all soils. Resistance to penetration increased substantially with CG in sand. The effect in calcareous and clayey soils took an opposite trend to that of sand and resistance was generally higher in calcareous soil. Overall effects of CG on resistance were desirable in all soils as far as agriculture (seedling emergence, crop growth, irrigation, etc.) is concerned.</p>
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Gofar, Nurly, and Hanafiah. "Contribution of suction on the stability of reinforced-soil retaining wall." MATEC Web of Conferences 195 (2018): 03004. http://dx.doi.org/10.1051/matecconf/201819503004.
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Existing design methods of a reinforced-soil retaining wall were established for walls with cohesionless soil backfill. However, local soil has been used widely in the construction of such a wall for economic reasons. Laboratory and numerical studies have pointed out the merit of using cohesive backfill in association with geosynthetic reinforcement. Since the compacted soil was in an unsaturated condition during the construction of the reinforced wall, the apparent cohesion derived from both soil mineralogy and suction could contribute to the stability of the wall. This paper considers methods to include the suction contribution to the existing design guidelines based on slope stability analysis, i.e. simplified method and simplified stiffness method. The analyses were carried out on a case study of geosynthetics reinforced soil retaining wall. Results show that the contribution of suction as part of cohesion existing in the cohesive backfill could be considered for the stability analysis of reinforced soil retaining walls using the available design guidelines.
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Pezowicz, Piotr, and Krystyna Choma-Moryl. "Moisture Content Impact on Mechanical Properties of Selected Cohesive Soils from the Wielkopolskie Voivodeship Southern Part." Studia Geotechnica et Mechanica 37, no. 4 (December 1, 2015): 37–46. http://dx.doi.org/10.1515/sgem-2015-0043.
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Abstract Results of investigations of shearing resistance and compressibility of fine-grained cohesive soil from the southern part of the wielkopolskie voivodeship in relation to the increasing moisture content are presented. The analysis of two series of samples, using soil paste for the consistency index of 0.9 and 0.4–0.3 was carried out. The results imply that the increasing moisture content causes a decrease in the angle of shearing resistance and cohesion and is also reflected in the higher compressibility of the soil. It was observed that regardless of the soil consistency, the angle of shearing resistance decreases and the cohesion value and the oedometric modulus of primary (consolidation) and secondary compressibility grows with the increase in the clay fraction.
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Ahmadabadi, Mojtaba, and Mohammad Karim Faghirizadeh. "Calculation of active earth pressure on retaining walls with line surcharge effect and presentation of design diagrams in cohesive – frictional soils." Nexo Revista Científica 34, no. 01 (April 14, 2021): 242–57. http://dx.doi.org/10.5377/nexo.v34i01.11303.
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In this study, a formulation and models have been proposed to calculate the active earth pressure on the wall and to determine the angle of failure wedge with line surcharge effect and taking into account the soil cohesion. The proposed method has the advantage of taking into account soil parameters such as cohesion, the angle of friction between the soil and the wall, the surcharge effect in the elasto-plastic environment, and the range that determines the critical surcharge. This paper presents dimensionless diagrams for different soil specifications and surcharges. According to these diagrams, it is easy to determine the distribution of excess pressure caused by surcharge, the distribution of the total active earth pressure on the wall, the angle of the failure wedge as well as the minimum and maximum active coefficient of the pressure with respect to surcharge distance. Furthermore, all soil parameters, surcharge and the results have been addressed. In general, the results indicated that increasing the angle of internal friction of the soil and cohesion would result to a nonlinear reduction in the active earth pressure coefficient, contrary to the line surcharge, which increases the active earth pressure of the soil and ultimately increases the active earth pressure coefficient. In this research, a diagram has been presented that expresses the surface that the active earth pressure coefficient changes with respect to the surcharge distance. The lower limit of each graph expresses the minimum active earth pressure coefficient (kas (min)) at the minimum surcharge distance, whereas the upper limit indicates the maximum active earth pressure coefficient (kas (max)) at the maximum surcharge distance from the wall. Comparison of the results of the proposed method with previous methods, codes and numerical software shows that in general, the proposed method is able to simplify the analysis of walls with surcharge effect in cohesive-frictional soils. In addition to the formulation and diagrams, a computer program in MATLAB software has been written. Using the results of these codes, the pressure on the wall with the linear surcharge effect, angle of failure wedge and pressure distribution on the wall in the cohesive-frictional soils can be calculated for all scenarios.
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Lotfalian, Majid, Mehran Nasiri, Amir Modarres, and Wei Wu. "SLOPE STABILITY ANALYSIS CONSIDERING WEIGHT OF TREES AND ROOT REINFORCEMENT." Journal of Environmental Engineering and Landscape Management 27, no. 4 (November 14, 2019): 201–8. http://dx.doi.org/10.3846/jeelm.2019.11292.
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We study the effect of roots of alder trees on soil reinforcement and slope stabilization. Two types of soil, i.e. Marl and Clayey soils and alders of three ages are considered. The slope stability is studied according to the tree indices based on tree age and soil type. The effect of root reinforcement on slope stability is considered by an additional cohesion. The stability analyses are carried out by the FEM. We perform parameter studies considering tree age, soil type and surcharge. The results indicate that soil type is effective on cohesion. The results also showed that with increasing age of trees from 7 to 15 years, the amount of additional root cohesion increased and with the increase of the age of trees to 20 years this amount slightly decreased. Also, with regard to a constant slope geometry, the type of soil and the uniform surcharge pressure, 7-year-old trees have shown better performance in slope stabilization. It has been observed that as the age of alder trees grows, although the amount of additional root cohesion increases, however, due to increased surcharge pressure, the overall slope stability factor decreases.
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MIRNYY, A. Yu. "SOIL STRENGTH CRITERION WITH ACCOUNT FOR SHEAR RESISTANCE CAUSED BY PARTICLE ENGAGEMENT." Engineering Geology World 14, no. 1 (June 15, 2019): 36–42. http://dx.doi.org/10.25296/1993-5056-2019-14-1-36-42.
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Shear resistance of soil becomes vital in geotechnical design of dams and embankments, and also landslides stabilization. Historically, the Mohr-Coulomb yield criterion was used for such problems solving — it appears to be suitable for the most of fine-grained soils. But in case of gravel soils, it was noticed that they possess so-called "cohesion" although there is no physical mechanism of such behavior. This extra shear resistance of non-friction nature is caused by the particle engagement. The engagement phenomenon was usually studied by hydro engineers, but since deep excavations and heavy structures are becoming common in civil engineering, more precise calculation becomes critical. This issue is dealing with the new yield criterion for gravel soils development. The most common criteria for non-cohesive soils and the parameters they are based on are analyzed. The proposed yield criterion is based on invariant stress parameters and concerns friction, cohesion and engagement between particles. It also takes into account second principal stress by using a non-fixed sliding plane. The parameters of this criterion are physically justified and can be determined by a standard soil test. Although it still needs experimental validation, this new criterion appears to be prospective for the usage in numerical modeling, as it is universal and versatile.
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Yi, Xiao Ming, Song Gen Wang, Zhen Qing Liu, and Gang Xu. "Influence of Water Content on the Strength of Silt Soil in Yellow River Alluvial Plain." Applied Mechanics and Materials 256-259 (December 2012): 481–87. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.481.
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Hydrophilic characteristic of silt soil in Yellow River alluvial plain was studied in order to reveal the water content changes of silt. Then strength tests were used to research how engineering parameters such as elastic modulus, cohesion and friction angle change at different water content. The results show that high permeability coefficient and strong capillary are main factors to increase the water content, and the influence of capillary rising is greater than that of rainfall infiltration. The strength characteristic of silt soil is similar to the character of non-cohesive soil in low water content and that of clay in high water content. If the water content is greater than optimum water content, the elastic modulus and cohesion of silt shall decay obviously. Friction angle decreases dramatically as well, when the soil is saturated.
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Sivapullaiah, P. V., A. Sridharan, and H. N. Ramesh. "Strength behaviour of lime-treated soils in the presence of sulphate." Canadian Geotechnical Journal 37, no. 6 (December 1, 2000): 1358–67. http://dx.doi.org/10.1139/t00-052.
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Lime has been used extensively to improve the shear strength of fine-grained soils. It has been recently reported that the presence of sulphate causes abnormal volume changes in lime-stabilized soil. The paper presents the strength behaviour of lime-treated montmorillonitic natural black cotton soil in the presence of varying sulphate contents after curing for periods of up to 365 days. Alteration of soillime reactions in the presence of sulphate affects the strength development by cementation. Consequently, the stressstrain behaviour effective stress paths of soil cured with sulphate are similar to those of normally consolidated soil rather than cemented soils. The reduction in shear strength due to a reduction in effective cohesion intercept occurs for lime-treated soil cured with sulphate for long periods.Key words: clays, cohesion, fabric, friction, shear strength.
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Chen, Rong, Dong Zhe Li, Dong Xue Hao, and Kai Li Wei. "Influence of Freezing-Thawing on Shear Strength of Frozen Soil in Northeast China." Applied Mechanics and Materials 835 (May 2016): 525–30. http://dx.doi.org/10.4028/www.scientific.net/amm.835.525.
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In order to study the influence of freezing-thawing cycles on shear strength of seasonal frozen soil in northeast China, silty clay, typical soil in Jilin region, was selected. 20 groups of specimens were carried out by quick shear tests considering soil water content and the number of freezing-thawing cycling. The test results indicate that soil cohesion presents the slight fluctuation with the increase of water content, and the maximum value reaches around the peak of liquid limit. Internal friction angle of soil shows the sharp drop and the extent changes between 40% - 60%. The soil cohesion gradually declines with the increase of the number of freeze-thawing cycling. Therefore, the effect of the first freezing-thawing cycle on soil cohesion is obvious, and cohesion gradually tend to be stable after 7 freezing-thawing cycles. The final value of cohesion is approximate a third to a half of the unfrozen soil. The internal friction angle of soil increases with the augment of cycling number of freezing-thawing, which is related to the water content. The higher water content will bring about the greater growth rate of friction angle.
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Torri, D., M. Sfalanga, and M. Del Sette. "Splash detachment: Runoff depth and soil cohesion." CATENA 14, no. 1-3 (February 1987): 149–55. http://dx.doi.org/10.1016/s0341-8162(87)80013-9.
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Rybicki, S. T. "Restoration of cohesion in clayey soil dumps." Bulletin of the International Association of Engineering Geology 43, no. 1 (April 1991): 87–92. http://dx.doi.org/10.1007/bf02590175.
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Na, He, Li Tao, Zhong Wei, Tom Cosgrove, and Zeng Mei. "Analysis of the Correlation Between Strength and Fractal Dimension of Gravelly Soil in Debris-flow Source Areas." Open Civil Engineering Journal 10, no. 1 (December 29, 2016): 866–76. http://dx.doi.org/10.2174/1874149501610010866.
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Particle size distribution of gravelly soil plays a crucial role in debris flow initiation. For better understanding the mechanism of debris flow formation, two crucial mechanical property parameters of the gravelly soil are required to be studied meticulously: hydraulic conductivity and strength. With the aim of measuring the composition of the gravelly soil, 182 soil samples were taken from debris flow prone areas. With the aid of a sieve test, the particle size distribution of the samples can be obtained and analyzed. Then fractal theory was employed to compute the fractal dimension of the soil samples. By analyzing the results of sieve test (particle size distribution curves) and the results of the fractal theory calculations, the relationship between fractal dimension and particle size distribution can be explored. The results illustrate that the particle compositions of the gravelly soil tends to remain uniform as the fractal dimension increases. Moreover, as the coarse particle content increases, the fractal dimension decreases. To better understand the formation mechanism of debris flows, direct shear tests were conducted. Subsequently the experimental results were analyzed. By analysis, the following conclusions can be drawn: the soil strength decreases as the fractal dimension increases, and for soils with lower moisture content and identical dry density, a linear relationship between fractal dimension and cohesion force was identified. Moreover, cohesion force and internal friction force both decrease as the fractal dimension increases, but the internal friction angle decreases slightly while the cohesion force decreases greatly. Therefore we concluded that soil strength decreased mainly due to the reduction in cohesion force.
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Glade, Rachel C., Michael M. Fratkin, Mehdi Pouragha, Ali Seiphoori, and Joel C. Rowland. "Arctic soil patterns analogous to fluid instabilities." Proceedings of the National Academy of Sciences 118, no. 21 (May 21, 2021): e2101255118. http://dx.doi.org/10.1073/pnas.2101255118.
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Slow-moving arctic soils commonly organize into striking large-scale spatial patterns called solifluction terraces and lobes. Although these features impact hillslope stability, carbon storage and release, and landscape response to climate change, no mechanistic explanation exists for their formation. Everyday fluids—such as paint dripping down walls—produce markedly similar fingering patterns resulting from competition between viscous and cohesive forces. Here we use a scaling analysis to show that soil cohesion and hydrostatic effects can lead to similar large-scale patterns in arctic soils. A large dataset of high-resolution solifluction lobe spacing and morphology across Norway supports theoretical predictions and indicates a newly observed climatic control on solifluction dynamics and patterns. Our findings provide a quantitative explanation of a common pattern on Earth and other planets, illuminating the importance of cohesive forces in landscape dynamics. These patterns operate at length and time scales previously unrecognized, with implications toward understanding fluid–solid dynamics in particulate systems with complex rheology.
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Muhauwiss, Farouk, and Sura Hassoun. "WETTING AND DRYING CYCLES EFFECT ON DURABILITY OF GYPSUM SOILS TREATED WITH CALCIUM CHLORIDE OR CEMENT ADDITIVES." Tikrit Journal of Engineering Sciences 28, no. 2 (May 14, 2021): 80–92. http://dx.doi.org/10.25130/tjes.28.2.07.
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The study consists of two stages: the first one is to improve the gypsum soil with cement or calcium chloride and the second stage is to expose these soil specimens to series of wetting and drying cycles .Three soil specimens were taken and marked as (A,B and C) with gypsum content (47, 32 and 23)% respectively .The results show that cement additive increases the cohesion of soil specimens to 50% and collapse potential decreases with 65% and soil specimens improved with calcium chloride increase the cohesion up to more than 70% and collapse potential decreased about 70%. In the first cycle for wetting and drying cycles for soil specimens improved with cement the cohesion decreases about 25% and stays with the same ratio of the decreasing along the other cycle up to twelfth cycle. Collapse potential remains with the same value and is not affected by cycling of wetting and drying. In the first cycle for soil specimens treated with calcium chloride there is no effect in the first cycle whereas in the fourth cycle the cohesion increased by 60% and in the eighth cycle the cohesion decreased 8% and remains stable until the twelfth cycle. Collapse potential increases from one cycle to another by (30-50) % for all soil specimens.
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Zhao, Chuan, Linlin Jiang, Xin Lu, and Xiang Xiao. "Analysis of Wet Soil Granular Flow down Inclined Chutes Using Discrete Element Method." Water 11, no. 11 (November 15, 2019): 2399. http://dx.doi.org/10.3390/w11112399.
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This paper presents numerical simulation and analysis of two numerical experiments of wet soil granular flow down inclined chutes based on the JKR(Johnson-Kendall-Roberts)-cohesion model of the discrete element method. JKR is a cohesive contact model, which can reflect the influence of van der Waals forces in the contact range to simulate cohesive granular matter. A surface energy coefficient kw was proposed to reflect the liquid surface tension between particles, and maximum surface energy (γmax) of wet soil composed of uniform particles was obtained at 0.2 J/m2. Computational results show that surface energy (γ) and granular size play significant roles in the simulation of wet soil granular flow. The larger surface energy is, and the stronger of adhesion between soil grains. Besides, surface energy also has a great effect on the average velocity and kinetic energy of the moist soil avalanches. With baffles on both sides of the inclined chute, the dry soil granular flow has the longest runout distance on the horizontal plane; with the increase of surface energy, the runout distance decreased gradually. However, without baffles on both sides of the geometric model, the runout distance of wet soil granular flow is farther, though expansion to the sides is more obvious. Wet soil with larger grains requires larger surface energy to maintain the soil structure intact during the sliding process. Furthermore, with the increase of granular size, the soil structure is not compact enough, and the cohesion between water and soil grains is extremely poor, which lead to the impact scope expanded of wet soil landslide disasters.
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Mahabub, Md Shakil, and Mohammad Rafikul Islam. "The Subsoil Characterization of Matarbari Ultra Super Critical Coal-Fired Power Project, Bangladesh." Volume 5 - 2020, Issue 9 - September 5, no. 9 (October 4, 2020): 931–45. http://dx.doi.org/10.38124/ijisrt20sep699.
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In this research, the subsoil characteristics and geotechnical issues have been evaluated for ground improvement, land development and design facilitation of Matarbari Ultra Super Critical Coal-Fired Power Project, Bangladesh. The subsoil conditions and geotechnical issues are addressed by determining the geotechnical parameters of soil. The soil characteristics are obtained from soil investigation and executed under land development for the procurement of power plant facilities. The American Society for Testing and Materials (ASTM International) standard is used to estimate all the soil parameters in field and laboratory tests. The measured soil properties establish the area consists mainly of two types of soils, i.e., Cohesive Clayey and non-cohesive Sandy soils. The cohesive soils are mostly composed of gray to dark gray CLAY, CLAY with Sand, SILT with Sand, and Sandy CLAY with fine to mediumgrained Sand. The upper cohesive soil layer (Ac-1) is very soft to soft, normal to slightly consolidated with low undrained cohesion. This layer is expected to have a high potential for differential settlement because of the proposed design load. The lower cohesive soils (Ac-2 and Ac-3) are firm to very stiff and moderately over consolidated. These soils have moderate to high shear strengths with low compressibility relating to the expected range of the design loads. The non-cohesive Sandy soils consist of dark gray to gray SAND, SAND with Silt, Silty SAND, and Clayey SAND. The Sandy soils are poorly graded and loose to very loose at the upper part (As-1) and medium dense to dense in lower parts (As-2 & As-3) that expect less immediate settlement when a load placed on that. Geotechnical site conditions are challenging and deplorable. The soft soil layer Ac-1 (with As-1) complicates the design, especially in terms of foundation soil instability and settlement for certain structure types. Ground improvement techniques such as prefabricated vertical drain (PVD) and deep mixing method (DMM) can be applied to mitigate these challenges and for the improvement of the soft ground of the project area.
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Majcherczyk, Tadeusz, Zbigniew Niedbalski, and Daniel Wałach. "Variations in Mechanical Parameters of Rock Mass Affecting Shaft Lining / Zmiany Parametrów Mechanicznych Górotworu I Ich Wpływ Na Obudowę Szybową." Archives of Mining Sciences 58, no. 3 (September 1, 2013): 629–42. http://dx.doi.org/10.2478/amsc-2013-0044.
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Abstract The paper presents geomechanical properties of rock mass occurring in the initial section of shaft lining during its execution. The shaft being sunk is surrounded with cohesive soils, mainly clays with sand layers and silts. Such lithology causes that in various levels some parts of strata are saturated with water. This results in a considerable changeability of soil properties in time. With high water content, the soil is washed away leading to local loss of contact between shaft lining and surrounding soils. This, in turn, results in lack of proper support for curbs and shaft lining fracture in some sections. Engineering activity in such a case should embrace sealing injections in selected parts of the shaft in order to resume proper reinforcement in the lining-rock mass system. The studies of the soils surrounding shaft lining were supposed to help design curbs with increased bearing capacity. The tests of soils indicated that the angle of internal friction and cohesion do change not only at different depths but also at the same depth in different points of perimeter. It was also observed during the study that the mechanical parameters of the analyzed soils improve as the distance from the shaft lining increases, which clearly indicates change of soil properties in the direct neighborhood of the shaft. Considerable number of tests carried out in the study allowed to determine the relationship between water content and angle of internal friction or soil cohesion. The determined relationships can help to estimate change of soil properties under the influence of water with considerable precision. The reinforcement of curbs executed with the use of ground anchors allowed for further shaft sinking. The tests of concrete used in the shaft carried out in the analyzed section produced results similar to the values assumed in the project.
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Machado, Antônio L. T., and Carlos R. Trein. "Characterization of soil parameters of two soils of Rio Grande do Sul in modeling the prediction of tractive effort." Engenharia Agrícola 33, no. 4 (August 2013): 709–17. http://dx.doi.org/10.1590/s0100-69162013000400010.
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The interaction between the soil and tillage tool can be examined using different parameters for the soil and the tool. Among the soil parameters are the shear stress, cohesion, internal friction angle of the soil and the pre-compression stress. The tool parameters are mainly the tool geometry and depth of operation. Regarding to the soils of Rio Grande do Sul there are hardly any studies and evaluations of the parameters that have importance in the use of mathematical models to predict tensile loads. The objective was to obtain parameters related to the soils of Rio Grande do Sul, which are used in soil-tool analysis, more specifically on mathematical models that allow the calculation of tractive effort for symmetric and narrow tools. Two of the main soils of Rio Grande do Sul, an Albaqualf and a Paleudult were studied. Equations that relate the cohesion, internal friction angle of the soil, adhesion, soil-tool friction angle and pre-compression stress as a function of water content in the soil were obtained, leading to important information for use of mathematical models for tractive effort calculation.
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B. Santoso, Purwanto, Yanto, Arwan Apriyono, and Rani Suryani. "Inverse distance weighting interpolated soil properties and their related landslide occurrences." MATEC Web of Conferences 195 (2018): 03013. http://dx.doi.org/10.1051/matecconf/201819503013.
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The causes of landslides can be categorized into three factors: climate, topographic, and soil properties. In many cases, thematic maps of landslide hazards do not involve slope stability analyses to predict the region of potential landslide risks. Slope stability calculation is required to determine the safety factor of a slope. The calculation of slope stability requires the soil properties, such as soil cohesion, the internal friction angle and the depth of hard-rock. The soil properties obtained from the field and laboratory investigation from the western part of Central Java were interpolated using Inverse Distance Weighting (IDW) to estimate the unknown soil properties in the gridded area. In this research, the IDW optimum parameter was determined by validation toward the percent bias. It was found that the IDW interpolation using higher weighting factor corresponds with a higher percent bias in case of the depth of hard-rock and soil cohesion, while the opposite was found for the internal friction angle. Validation to landslide incidents in western parts of Central Java shows that the majority of landslide incidents occur at depths of hard rock of 6 m-8 m, at soil cohesions of 0.0 kg/cm2-0.2 kg/cm2, and at internal friction angles of 30°-40°.
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Cheng, Zhuo, Gaohang Cui, Zheng Yang, Haohang Gang, Zening Gao, Daili Zhang, and Chen Xi. "Improvement of the Salinized Soil Properties of Fly Ash by Freeze-Thaw Cycles: An Impact Test Study." Sustainability 13, no. 5 (March 8, 2021): 2908. http://dx.doi.org/10.3390/su13052908.
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To explore the mechanism of the microstructural change in salinized soil under freeze-thaw cycles and the strength characteristics of subgrade salinized soil improved by fly ash, an unconfined compressive test, a triaxial shear test, and a scanning electron microscopy test were carried out using salinized soil samples with different fly ash contents along the Suihua to Daqing expressway in China. The results showed that after several freeze-thaw cycles, the unconfined compressive strength, triaxial shear strength, cohesion, and internal friction angle of saline soil showed a decreasing trend. With an increase in the fly ash content, the internal friction angle, cohesion, unconfined compressive strength, and shear strength of the improved saline soil first increased and then decreased. When the fly ash content was 15%, the mechanical indexes, such as cohesion and the internal friction angle, reached the maximum value. Microscopic test results showed that the freeze-thaw cycle will lead to an increase in the proportion of pores and cracks, an increase in the average pore size, and a loosening of the soil structure. The addition of fly ash can fill the soil pores, improve the microstructure of the soil, increase the cohesive force of the soil particles, and improve the overall strength of the soil. Fly ash (15%) can be added to subgrade soil in the process of subgrade construction in the Suihua-Daqing expressway area to improve the shear strength and the resistance to freezing and thawing cycles. These research results are conducive to promoting the comprehensive utilization of fly ash, improving the utilization rate of resources, and promoting sustainable development, thus providing a reference for the design and construction of saline soil roadbed engineering in seasonal frozen areas and the development and construction of saline land belts in seasonal and winter areas.
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Prakash, K., and A. Sridharan. "Critical appraisal of the cone penetration method of determining soil plasticity." Canadian Geotechnical Journal 43, no. 8 (August 1, 2006): 884–88. http://dx.doi.org/10.1139/t06-043.
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Plasticity is a characteristic feature that all plastic soils possess. It is shown that the soil plasticity is mainly due to undrained cohesion. Soil plasticity characteristics obtained from laboratory tests are reasonable for use only when the testing procedures adopted to determine them measure the factors responsible for the soil plasticity. It is shown that this is the case with the percussion method of liquid limit determination and the 3 mm thread rolling method of plastic limit determination. Further, it is also shown that the results obtained from the cone penetration method cannot represent the soil plasticity fully, as the mechanisms that come into play during testing relate to undrained strength due to both undrained cohesion and undrained friction. It is stressed that the percussion and 3 mm thread rolling methods must be the only ones used to determine the plasticity of soils. The circumstance under which the cone penetration method can be used is also indicated.Key words: clays, laboratory tests, plasticity, soil classification.
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Szabowicz, Hubert. "Slope stability analysis in the case of probabilistic and semi-probabilistic design method." E3S Web of Conferences 97 (2019): 04044. http://dx.doi.org/10.1051/e3sconf/20199704044.
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This paper addresses the issue of probabilistic and semi-probabilistic modelling of soil slopes. A slope made of cohesive-frictional soil of specific geometry was analysed as an example. Results were calculated for two methods using the Z-Soil finite element software. It has been assumed that the probability distributions of strength parameters, cohesion and internal friction angle are normal distributions with average values and coefficient of variation = 0.2. Random finite element method (RFEM) has been used for probabilistic modelling. Random fields of cohesion and internal friction angle have been generated using the Fourier series method (FSM). Monte Carlo simulation has been used to calculate the statistics of the slope factor of safety in order to determine the probability of failure. Moreover, assumed parameter distributions allowed to determine safe characteristic values used in the semi-probabilistic partial factors method. Both approaches have been compared in the article.
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Kale, Prof R. Y. "Slope Stability Analysis of Highway Embankment with Different Height and Slope by Varying the Properties of Soil." International Journal for Research in Applied Science and Engineering Technology 9, no. VII (July 31, 2021): 3066–72. http://dx.doi.org/10.22214/ijraset.2021.36999.
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The analysis of slope stability has received wide attention nowdays because of its practical importance. To provide steepest slopes which are stable and safe, various investigation are ongoing. The main objective of the project is to analyze slope of embankment by calculating factor of safety. So that an appropriate side slope can be chosen and use for the construction of highway. For this, limit equilibrium analysis has been done using GEO5 software. Swedish circle method (Graphically) has been used to performed manually analysis. In the present study, data collected from the site which is located near Shivni Village, Ner-Yavatmal road. “The construction of Samruddhi Mahamarg” is being constructed at that site. It is having high embankment heights upto 9meter. The values of unit weight of soil(γ), angle of internal friction(ϕ), cross sectional details of embankment and side slope of embankment were taken from that site. In this study, embankment of different heights (3 to 9m) under different 8 slopes (i.e. 1:2, 1:1.75, 1:1.5, 1:1.25, 1:1, 1:0.83, 1:0.7, 1:0.58), different values of cohesion and friction angle were considered. The analysis has been performed on two different cases: Case I stands for single layer of soil and Case II stands for double layer of soil by varying the value of cohesion and angle of internal friction the changes occur in the value of factor of safety were checked by comparing both results obtained by manual method and by GEO5 software. From this investigation it is found that increasing the value of cohesion and angle of internal friction, the factor of safety against slope stability increases. And for a particular height of embankment factor of safety increases with increase in the flatness of slope. From these results, it is better to use C-ϕ soil rather than ϕ soil as it gives maximum FOS as compared to sandy soil. From the analysis of doubled layered soil, it has been concluded that condition 2(with both soil cohesive) found satisfactory better with respect to condition 1(when one soil cohesive and one soil sandy). By considering condition 2 (both soil cohesive), it has been found that the increment of 25 to 30% in the FOS of condition 1 takes place.
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Alsharef, Jamal M. A., Mohd Raihan Taha, Ramez A. Al-Mansob, and Tanveer Ahmed Khan. "Influence of Carbon Nanofibers on the Shear Strength and Comparing Cohesion of Direct Shear Test and AFM." Journal of Nano Research 49 (September 2017): 108–26. http://dx.doi.org/10.4028/www.scientific.net/jnanor.49.108.
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The stabilization and enhancement of the engineering properties of fine and coarse grained soil has heavily relied on reinforcement and admixture materials. This study discusses the effect of the additive of Carbon nanofibers (CNF) on the characteristics of soils in terms of shear strength. The content of CNF was changed within the range of 0.05 to 0.2% by total dry weight of the reinforced samples. In achieving the objective of minimizing the number of experimental runs and thus conserve material, time as well as overall cost, the Box–Behnken approach was chosen as the method for statistical prediction. The scanning electron microscopy (SEM) and Atomic force microscopy (AFM) has been utilized in studying features of CNF in stabilized soil samples and force at the origin of the cohesion (c) of soil. Test results reveal that the increases peak and residual shear strength of the reinforcement soil samples were increased with an increase in the CNF content. The pre-eminence of ionic correlation forces in the cohesion of soil was confirmed by the force (cohesion) measurements by (AFM). The statistical prediction’s relatively high correlation coefficients justified the results.
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NISHIMURA, Tomoyoshi, and Hirofumi TOYOTA. "COHESION OF UNSATURATED NON-PLASTIC SILTY SOIL WITH HIGH SOIL SUCTION." Doboku Gakkai Ronbunshuu C 62, no. 2 (2006): 519–28. http://dx.doi.org/10.2208/jscejc.62.519.
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Liu, Hanbing, Xiang Lyu, Jing Wang, Xin He, and Yunlong Zhang. "The Dependence Between Shear Strength Parameters and Microstructure of Subgrade Soil in Seasonal Permafrost Area." Sustainability 12, no. 3 (February 10, 2020): 1264. http://dx.doi.org/10.3390/su12031264.
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Permafrost and seasonal permafrost are widely distributed in China and all over the world. The failure of soil is mainly shear failure, and the strength of soil mainly refers to the shear strength. The two most important parameters of shear strength are cohesion and angle of internal friction. In order to ensure the sustainability of road construction in seasonal permafrost area, the microstructure of subgrade soil was observed and analyzed. First, three subgrade soils with different plasticity indices were prepared for triaxial test and scanning electron microscope (SEM). Then, these specimens underwent freezing–thawing (FT) cycles and were obtained shear strength parameters by triaxial shear test. Next, the microstructure images of soil were obtained by SEM, and the microstructure parameters of soil were extracted by image processing software. Finally, the correlation method was used to analyze the dependence between the shear strength parameters and the microstructure parameters. Results revealed that subgrade soils with a higher plasticity index had higher cohesion and lower angle of internal friction. In addition, with the increase of the number of FT cycles, the diameter and number of soil particles and pores tend to increase, while the roundness, fractal dimension and directional probabilistic entropy of particles decreased. With the increase of the plasticity index, the particle and pore diameter decreased, but the particle and pore number increased. Besides, particle roundness had the greatest influence on the cohesion and angle of internal friction of shear strength parameters.
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Zheng, Kan, Jian Cheng, Junfang Xia, Guoyang Liu, and Lei Xu. "Effects of Soil Bulk Density and Moisture Content on the Physico-Mechanical Properties of Paddy Soil in Plough Layer." Water 13, no. 16 (August 21, 2021): 2290. http://dx.doi.org/10.3390/w13162290.
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For paddy-upland rotation areas in the middle and lower reaches of the Yangtze River, the paddy soil has undesired physico-mechanical properties of tillage during the dry season. The purpose of this study is to determine the effects of soil bulk density and moisture content on the physico-mechanical properties of paddy soil in the plough layer. The bulk density and moisture content were selected as experimental factors, and the cohesion, tangential adhesion, plasticity index, and soil swelling rate were chosen as experimental indices from physico-mechanical properties of paddy soil in the plough layer. The experimental factors were quantitatively analyzed to explore the change characteristics of the physico-mechanical properties of paddy soil in the plough layer. Conclusions were obtained that show that when the bulk density increased in the range of 1 to 1.6 g·cm−3, the cohesion, tangential adhesion, plasticity index, and swelling rate of paddy soil increased in different degrees. Between 15% and 35% moisture content, the cohesion increased first and then decreased with the increase of moisture content, while the peak cohesion value occurred at the moisture content of 20%. Moisture content was positively correlated with tangential adhesion and negatively correlated with soil swelling rate. This study provides a reference for the regulation of paddy soil tillability in the middle and lower reaches of the Yangtze River Basin.
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Maghsoodi, Soheib, Olivier Cuisinier, and Farimah Masrouri. "Thermo-mechanical behaviour of clay-structure interface." E3S Web of Conferences 92 (2019): 10002. http://dx.doi.org/10.1051/e3sconf/20199210002.
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The mechanical behaviour of the soil-structure interface plays a major role in the shear characteristics and bearing capacity of foundations. In thermo-active structures, due to non-isothermal conditions, the interface behaviour becomes more complex. The objective of this study is to investigate the effects of temperature variations on the mechanical behaviour of soils and soil-structure interface. Constant normal load (CNL) and constant normal stiffness (CNS) tests were performed on soil and soil-structure interface in a direct shear device at temperatures of 5, 22 and 60 °C. Kaolin clay was used as proxy for clayey soils. The results showed that, in clay samples the temperature increase, increased the cohesion and consequently the shear strength, due to thermal contraction during heating. The temperature rise had less impact on the shear strength in the case of the clay-structure interface than in the clay samples. The adhesion of the clay-structure interface, is less than the cohesion of the clay samples.
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Haque, Dhrubo, and Md Isteak Reza. "Parametric Analysis of Slope Stability for River Embankment." Journal of Advanced Engineering and Computation 4, no. 3 (September 30, 2020): 196. http://dx.doi.org/10.25073/jaec.202043.291.
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This paper has aimed to investigate the slope stability for various conditions like embankment geometry, water level and soil property. The analysis has been performed by using the XSTABL program for different slope heights, slope angles and flood conditions with a fixed soil cohesion value. Since the rapid drawdown is the worst case for a particular embankment therefore, the analysis has been further performed with different cohesion values. From this investigation it has been noticed that the increase of cohesion of soil can increase the stability to a great extent. All the analysises have been performed for twenty bore logs. It has been found that the underlying soil affects the stability of slope as the failure surface intersects the soil of this region. It has been also observed that the loose, liquefiable sandy soil decreases the stability while the stiff soil with sufficient cohesion value stabilizes the slope of embankment. This is an Open Access article distributed under the terms of the Creative Commons Attribution License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium provided the original work is properly cited.
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Jiang, Hong Ming, and Wen Bai Liu. "Experimental Study on Deformability and Shear Strength of Solidified Dredged Soil." Applied Mechanics and Materials 295-298 (February 2013): 1755–62. http://dx.doi.org/10.4028/www.scientific.net/amm.295-298.1755.
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To protect the marine environment, a kind of new composite curing agent was used to solidify dredged soil. The compression test and direct shear test were conducted to make experimental study on solidified soil of 2 curing time and 4 curing agent content, and to analyze the effects made by curing time and curing agent upon soil shear strength and soil compression modulus. The results show the increase of curing time raises compression modulus and soil cohesion to some extent but affects soil internal friction angle slightly. The rise of curing agent content makes a significant growth of compression modulus and cohesion. The compression modulus and cohesion of 7%-curing-agent solidified soil are respectively 1.57 and 15.8 times those of plain soil. But curing agent impacts slightly on the increase of internal friction angle. The maximum growing rate of internal friction angle is just 18.2%.
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Khan, K. Yu, A. I. Pozdnyakov, and B. K. Son. "The method of cohesion determination in soil aggregates." Eurasian Soil Science 40, no. 7 (July 2007): 754–60. http://dx.doi.org/10.1134/s1064229307070071.
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Mollahasani, Ali, Amir Hossein Alavi, Amir Hossein Gandomi, and Azadeh Rashed. "Nonlinear neural-based modeling of soil cohesion intercept." KSCE Journal of Civil Engineering 15, no. 5 (May 2011): 831–40. http://dx.doi.org/10.1007/s12205-011-1154-4.
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Zhang, Xiao Ming, Shu Wen Ding, and Shuang Xi Li. "Soil Shear Strength Characteristic in Slope Disintegration Area." Applied Mechanics and Materials 353-356 (August 2013): 735–39. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.735.
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Development of slope disintegration is close to soil mechanic characteristics such as shear strength indices. Soil grain diameter and water content were tested. Soil direct shear test was conducted to analyze the relationship between shear strength indices and the influencing factors. The experimental data indicate that clay content and the range affect soil cohesion value and the scope. Soil cohesion increases with bulk density before 1.6g/cm3. But it decreases when the bulk after that. The results could provide a scientific basis for control of slope disintegration.
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Philippe, Pierre, Zeyd Benseghier, Florian Brunier-Coulin, Li-Hua Luu, Pablo Cuéllar, and Stéphane Bonelli. "Extending the Shields criterion to erosion of weakly cemented granular soils." EPJ Web of Conferences 249 (2021): 08009. http://dx.doi.org/10.1051/epjconf/202124908009.
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This contribution tackles the issue of incipient conditions for initiation of erosion by a fluid flow at the surface of cohesive materials. To this end, a typical assessment procedure consists of subjecting a soil sample to progressive hydrodynamic stresses induced by a submerged impinging jet flow whose injection velocity is gradually increased. This paper presents the results of an extensive use of this protocol both in experiments and numerical simulations, the latter being based on a coupled DEM and LBM approach. Here we consider the specific case of weakly cemented soils, either made experimentally of glass beads bonded by solid bridges or modelled numerically by a solid bond rheology with a parabolic yield condition involving the micromechanical traction, shearing and bending of the bonds. The results show that, as expected, the hydrodynamic stress for erosion onset substantially increases with solid cohesion as compared to cohesionless cases but can, however, be satisfactorily predicted by a simple extension of the usual Shields criterion that only applies for cohesion-less granular sediments. This extension includes a cohesion number, the granular Bond number, with a simple definition based on tensile yield values.
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Ofrikhter, Vadim Grigor’evich, and Yan Vadimovich Ofrikhter. "RESULTS OF COMPRESSION TESTING ON PSEUDO-COHESIVE SOIL." Vestnik MGSU, no. 9 (September 2015): 61–72. http://dx.doi.org/10.22227/1997-0935.2015.9.61-72.
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Natural non-treated sand reinforced with randomly oriented short polypropylene fibers of 12 mm in length was tested to determine creep characteristics. This study is a part of the research aimed at encouraging fibrosand (FRS) application in subsoils, embankments and retaining wall constructions. Fiber content was accounted for 0.93 %. Twin specimens were put to creep tests (1-D compression) using the two curve method. The test results were analyzed and checked with the use of ageing, hardening and hereditary creep theories. On the basis of approximation of the test results the creep deformation equation at constant stress for tested fibrosand was obtained. The assessment of fibrosand secondary compression was carried out by the FORE method. As a result, the value of the void ratio by the end of the secondary compression had been eu=0.7041. For determination of the beginning of the secondary compression the rate equation was superimposed on the empirical curve. The point of the graph divergence is the beginning of the secondary compression process. The secondary compression had begun by the time moment being equal to 9360 min. The void ratio by the beginning of the secondary compression had amounted to 0.70574. Fibrosand is a specific type of improved soil relating to so-called pseudo-cohesive soil. This type of soil is characterized by cohesion like cohesive soils, but, at the same time, by the filtration coefficient of about 1 m per day like non-cohesive soils. Pseudo-cohesive soil testing helps to understand the distinctive features of the stress-strain state of this kind of materials. Municipal solid waste also relates to them.
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Ma, Qiang, Heng Lin Xiao, Qi Zhi Hu, and Li Hua Li. "Stability Analysis of the Cutting Slope Considering the Influence of Water Content of Soil." Applied Mechanics and Materials 204-208 (October 2012): 115–18. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.115.
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Based on the method of strength reduction, numerical simulations were carried out to analyze the stability of the cutting slope. The direct shear tests of slope soil samples with different water content were carried out, and the safety factors of stability of the cutting slope were investigated with different cohesions and internal friction angles. At last, displacements and safety factors of stability of the slope with drains and without drains were calculated, and the observations of displacement of the cutting slope in field were also carried out. The results show that: The water content of the slope soil has great effects on the strength parameters, the cohesion and the internal friction angle decrease with the increase of the water content, and the effect is more significant on the cohesion than that on the internal friction angle. The safety factor of stability for the slope increases with the increase of the strength parameters, hence it increases with the decrease of the water content. The section of the slope without drains in the field is unstable, while the section with drains maintains stable.
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Ma, Zhi Tao, Yong Ping Wang, and Sai Jiang Liang. "Arching Effect of Anti-Slide Piles in Non-Cohesion Soil." Applied Mechanics and Materials 170-173 (May 2012): 950–53. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.950.
Full textAbstract:
In recent years, Anti-slide pile has been widely used in soil reinforcement works, but the pile soil interaction is not very clear. Numerical simulation was used in this article to analyze the soil arcing effect between anti-slide piles in non-cohesive soil and the main influencing factors, such as soil horizontal pressure, pile spacing and so on were also analyzed. The results show that there has soil arching in non-cohesive soil, and the soil arching effect becomes significantly with the horizontal earth pressure increases, but when the pressure increases to a certain degree, the soil arching will be damaged. The pile spacing is also a major factor to affect the soil arching effect, increases with the pile spacing, the soil arching effect gradually weakened.
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Putra, Heriansyah, Hideaki Yasuhara, Naoki Kinoshita, Erizal ., and Tri Sudibyo. "Improving Shear Strength Parameters of Sandy Soil using Enzyme-Mediated Calcite Precipitation Technique." Civil Engineering Dimension 20, no. 2 (October 8, 2018): 91. http://dx.doi.org/10.9744/ced.20.2.91-95.
Full textAbstract:
Several methods have been established for their various potential applications as soil improvement technique, and recently the application of grouting technique using biological process have been proposed. This study discussed the applicability of enzyme-mediated calcite precipitation (EMCP) in improving the shear strength parameters of sandy soil. In this study, soil specimens were prepared and treated with the grouting solutions composed of urea, calcium chloride, magnesium sulfate and enzyme of urease. Evolutions in the cohesion and internal friction angle of the improved soil were examined through the direct shear tests. The presence of the precipitated materials, comprising 4.1 percent of the soil mass of the treated sand, generated a cohesion of 53 kPa. However, contrary to the improvement of cohesion, the friction angle is relatively constant. It indicated that the application of the EMCP technique has no significant impact on the friction angle