Relevant bibliographies by topics / Soil cohesion

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Soil cohesion'

Author: Grafiati
Published: 4 June 2021
Last updated: 8 February 2022

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Journal articles on the topic "Soil cohesion"

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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 6.8–23.2 kPa in industrial forests with significant understory and deciduous vegetation to 25.6–94.3 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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Dissertations / Theses on the topic "Soil cohesion"

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Karlowskis, Victor. "Soil Plugging of Open-Ended Piles During Impact Driving in Cohesion-less Soil." Thesis, KTH, Jord- och bergmekanik, 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-156394.

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During impact driving of open-ended piles through cohesion-less soil the internal soil column may mobilize enough internal shaft resistance to prevent new soil from entering the pile. This phenomena, referred to as soil plugging, changes the driving characteristics of the open-ended pile to that of a closed-ended, full displacement pile. If the plugging behavior is not correctly understood, the result is often that unnecessarily powerful and costly hammers are used because of high predicted driving resistance or that the pile plugs unexpectedly such that the hammer cannot achieve further penetration. Today the user is generally required to model the pile response on the basis of a plugged or unplugged pile, indicating a need to be able to evaluate soil plugging prior to performing the drivability analysis and before using the results as basis for decision. This MSc. thesis focuses on soil plugging during impact driving of open-ended piles in cohesion-less soil and aims to contribute to the understanding of this area by evaluating models for predicting soil plugging and driving resistance of open-ended piles. Evaluation was done on the basis of known soil plugging mechanisms and practical aspects of pile driving. Two recently published models, one for predicting the likelihood of plugging and the other for predicting the driving resistance of open-ended piles, were compared to existing models. The main outcomes from the model evaluations are: • Internal shaft resistance, pile diameter and pile velocity/acceleration were found to be the primary input parameters affecting the result in the models used to predict if soil plugging is likely to occur. • The pile diameter was shown to have less influence on the calculated driving resistance in the recently published model, derived from measurements of plug length ratios, compared to in the existing model. This thesis also includes a full-scale field study conducted during the initial piling operations for the construction of the new Värtahamnen seaport in Stockholm (Sweden). The soil conditions cause the piles to be driven through very dense post glacial moraine, in which little is known about soil plugging. The drivability performance of 146 open-ended and closed-ended steel pipe piles with diameters ranging from 914-1168 mm was compared through analysis of driving records. The aim was to evaluate if open-ended piles resulted in a drivability related gain and if so during which part of the installation process. The driving records were used to quantify the performance in terms of driving time and energy required to drive the piles. The main conclusions from the field study are: • Significant time savings were achieved by using open-ended piles instead of closedended piles. The time advantage was bigger during impact driving, compared to vibratory driving, and on average the impact driving of open-ended piles took 9 minutes versus 26 minutes for closed-ended piles. • Contrary to what was expected, namely that the open-ended piles would result in lower driving resistance, the results indicate that the majority of the time savings came from open-ended piles being more stable during driving and thereby requiring fewer adjustments.
Under slagdrivning av öppna pålar i friktionsjord förekommer det att den interna jordpelaren mobiliserar tillräckligt mycket internt mantelmotstånd för att förhindra inträngning av ny jord. Detta fenomen, på svenska vanligen kallat jordpluggning, medför att drivbeteendet för pålen övergår till att likna det hos en sluten och massundanträngande påle. Oförmåga att på ett korrekt sätt beakta jordpluggning medför ofta att drivmotståndet för öppna pålar antingen överskattas, vilket medför att onödigt kraftfull och kostsam utrustning används, eller underskattas vilket kan medföra att pålen pluggar och inte kan drivas till avsett djup. I dagsläget kräver drivbarhetsanalyser generellt sett att användaren måste modellera pålen som en pluggad eller opluggad påle. Detta medför att det finns ett behov att kunna utvärderajordpluggning innan drivbarhetsanalysen genomförs, samt även vid utvärdering av resultaten från drivbarhetsanalysen. Detta examensarbete fokuserar på jordpluggning vid slagdrivning av öppna pålar i friktionsjord och syftar till att öka kunskapen inom området genom att utvärdera modeller som kan användas för att uppskatta huruvida jordpluggning är sannolikt, samt modeller för att uppskatta drivmotståndet för öppna pålar. Utvärderingen av nämnda modeller skedde med utgångspunkt i kända mekanismer som förknippas med jordpluggning, samt i praktiska aspekter av påldrivning. Två nyligen publicerade modeller, en avsedd att utvärdera huruvida pluggning är sannolikt och den andra för att uppskatta det förväntade drivmotståndet, jämfördes med befintliga modeller för samma ändamål. De huvudsakliga slutsatserna av modellutvärderingen är: • Internt mantelmotstånd, pålens diameter samt pålens hastighet/acceleration var de faktorer som hade störst inverkan på resultatet hos de modeller som avser utvärdera huruvida jordpluggning är att förvänta. • Pålens diameter visade sig få mindre inverkan på beräknat drivmotstånd i den nyligen publicerade modellen, baserad på mätningar av plugglängd relativt penetrationsdjup, jämfört med i den befintliga modellen. Examensarbetet innefattar även en fältstudie genomförd under inledningen av pålningsarbetet vid uppförandet av nya Värtahamnen i Stockholm. Markförhållandena på platsen medför att pålarna drivs genom bottenmorän, ett jordförhållande där det i stor utsträckning saknas erfarenheter relaterade till jordpluggning. Med hjälp av pålprotokoll jämfördes drivbarheten hos 146 öppna och slutna pålar med diametrar 914-1168 mm. Målet var att fastställa huruvida öppna pålar medförde ökad drivbarhet och i så fall under vilket skede av drivprocessen. Pålprotokollen användes för att kvantifiera vinsten i form av drivtid samt erforderlig drivenergi. De huvudsakliga slutsatserna från fältstudien är: • Betydande tidsvinst kunde påvisas för öppna pålar, jämfört med stängda pålar. Tidsvinsten var större under slagdrivning än under vibrationsdrivning och i snitt 9 minuter jämfört med 26 minuter för stängda pålar. • I motsats till det förväntade utfallet, nämligen att de öppna pålarna inte skulle plugga, antyder resultaten att majoriteten av tidsvinsten kan kopplas till att de öppna pålarna var mer stabila under drivning vilket resulterade i färre korrigeringar
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Muller, Eugene 1951. "In situ measurement of the cohesion of a cemented alluvial soil." Thesis, The University of Arizona, 1989. http://hdl.handle.net/10150/277090.

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A modified plate load (MPL) test was developed to measure the in situ cohesion of a carbonate or caliche cemented soil. The MPL test was performed on the crest of a vertical cut in alluvial soil with a steel plate loaded until the soil failed. A three-dimensional slope stability analysis was then used to back calculate soil cohesion. In situ test results were used in conjunction with laboratory testing of deaggregated soils samples to completely define the Mohr-Coulomb strength parameters of the in situ soil. In order to check the result of the in situ test procedure, the field test conditions were modeled for use in a two-dimensional slope stability analysis using the computer program CSLIP1. A comparison of the results shows reasonable values of soil cohesion were obtained using the MPL test method.
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Obregon, Laura. "Generating And Measuring Prescribed Levels Of Cohesion In Soil Simulants In Support Of Extraterrestrial Terramechanics Research." ScholarWorks @ UVM, 2018. https://scholarworks.uvm.edu/graddis/832.

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Scientists have been well aware of the complexity of Martian and lunar regoliths. There are vast unexplored areas on both, the Moon and Mars, as well as uncertainties in our understanding of the physicochemical properties of their regoliths. Lunar and Martian regoliths differ from terrestrial soils in that they appear granular, but are expected to contain some cohesion. As such, cohesion in regolith poses challenges for future space operations, more specifically for landing, settlement, and mobility purposes. The ability to induce prescribed levels of cohesion in regolith simulants and reliably measure it would allow scientists to evaluate space technology limitations under different operational scenarios on Earth prior to a mission. Therefore, the objectives of this research were to (1) develop methods to induce prescribed levels of cohesion in dry granular media, and (2) evaluate accessible and reliable testing methods to measure cohesion. We developed and evaluated several methods to induce cohesion in two types of dry sand, F-75 silica sand and generic play sand. The methods to induce cohesion included play sand mixed with sugar-water, polymeric sand, and nanocellulose fibers, as well as F-75 sand mixed with polydimethylsiloxane, polyvinyl acetate, crystalline silica, agar, zero-valent iron, adhesive spray, and sand surface modification using a plasma gun. Each method was assessed for advantages and disadvantages, and laboratory specimens produced using the most promising methods were tested at different compositions and densities to measure cohesion. The laboratory methods used to measure the cohesion included direct shear test, simple direct shear test, and vertical cut test. The results from these tests were then compared to tensile strength tests, using a split box test. In addition, these tests were also performed on lunar simulants JSC-1A and GRC-3 at different densities. The direct shear apparatus was available, but the other three devices were fabricated as part of this work. Based on the research results, simple methods to potentially induce low levels of cohesion in dry granular media are suggested along with suitability of laboratory methods to measure the added cohesion.
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Meftah, Khaled. "Mécanique des sols anisotropes : caractérisation de l'anisotropie des sols et prise en compte dans le calcul des ouvrages." Paris 6, 1988. http://www.theses.fr/1988PA066413.

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Ce rapport comprend quatre parties: la premiere partie consiste en une description detaillee de l'origine et des formes de l'anisotropie des sols; une place importante est accordee a la mise en evidence et la caracterisation de l'anisotropie de la cohesion non drainee des argiles; la seconde partie decrit les principes des modeles elastiques lineaires aelotropes et passe en revue les methodes de determination des parametres d'elasticite aelotrope et leurs valeurs disponibles dans la litterature, pour les sables et pour les argiles; dans la troisieme partie, apres une revue des solutions publiees pour les contraintes et les deformations dans differents cas de charge, on presente deux etudes parametriques en elements finis de l'effet de l'anisotropie sur le comportement a court terme et sur la consolidation des massifs de sols argileux; enfin, dans la quatrieme partie, on aborde le probleme de la stabilite des ouvrages en sol anisotropes, et plus particulierement la capacite portante des fondations superficielles et la stabilite des pentes
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Rocha, Igor Pinheiro da. "Relação entre a erosão marginal, atributos físicos do solo e variáveis hidrológicas e climáticas no baixo São Francisco sergipano." Universidade Federal de Sergipe, 2009. https://ri.ufs.br/handle/riufs/6609.

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Changes in the hydrological regimen of the Lower São Francisco River, caused by the installation of big hydroelectric plants in the river channel, have provoked an advanced erosion process by the riverbank vulnerability and also to the amplified character of some hydrological and climatic variables in this part of the river basin. The consequence of this fast erosion process is translated in an environmental, economic and social lack of sustainability to the region, which had negative impacts in fish assemblages, navigation, civil construction and reduction of agroecosystem s productive area. The objective of this work was to verify the influence of the soil physical characteristics and the hydrological and climatic variables in the erosion process in the right margin of the Lower São Francisco River. Through labs assays of soil samples, it was possible to know the main soil physical characteristics of the bank slope and establish the relations with the vulnerability to the riverbank erosion. Historical series of hydrological and climatic variables has been investigated in order to verify a correlation between these variables and the erosion rates. The main soil characteristic that contribute to its disaggregation was the soil texture, mainly composed by coarse particles. It was observed that slope is vulnerable to the riverbank erosion, that doesn t possess a necessary particles aggregation, what characterize stability. The regular rain season in the region has a little contribution to the increase of bank erosion. However, this variable influences the wind direction. Also, it was recognized a correlation between the river s discharge increase and water flux velocity, with a remarkable increase of riverbank erosion, what suffers influences from the reorientation of the natural waves front, shocking against the slope.
Em conseqüência da implantação de grandes projetos hidrelétricos no canal do rio São Francisco, a alteração do regime hídrico no seu baixo curso, tem provocado um avançado processo erosivo em função da vulnerabilidade do solo do talude da margem do rio e do caráter amplificado que algumas variáveis climáticas e hidrológicas. A consequência deste acelerado processo erosivo é traduzida num quadro de insustentabilidade ambiental, econômica e social para a região, devido aos impactos negativos na ictiofauna, navegabilidade, obras civis e redução de área agricultável dos agroecossistemas locais. O objetivo deste trabalho foi verificar a influência dos atributos físicos do solo e o efeito das variáveis hidrológicas e climáticas nos processos erosivos da margem direita do Baixo São Francisco. A partir da realização de ensaios laboratoriais, procurou-se conhecer os principais atributos físicos do solo que compõe o talude da área de estudo, e estabelecer as relações com a vulnerabilidade desse talude à erosão marginal. Séries históricas de variáveis hidrológicas e climáticas foram investigadas a fim de se observar a correlação entre estas variáveis e as taxas de erosão. O principal atributo do solo que contribuiu para sua desagregação foi a composição granulométrica, representada na maior parte, por partículas grosseiras. Foi possível observar que o talude estudado é vulnerável à erosão marginal por não apresentar agregação necessária das suas partículas de solo, que caracterize a estabilidade do mesmo. As precipitações pluviais ocorridas na região pouco contribuíram diretamente para o incremento da erosão marginal, no entanto, esta variável influencia a direção dos ventos. Também se constatou a correlação entre os aumentos da vazão e da velocidade do fluxo com o expressivo aumento da erosão marginal, que, também sofre influência da reorientação da frente de ondas naturais ao se chocar contra o talude marginal.
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Mattar, Joe. "An investigation of tunnel-soil-pile interaction in cohesive soils /." Thesis, McGill University, 2007. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=112577.

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Underground tunnels are considered to be a vital infrastructure component in most cities around the world. Careful planning is always necessary to ensure minimum impact on nearby surface and subsurface structures. This thesis describes the experimental and numerical investigations carried out at McGill University to examine the effect of existing pile foundation on the stresses developing in a newly constructed tunnel supported by a flexible lining system. A small scale testing facility was designed and built to simulate the process of tunnel excavation and lining installation in the close vicinity of pre-installed piles. Lining stresses were measured for different separation distances between the tunnel and the existing piles. Significant decrease in circumferential stresses was observed when the lining was installed at a distance that ranges between one to three times the tunnel diameter from the piles. Two-dimensional finite element analyses were also conducted to investigate the different aspects of the pile-soil-lining interaction including lining deformation, axial forces and bending moments. The measured lining stresses agreed with those obtained using finite element analysis. The results presented in this study provided an insight into understanding an important aspect of this soil-structure interaction problem.
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Kim, Dong Gyou. "Development of a constitutive model for resilient modulus of cohesive soils." Columbus, Ohio : Ohio State University, 2004. http://rave.ohiolink.edu/etdc/view?acc%5Fnum=osu1078246971.

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Thesis (Ph. D.)--Ohio State University, 2004.
Title from first page of PDF file. Document formatted into pages; contains xxvi, 252 p.; also includes graphics. Includes abstract and vita. Co-advisors: Frank M. Croft and Tarunja S. Batalia, Dept. of Civil Engineering. Includes bibliographical references (p. 122-131).
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Biswas, Sharbaree. "Study of cohesive soil-granular filter interaction incorporating critical hydraulic gradient and clogging." Access electronically, 2005. http://www.library.uow.edu.au/adt-NWU/public/adt-NWU20060221.100311/index.html.

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Mobley, Thomas Jackson Melville Joel G. "Erodibility testing of cohesive soils." Auburn, Ala, 2009. http://hdl.handle.net/10415/1776.

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Rameau, Hugues Georges. "Influences de la pluviométrie sur la stabilité de talus routiers: méthodologie adaptée pour l'évaluation du profil hydrique temporel du sol et sa prise en compte dans les calculs de stabilité en Haïti." Doctoral thesis, Universite Libre de Bruxelles, 2010. http://hdl.handle.net/2013/ULB-DIPOT:oai:dipot.ulb.ac.be:2013/210025.

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Les routes sont normalement pourvues de systèmes de drainage dimensionnés et exécutés conformément aux règles de l’art en vue d’évacuer, le plus rapidement possible de l’emprise de la route, les eaux des précipitations à considérer sur la base des périodes de retour prises en compte. Toutefois, il subsiste souvent des écoulements d’eau indésirables au niveau des talus et parfois dans les accotements et/ou les surfaces de roulement non imperméabilisées. Une succession de pluies entraîne des infiltrations d’eau qui varient notamment en fonction des conditions climatiques et suivant la texture et la structure du sol. De telles infiltrations ont pour conséquence la réduction des coefficients de sécurité des talus.

Bien qu’il existe plusieurs publications scientifiques traitant de pluies qui ont conduit à des glissements de terrain (Lim et al. 1996 ;Cho et al. 2001 ;Kim et al. 2004 ;Xue et al. 2007 ;Gavin et al. 2008), les incidences des infiltrations résultant de pluies successives sur le comportement des couches superficielles des sols non saturés ne sont généralement pas prises en compte. Les modèles permettant le calcul de la stabilité de talus des massifs de sols non saturés exigent beaucoup de paramètres parfois difficiles à évaluer et se rapportent ordinairement aux cas d’instabilité provoqués par une remontée du niveau piézométrique des nappes phréatiques.

Sur la base des essais réalisés en laboratoire, une méthodologie adaptée permettant d’évaluer la variation spatio-temporelle de la teneur en eau du sol en fonction d’une suite de pluies a été développée. Cette méthodologie facilite la prise en compte des effets cumulés des taux d’infiltration associés aux évènements pluvieux et permet d’en déduire le profil de succion ainsi que celui de la cohésion apparente à utiliser en vue de calculer, pour une inclinaison β du talus, l’intervalle de variation du coefficient de sécurité Fs. La méthodologie développée présente un intérêt particulier dans le cas de budgets et infrastructures limités.

ABSTRACT

Roads are normally equipped with drainage systems sized and implemented in accordance with the rules of art to evacuate as quickly as possible to the right of way, water precipitation to be considered on the basis of return periods taken into account. However, there are often water flows at the slope side and sometimes in the shoulders and / or running surfaces that are not waterproof. A succession of rain causes a certain amount of water infiltration, which varies according to climatic conditions and depending on the soil texture and structure. Such infiltrations have resulted in reduced safety factor of slopes.

Although there are several scientific publications on rainfall leading to landslides (Lim et al. 1996; Cho et al. 2001, Kim et al. 2004; Xue et al. 2007; Gavin and al. 2008), impacts resulting from infiltration of successive rains on the behavior of surface layers of unsaturated soils are usually not taken into account. Models for calculating the slope stability of unsaturated soils require many parameters that can be, in certain circumstances, difficult to assess and refer generally to cases of instability caused by a rise in groundwater level.

Based on laboratory tests, a suitable methodology for assessing the spatial and temporal variation of soil water content induced by a set of rains has been developed. This methodology facilitates the inclusion of the cumulative effects of the infiltration rates associated with rain events and infers from them the profile of suction and that of the apparent cohesion to be used to calculate, for a slope angle β, the range of variation of the safety factor Fs. This methodology is particularly relevant in the case of limited budgets and infrastructures.
Doctorat en Sciences de l'ingénieur
info:eu-repo/semantics/nonPublished

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Books on the topic "Soil cohesion"

1

International Workshop on Constitutive Equations for Granular Non- cohesive Soils (1987 Cleveland, Ohio). Constitutive equations for granular non-cohesive soils: Proceedings of the International Workshop on Constitutive Equations for Granular Non-cohesive Soils, Cleveland, 22-24 July 1987. Rotterdam: A.A. Balkema, 1989.

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Coppola, Luigi. Hydrogeological Instability in Cohesive Soils. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-74331-8.

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Krasiński, Adam. Pale przemieszczeniowe wkręcane: Współpraca z niespoistym podłożem gruntowym = Screw displacement piles : interaction with non-cohesive soil. Gdańsk: Wydawnictwo Politechniki Gdańskiej, 2013.

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DellaCorte, Christopher. Thermal processing effects on the adhesive strength of PS304 high temperature soild lubricant coatings. [Cleveland, Ohio]: National Aeronautics and Space Administration, Glenn Research Center, 2001.

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Ting, Francis C. K. Evaluation of SRICOS method on cohesive soils in South Dakota. Fargo, N.D.]: Mountain-Plains Consortium, 2010.

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Hedges, Joseph Delbert. The scour of cohesive soils by an inclined submerged water jet. Springfield, Va: Available from the National Technical Information Service, 1990.

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Kesteren, Walther G. M. van., ed. Introduction to the physics of cohesive sediment in the marine environment. Amsterdam: Elsevier, 2004.

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Nearshore and Estuarine Cohesive Sediment Transport Conference (4th 1994 Wallingford, England). Cohesive sediments: 4th Nearshore and Estuarine Cohesive Sediment Transport Conference, INTERCOH '94, 11-15 July 1994, Wallingford, England, UK. Chichester: John Wiley, 1997.

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Pier and contraction scour in cohesive soils. Washington, D.C: Transportation Research Board, 2004.

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Pier and Contraction Scour in Cohesive Soils. Washington, D.C.: Transportation Research Board, 2004. http://dx.doi.org/10.17226/13774.

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Book chapters on the topic "Soil cohesion"

1

Kemper, W. D., M. S. Bullock, and A. R. Dexter. "Soil Cohesion Changes." In Mechanics and Related Processes in Structured Agricultural Soils, 81–95. Dordrecht: Springer Netherlands, 1989. http://dx.doi.org/10.1007/978-94-009-2421-5_8.

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Khodavirdizadeh, Akbar, Ebrahim Asghari-Kaljahi, and Sepideh Abolhasanzadeh. "Sensitivity of Soil Cohesion on the Stability of Gougerd Landslide, Northwest of Iran." In Engineering Geology for Society and Territory - Volume 2, 1281–84. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-09057-3_225.

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Merrien-Soukatchoff, Véronique, Kamel Omraci, and Le Nickel-SLN. "Various Assessments of the Characteristic Values of Soil Cohesion and Friction Angle: Application to New Caledonian Laterite." In Engineering Geology for Infrastructure Planning in Europe, 144–52. Berlin, Heidelberg: Springer Berlin Heidelberg, 2004. http://dx.doi.org/10.1007/978-3-540-39918-6_18.

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Nakahara, Tomohiro, Kyohei Ueda, and Susumu Iai. "Modelling of Cohesive Soils: Soil Element Behaviors." In Developments in Earthquake Geotechnics, 317–40. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-62069-5_15.

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Gautam, Tej P. "Cohesive Soils." In Encyclopedia of Earth Sciences Series, 161–62. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-73568-9_60.

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Gautam, Tej P. "Cohesive Soils." In Selective Neck Dissection for Oral Cancer, 1–2. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-12127-7_60-1.

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Verruijt, Arnold. "Vertical Slope in Cohesive Soil." In An Introduction to Soil Mechanics, 329–34. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61185-3_43.

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Vielhaber, Beate, Stefan Melchior, and Günter Miehlich. "Studies on the Efficiency of Compacted Cohesive Soil Liners for Landfills." In Contaminated Soil ’90, 1191–98. Dordrecht: Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-011-3270-1_271.

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Lazebnik, George E., and Gregory P. Tsinker. "Stiff Foundations on Cohesive and Nonhomogeneous Soils." In Monitoring of Soil-Structure Interaction, 153–64. Boston, MA: Springer US, 1998. http://dx.doi.org/10.1007/978-1-4615-5979-5_9.

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Mir, Bashir Ahmed. "Vane Shear Test for Cohesive Soils." In Manual of Geotechnical Laboratory Soil Testing, 267–79. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003200260-13.

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Conference papers on the topic "Soil cohesion"

1

Jayakumar, Paramsothy, Dave Mechergui, and Tamer M. Wasfy. "Understanding the Effects of Soil Characteristics on Mobility." In ASME 2017 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/detc2017-68314.

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The Army’s mission is to develop, integrate, and sustain the right technology solutions for all manned and unmanned ground vehicles, and mobility is a key requirement for all ground vehicles. Mobility focuses on ground vehicles’ capabilities that enable them to be deployable worldwide, operationally mobile in all environments, and protected from symmetrical and asymmetrical threats. In order for military ground vehicles to operate in any combat zone, mobility on off-road terrains should be extensively investigated. Mobility on off-road terrains is poorly understood because of the empirical and semi-empirical methods used in predicting the mobility map. These methods do not capture the soil deformation as well as its non-linear behavior. The discrete element method (DEM) was identified as a high-fidelity method that can capture the deformation of the soil and its non-linear behavior. The DEM method allows to simulate the vehicle on any off-road terrain and to generate an accurate mobility map. In this paper, a simulation study was undertaken to understand the influence of soil characteristics on mobility parameters such as wheel sinkage, wheel slip, vehicle speed, and tractive force. The interaction of the vehicle wheels with soft soil is poorly understood, this study helps understand this interaction. A nominal wheeled vehicle model was built in the DIS/IVRESS software and simulated over different cohesive and non-cohesive soils modeled using DEM. Some characteristics of these soils were varied namely, the soil inter-particle cohesion, the soil inter-particle friction, the soil particle size, and the soil density. The mobility parameters were measured and correlated to the soil characteristics. This study showed that the vehicle speed increased with cohesion, friction, soil density, and particle size, while wheel sinkage and wheel slip decreased with those parameters. The influence of these characteristics combined is more complex; extensive studies of other soil characteristics need to be carried out in the future to understand their effect on vehicle mobility.
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John M Fielke, Mustafa Ucgul, and Chris Saunders. "Discrete Element Modeling of Soil-Implement Interaction Considering Soil Plasticity, Cohesion and Adhesion." In 2013 Kansas City, Missouri, July 21 - July 24, 2013. St. Joseph, MI: American Society of Agricultural and Biological Engineers, 2013. http://dx.doi.org/10.13031/aim.20131618800.

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Volokitin, Mitrofan. "PHYSICAL DEGRADATION OF SOILS DURING THEIR USE." In Land Degradation and Desertification: Problems of Sustainable Land Management and Adaptation. LLC MAKS Press, 2020. http://dx.doi.org/10.29003/m1712.978-5-317-06490-7/218-222.

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The issues related to the degradation of agrophysical parameters of soils are considered. The studies were carried out on gray forest soils of the northern forest-steppe. The assessment of the degree of degradation of the water resistance of the macrostructure of soils during their agricultural use has been carried out. The relationship between the bulk density and the lowest moisture capacity, inter-aggregate cohesion and the filtration coefficient of gray forest soil has been established. Soil losses during thawed runoff were estimated.
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Katti, Ramanath K. "Coulumbian Cohesion Approach to Engineering of Expansive Soil Deposits: Field Performance." In Geo-Denver 2000. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40510(287)32.

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Zeinoddini, Mostafa, and Mahmood Nabipour. "Numerical Investigation on the Pull-Out Behaviour of Suction Caissons in Clay." In 25th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2006. http://dx.doi.org/10.1115/omae2006-92058.

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Since their inception suction caisson foundations have presented themselves as proven means of anchoring floating production systems and fixed offshore structures. The pull-out capacity of suction caissons remains a critical issue in their applications, and in order to produce effective designs, reliable methods of predicting the capacity are required. In this paper results from a numerical investigation on the behaviour of the suction caissons in clays against pull-out loading have been presented. Soil nonlinearities, soil/caisson interactions and the effects from the suction on the behaviour have been taken into account. A linear relationship has been observed between the soil cohesion values and the pull-out capacity. Under drained conditions, beyond specific limits of soil cohesion values, the increase in the cohesion value have found to demonstrate no further influence on the pull-out capacity. The soil internal friction angle has been noticed to have an exponential increasing effect on the pull-out capacity. With constant values of the caisson diameter, an increase in the aspect ratio noticed to have a second order effect of the friction originated part and a linear influence on the cohesion originated part of the resistance. With constant values of the caisson length, an increase in the aspect ratio values has found to result in an exponential decrease of the pull-out capacity. Based on the obtained numerical results simple formulations and approximations have been proposed in order to estimate the effects of the studied parameters on the pull-out capacities.
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Neelamani, S., and K. Al-Banaa. "Inline and Vertical Wave Force Variation due to Burial of Submarine Pipeline in Random Wave Fields." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49431.

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Marine pipelines encounter significant dynamic forces due to the action of waves. In order to reduce such forces, they are buried below the seabed. The wave force on the pipeline at any depth of burial for the given hydrodynamic condition depends on the properties of the sea bed soil. Physical model is used for assessing the hydrodynamic force on the pipeline for a wide range of random wave conditions, for different burial depths and in four types of soils. It is found that for all the four soil types, the horizontal force reduces with increase in depth of burial, whereas the vertical force generally increases up to certain depth of burial, mainly due to the significant change in the magnitude as well as the phase lag between the pore water pressures in the vertical direction. Among the soils, well graded soil is good for half burial of pipeline, since the least vertical force occurs for this soil. On the other hand, uniformly graded and low hydraulic conductivity soil attracts the maximum vertical force for half burial. On the other hand, such soil is good for full burial or further increase of burial, since it attracts less vertical force when compared to the other soils. The results of this study will help the submarine pipeline design engineers to select the minimum safe burial depth in a range of cohesion-less soil.
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Al-Obaidi, Ahmed, Mahmoud Mahmoud, Rizgar Hummadi, and Dunya Thieban. "Engineering Properties of Soil Immersed in Heavy Fuel Oil Waste." In INTERNATIONAL CONFERENCE ON ARCHITECTURAL AND CIVIL ENGINEERING 2020. Cihan University-Erbil, 2021. http://dx.doi.org/10.24086/aces2020/paper.289.

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The power production industries often use gas turbines running on diesel oil, crude oil, or heavy fuel oil (HFO); the use of HFO in the gas power plants needs a sequence of treating processes in a particular treating unit. The HFO processes for treating produce large quantities of the wastewater due to the different treatment stages that, in most, are physical, and the resulted wastewater is called the HFO Waste. The common disposal method that majorly used in getting rid of the HFO waste is the ground pits or pools (directly on the natural soil surface) that work as large reservoirs to keep the large quantities of the outcome HFO Waste in order to re-consuming it for another utility or as a permanent disposing method. In this research, an extensive laboratory testing program was carried out to determine the effects of HFO waste on some of the geotechnical properties of different gypsum soils (slightly, moderately, and highly gypseous soil). The samples were extruded from different positions around the pool area at the Baiji Power Plant site and at different depths (1.0-3.0 m). The testing program includes basic soil properties, direct shear, compressibility, and collapsibility on natural and polluted soil samples at the same densities. The polluted samples were chosen at different saturation levels (10, 50, and 100) % respectively. The results showed an increase in the internal friction angle to its maximum value at a low degree of waste saturation, then going down, the cohesion is zero or negligible. Polluted soil had a compression index less than the compression index for non-polluted soil. The collapse potential for HFO waste flooded soils is higher than that of soils flooded with water.
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Xu, Guohui, Huixin Liu, Xin Wang, Congcong Wei, and Minsheng Zhang. "Dynamic Triaxial Experimental Study on Wave-Induced Strength Weakening of Subaqueous Yellow River Delta Silty Soil Under Wave Action." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79070.

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Silty soil in the Chengbei region of the Yellow River Delta is prone to geological hazards including landslides, collapses, silt flow, etc. The failure of silty soil is closely correlated with its strength change induced by wave action. In this study, dynamic triaxial experiments were employed to explore the relationship between oscillation times and dynamic shear strength of silty soil in the Subaqueous Yellow River Delta by modeling wave-seabed interactions. This paper studies the change law of dynamic shear strength, cohesion and internal friction angle with the oscillation time. The results indicate that the strength weakening of silty soil follows the rule of power function attenuation. In addition, failure modes, variations in pore pressure together with the microstructures are also discussed in this paper through careful observation of the samples.
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Neelamani, S., and K. Al-Banaa. "Variation in Wave Forces on Buried Submarine Pipeline in Different Types of Soils in Random Waves." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83018.

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Submarine pipelines encounter significant wave forces in shallow coastal waters due to the action of waves. In order to reduce such forces (also to protect the pipe against anchors and dropped objects) they are buried below the seabed. The wave force variation due to burial depends on the engineering characteristics of the sub soil like hydraulic conductivity and porosity, apart from the design environmental conditions. For a given wave condition, in certain type of soil, the wave force can reduce drastically with increased burial and in certain other type of soil, it may not. It is hence essential to understand how the wave forces (both horizontal and vertical) vary while the pipeline is buried in soils of different hydraulic conductivity. The selection of minimum safe burial depth of submarine pipelines mainly depends on the magnitude of wave force on the buried submarine pipeline. The minimum safe burial depth is the depth of burial at which the hydrodynamic forces encountered by the submarine pipelines do not destabilize them during the design environmental condition. The variation of wave forces on buried submarine pipeline is investigated using four different cohesion less soils with hydraulic conductivity varying from 0.286 mm/s to 1.84 mm/s. The physical modeling investigations were carried out for a wide range of random wave conditions (PM spectrum with significant wave heights from 5 to 20 cm and peak period from 1.0 to 3.0 s) and for different depth of burial. The horizontal and vertical hydrodynamic forces on the submarine pipeline were estimated by numerically integrating the measured dynamic pressures around the circumference of the pipe line at 12 points. It is found from the study that the horizontal force reduces with increase in depth of burial, and is less dependent on the hydraulic conductivity of the soil. Whereas, the vertical wave force varies quite significantly (generally increases up to certain depth of burial and reduces with further increase in depth of burial), mainly due to the significant change in the magnitude and the phase lag between the dynamic pore water pressures. In general, if the hydraulic conductivity is high (order of 1.84 mm/s), then varying the relative burial depth from e/D = 0.5 to 1.5 does not provide appreciable advantage from the vertical force reduction point of view. On the other hand, for a soil with low hydraulic conductivity (order of 0.29 mm/s), changing the depth of burial from e/D = 0.5 to 1.5 reduces the vertical wave force more than 50%, where ‘e’ is the vertical distance between the sea floor and pipeline bottom and ‘D’ is the pipeline diameter. For half buried (or half exposed) condition, the pipeline in the soil with high hydraulic conductivity attracts the least vertical force and attracts high vertical force in the soil with low hydraulic conductivity, due to appreciable Bernoulli effect in low hydraulic conductivity soil. The results of this study will help the submarine pipeline design engineers to select the minimum safe burial depth in a range of cohesion-less soil in a wide range of hydraulic conductivity and random wave conditions.
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Zeinoddini, Mostafa, Woorya H. Shariati, and Mahmood Nabipour. "Numerical Investigation Into Parameters Influencing the Installation of Suction Caissons in Sand." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57584.

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This paper reports results from a numerical investigation into the suction caissons penetration in sand. Two dimensional axisymmetric models have first been calibrated and verified against several laboratory and field test data from other researchers. Soil nonlinearities and soil/caisson interactions have been taken into account. The verified models have then been used to evaluate the effects from various soil/structure characteristics on the performance of the suction caissons during the installation phase in sand. The results of the current study show that the total installation force required for the full penetration of the caisson has a second order relationship with the soil/caisson interface strength reduction factor. The soil cohesion has also been found to have a second order effect on the total installation force. The soil internal friction angle, and the soil modulus of elasticity have each been noticed to present an increasing linear effect on the total installation force. It has also been observed that while the caisson diameter remains constant, with an increase in the caisson length the total installation force almost linearly increases. This is the same when the caisson length is kept constant but its diameter increases. Dilatancy angle and Poisson’s ratio have been realized to have a second order monotically increasing effect on the total installation force.
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Reports on the topic "Soil cohesion"

1

Kim, Kwangkyum, Monica Prezzi, and Rodrigo Salgado. Interpretation of Cone Penetration tests in Cohesive Soils. West Lafayette, IN: Purdue University, 2006. http://dx.doi.org/10.5703/1288284313387.

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Herrmann, Leonard R., Victor Kaliakin, and C. K. Shen. Improved Numerical Implementation of the Bounding Surface Plasticity Model for Cohesive Soils. Fort Belvoir, VA: Defense Technical Information Center, December 1985. http://dx.doi.org/10.21236/ada163572.

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