Relevant bibliographies by topics / Cohesionless soil

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

Academic literature on the topic 'Cohesionless soil'

Author: Grafiati
Published: 4 June 2021
Last updated: 11 June 2025

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Journal articles on the topic "Cohesionless soil"

1

Stewart, William. "Uplift capacity of circular plate anchors in layered soil." Canadian Geotechnical Journal 22, no. 4 (1985): 589–92. http://dx.doi.org/10.1139/t85-078.

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For anchors embedded in cohesive soil, the uplift capacity remains almost constant when the ratio of anchor embedment depth to anchor diameter (D/B) increases above about 4.5. The uplift capacity of anchors in cohesionless soil increases as D/B increases and the increase is greater with increased density of the cohesionless soil. Then, given that an anchor is embedded in cohesive soil, it may be possible to increase the uplift capacity of the anchor by placing a cohesionless overlay on the clay layer.The purpose of the model tests reported in this note was to investigate the effectiveness of placement of a cohesionless layer over a clay seabed in increasing the uplift capacity of a shallow anchor buried in the clay (D/B < 2.0). The sand overburden did increase the uplift capacity, but to obtain a substantial increase in capacity, a very large anchor displacement is required. In fact, the anchor had to displace through almost the entire clay layer before it mobilized the frictional resistance of the sand overlay. Key words: circular anchor, uplift, layered system.
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da Fonseca, António Viana, Diana Cordeiro, and Fausto Molina-Gómez. "Recommended Procedures to Assess Critical State Locus from Triaxial Tests in Cohesionless Remoulded Samples." Geotechnics 1, no. 1 (2021): 95–127. http://dx.doi.org/10.3390/geotechnics1010006.

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The critical state theory is a robust conceptual framework for the characterisation of soil behaviour. In the laboratory, triaxial tests are used to assess the critical state locus. In the last decades, the equipment and testing procedures for soil characterisation, within the critical state framework, have advanced to obtain accurate and reliable results. This review paper summarises and describes a series of recommended laboratory procedures to assess the critical state locus in cohesionless soils. For this purpose, results obtained in the laboratory from different cohesionless soils and triaxial equipment configurations are compiled, analysed and discussed in detail. The procedures presented in this paper reinforce the use of triaxial cells with lubricated end platens and an embedded connection piston into the top-cap, together with the verification of the full saturation condition and the measurement end-of-test water content—preferable using the soil freezing technique. The experimental evidence and comparison between equipment configurations provide relevant insights about the laboratory procedures for obtaining a reliable characterisation of the critical state locus of cohesionless geomaterials. All the procedures recommended herein can be easily implemented in academic and commercial geotechnical laboratories.
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Mazurek, Kerry A., and Tanvir Hossain. "Scour by jets in cohesionless and cohesive soils." Canadian Journal of Civil Engineering 34, no. 6 (2007): 744–51. http://dx.doi.org/10.1139/l07-005.

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A technique is developed in this paper to unify the methods of analyzing scour by turbulent water jets in cohesionless and cohesive soils. Data from previous studies using circular turbulent impinging jets and circular turbulent wall jets are used to compare the scour in low void ratio cohesive soils to that in uniform sands and gravels. Scour by these jets is related to the dimensionless excess stress on the soil bed. It is seen that this parameter will likely work well for developing a method to predict scour for circular wall jets that is applicable to both materials. However, a circular impinging jet appears to vary appreciably in its interaction with the bed between the two types of soil, which makes developing a unified method to predict scour by impinging jets more difficult. Key words: erosion, scour, water jets, cohesionless sediments, cohesive sediments, fine-grained soils, coarse-grained soils.
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Budhu, Muniram, and Trevor G. Davies. "Nonlinear analysis of laterality loaded piles in cohesionless soils." Canadian Geotechnical Journal 24, no. 2 (1987): 289–96. http://dx.doi.org/10.1139/t87-034.

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The results of a numerical analysis of single laterally loaded piles embedded in cohesionless soils, taking soil yielding into account, are presented. The analysis is intended to serve as an independent alternative to the well-known p–y method. The input parameters for the soil are the angle of internal friction and a parameter characterizing the increase in soil stiffness with depth, here assumed to be linear. A parametric study shows that soil yielding significantly increases the maximum pile bending moments and lateral displacements. Equations suitable for routine design applications are presented and the ease with which these can be applied in practice is demonstrated by an illustrative example. Good agreement between the theoretical results and data from published case histories attests to the validity of the method. Key words: analysis, angle of friction, cohesionless, deformation, design, failure, foundations, piles, lateral, loads.
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Sasitharan, S., P. K. Robertson, and D. C. Sego. "Sample disturbance from shear wave velocity measurements." Canadian Geotechnical Journal 31, no. 1 (1994): 119–24. http://dx.doi.org/10.1139/t94-013.

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Effective techniques are currently available to obtain undisturbed samples of cohesive soils. However, little advance has been made in the procurement of undisturbed samples of cohesionless soils such as sands, silty sands, and clayey sands. In the area of earthquake design and liquefaction, researchers and practitioners are becoming increasingly aware of the importance of obtaining high-quality undisturbed samples of cohesionless soils. In situ ground-freezing techniques can be used to obtain undisturbed samples of cohesionless soils. However, there is still concern regarding the possibility of disturbance during the freezing and thawing of the samples. Shear wave velocity is a direct measurement of the stiffness of the soil skeleton at small strains (<10−4%). Hence, shear wave velocity can be a sensitive measurement to detect changes in void ratio and soil structure due to freezing and thawing. A laboratory study has been performed to evaluate the use of shear wave velocity measurements to detect sample disturbance due to freezing and thawing of cohesionless soils. Samples prepared with different amounts and type of fines were frozen using uniaxial freezing techniques and subsequently thawed. Shear wave velocity measurements were made before and after freezing and thawing of the reconstituted samples. The measured shear wave velocities were unchanged for samples that did not heave (undisturbed) during the freeze–thaw cycle. Samples that heaved (disturbed) showed an associated change in shear wave velocity. Hence, measurements of shear wave velocities in situ and in the laboratory have the potential to identify sample disturbance in granular soils. Key words : in situ, sampling, freezing, disturbance, shear wave velocity.
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Yin, Penghai, and Sai K. Vanapalli. "Model for predicting tensile strength of unsaturated cohesionless soils." Canadian Geotechnical Journal 55, no. 9 (2018): 1313–33. http://dx.doi.org/10.1139/cgj-2017-0376.

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The influence of tensile strength on the behaviour of cohesionless soils is typically ignored in geotechnical engineering practice. However, the tensile cracking and subsequent failure characteristics of earth structures, such as dams, slopes and embankments, are significantly influenced by the tensile strength. For this reason, a semi-empirical model is proposed for predicting the variation of the tensile strength of unsaturated cohesionless soils with the degree of saturation, using the soil-water characteristic curve (SWCC) as a tool. The proposed model is capable of predicting the tensile strength arising from matric suction and surface tension, which are related to saturated pores and to the air–water interface associated with water bridges around interparticle contacts in unsaturated pores, respectively. Information about (i) the matric suction (ua– uw), the capillary degree of saturation (Sc), and the residual degree of saturation (Sr) derived from the SWCC; (ii) the mean particle size (d50) and the coefficient of uniformity (Cu) from the grain-size distribution curve; (iii) the void ratio (e); and (iv) the friction angle ([Formula: see text]) at low normal stress level is required to employ this model. The proposed model is validated by comparing the prediction results with measured tensile strength of 10 different unsaturated cohesionless soils (including five sandy soils and five silty soils). The proposed model is promising for use in engineering practice applications as it only requires conventional soil properties, alleviating the need for cumbersome experimental studies for the determination of tensile strength of unsaturated cohesionless soils.
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Zhou, Xiong, and Yuyou Yang. "Effect of Foam Parameters on Cohesionless Soil Permeability and Its Application to Prevent the Water Spewing." Applied Sciences 10, no. 5 (2020): 1787. http://dx.doi.org/10.3390/app10051787.

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Water spewing from the screw conveyor often occurs in cohesionless soil strata below the groundwater level during tunnel excavation with earth pressure balanced (EPB) tunnel boring machines (TBM). Foaming agents have been extensively employed as soil conditioner during the use of EPB TBMs to change the properties of soil, and the conditioned soil, with its low permeability, was the key to reduce the frequency of water spewing. To determine effect of foam parameters on cohesionless soil permeability, the conditioned sand permeability under different foam liquid half-lives ( T hl ) foam expansion rates (FERs), and foam injection rates (FIRs) was tested. To verify the permeability test results, a case study was carried out to optimize the foam parameters for preventing water spewing. Based on these results, this paper suggests that high-stability foaming agents with a medium FER and FIR represent an effective way to reduce cohesionless soil permeability and to prevent water spewing.
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Tsai, Jiin-Song, and Jia-Chyi Chang. "Three-dimensional stability analysis for slurry-filled trench wall in cohesionless soil." Canadian Geotechnical Journal 33, no. 5 (1996): 798–808. http://dx.doi.org/10.1139/t96-105-325.

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On the basis of the limiting equilibrium and arching theory, a three-dimensional analysis is proposed for slurry-supported trenches in cohesionless soils. This analytical approach is developed by considering the trench stability problem as a vertical soil cut within a fictitious half-silo with a rough wall surronding. Arching effects are considered not only in the vertical direction but also in the horizontal direction. A shell-shaped slip surface of the sliding soil mass is defined by Mohr-Coulomb criterion. The factor of safety is defines as the ratio of the resisting force induced by slurry pressure to the horizontal force required to maintain the stability of the trench wall. Results of the proposed method have been compared with those of two existing analytical methods for a typical trench stability problem. Key words: stability analysis, slurry trench wall, cohesionless soil.
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Tan, Choy Soon, Yong Chang Koh, and Aminaton Marto. "Microzonation Analysis of Cohesionless and Cohesive Soil." MATEC Web of Conferences 103 (2017): 07006. http://dx.doi.org/10.1051/matecconf/201710307006.

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Amini, F., K. S. Tawfiq, and M. S. Aggour. "Cohesionless Soil Behavior Under Random Excitation Conditions." Journal of Geotechnical Engineering 114, no. 8 (1988): 896–914. http://dx.doi.org/10.1061/(asce)0733-9410(1988)114:8(896).

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Dissertations / Theses on the topic "Cohesionless soil"

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Mathiyaparanam, Jeyisanker. "Analysis of acoustic emission in cohesionless soil." [Tampa, Fla] : University of South Florida, 2006. http://purl.fcla.edu/usf/dc/et/SFE0001715.

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Ingram, Ronald J. "Geosynthetic-soil interface properties for cohesionless and cohesive media." Morgantown, W. Va. : [West Virginia University Libraries], 2006. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=4813.

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Thesis (M.S.)--West Virginia University, 2006.<br>Title from document title page. Document formatted into pages; contains xv, 150 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 137-140).
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Chung, Young-Jun. "Bearing capacity of cohesionless soil after the dynamic compaction." Thesis, University of Birmingham, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.364882.

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HASHMI, QUAZI SARWAR EHSAN. "NONASSOCIATIVE PLASTICITY MODEL FOR COHESIONLESS MATERIALS AND ITS IMPLEMENTATION IN SOIL-STRUCTURE INTERACTION." Diss., The University of Arizona, 1987. http://hdl.handle.net/10150/184024.

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A constitutive model based on rate-independent elastoplasticity concepts is developed and used to simulate the behavior of geologic materials under arbitrary three-dimensional stress paths. The model accounts for various factors such as friction, stress path and stress history that influence the behavior of geologic materials. A hierarchical approach is adopted whereby models of progressively increasing sophistication are developed from a basic isotropic-hardening associative model. Nonassociativeness is introduced as correction or perturbation to the basic model. Deviation of normality of the plastic strain increments to the yield surface F is captured through nonassociativeness. The plastic potential Q is obtained by applying a correction to F. This simplified approach restricts the number of extra parameters required to define the plastic potential Q. The material constants associated with the model are identified, and they are evaluated for three different sands (Leighton Buzzard, Munich and McCormick Ranch). The model is then verified by comparing predictions with laboratory tests from which the constants were found, and typical tests not used for finding the constants. The effect of varying initial density of a material on the stress-strain and volumetric response is investigated. An empirical relation is proposed, whereby one parameter is modified based on the initial density, such that improved predictions can be obtained without increasing the total number of parameters. Implementation of the nonassociative model in a finite element program to solve boundary value problems leads to a nonsymmetric stiffness matrix. Besides, using a nonsymmetric solver, three numerical schemes are investigated. The idea of the schemes is to modify the stiffness matrix such that a symmetric equation solver can be used. Prediction of stress-strain, volumetric response and CPU time for different schemes are compared with the predictions obtained using the nonsymmetric solver. The nonsymmetric equation solver used less CPU time and the solutions were more accurate. Based on the above findings, a soil-footing system is analyzed using the finite element techniques. The associative and nonassociative models are used to predict the behavior. For the nonassociative model, solution is obtained by using a nonsymmetric solver. Results obtained from both models are compared with a model footing test performed in the laboratory.
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Lee, Say Yong. "Centrifuge modelling of cone penetration testing in cohesionless soils." Thesis, University of Cambridge, 1990. https://www.repository.cam.ac.uk/handle/1810/250983.

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Al-Karni, Awad Ali. "Seismic settlement and bearing capacity of shallow footings on cohesionless soil." Diss., The University of Arizona, 1993. http://hdl.handle.net/10150/186284.

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Seismic loading reduces the bearing capacity of soils and large settlement can occur. These effects have not been considered adequately in design codes. In this dissertation, the seismic bearing capacity and settlement of soils have been investigated theoretically and experimentally. The theoretical analysis was developed for a dry c-φ soil, considering the effect of the cohesion, and the vertical and the horizontal acceleration components. The seismic bearing capacity was examined by using the concept of shear fluidization of soil, while the seismic settlement was examined using the sliding block model technique. The theory of the shear fluidization of soil was developed for c-φ soils and extended the original application which was limited to cohesionless soils. The experiments were conducted on dry and saturated cohesionless soil using a shake box designed and constructed during this research. The shake box was designed to subject the soil to simple shear conditions during shaking. Model footings, constructed from lead, were used to study the seismic bearing capacity and settlement of shallow footings. The parameters investigated include the horizontal acceleration, the frequency, the safety factor, the footing width, the footing shape and size, the depth of embedment, and the relative density of the soil. The theoretical and the experimental results showed good agreement. Significant reduction in the bearing capacity of the soil, even at low acceleration (e.g. < 0.3 g) and excessive settlement can occur if the seismic bearing capacity becomes lower than the allowable static bearing capacity. Seismic design procedures are proposed and illustrative examples are used to demonstrate the design procedures.
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Rinne, Norman F. "Evaluation of interface friction between cohesionless soil and common construction materials." Thesis, University of British Columbia, 1989. http://hdl.handle.net/2429/27995.

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A reliable quantitative assessment of interface friction parameters between construction materials and the surrounding soil mass where this interface represents a potential failure surface, will allow for less conservatism and/or safer design of soil-structures. This can only be achieved if the factors affecting the interface friction angle δ, are adequately understood. The purpose of this thesis is to obtain such an understanding. The influence of soil particle shape, confining pressure and amount of relative displacement on the value of δ are studied in the laboratory using a ring shear apparatus. Two quartz sands, one angular and the other rounded, with steel, concrete and geosynthetics were used as the interfacing constituents. Test data indicate that the value of δ can vary significantly for each of the surfaces investigated. Smooth HDPE geomembrane exhibits distinct peak and residual δ values that range from 65 to 90% of the friction angle of the surrounding sand. Rough HDPE and PVC geomembrane interfaces are shown to mobilize the full friction angle of the sand. Steel surfaces display a complex interface frictional response that is strongly affected by the amount of relative displacement along the interface. However, concrete surfaces mobilize essentially identical δ values at small and large displacements that are approximately equal to the Φ CV of the interfacing sand.<br>Applied Science, Faculty of<br>Civil Engineering, Department of<br>Graduate
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Latifi, Namin Manouchehr. "A multi-yield surface model in reference state soil mechanics for cohesionless soils and liquefaction problems." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0004/NQ29060.pdf.

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Li, Yuchen. "Ground movements due to excavation in cohesionless soil : physical and analytical models." Thesis, University of Cambridge, 2014. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.648485.

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McCarthy, Donald. "EMPIRICAL RELATIONSHIPS BETWEENLOAD TEST DATA AND PREDICTED COMPRESSION CAPACITY OF AUGERED CAST-IN-PLACE PILES IN PREDOMINANTLY." Master's thesis, University of Central Florida, 2008. http://digital.library.ucf.edu/cdm/ref/collection/ETD/id/2985.

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Augered Cast-In-Place (ACIP) Piles are used in areas were the loading from a superstructure exceeds the soil bearing capacity for usage of a shallow foundation. In Northwest Florida and along the Gulf Coast, ACIP piles are often utilized as foundation alternatives for multi-story condominium projects. Data from 25 compression load tests at 13 different project sites in Florida and Alabama were analyzed to determine their individual relationships between anticipated and determined compression load capacity. The anticipated capacity of the ACIP pile is routinely overestimated due to uncertainties involved with the process of estimating the compressive capacity and procedures of placing the piles; therefore, larger diameter and deeper piles are often used to offset this lack of understanding. The findings established in this study will provide a better empirical relationship between predicted behaviors and actual behaviors of ACIP piles in cohesionless soils. These conclusions will provide the engineer with a better understanding of ACIP pile behaviors and provide a more feasible approach to more accurately determine the pile-soil interaction in mostly cohesionless soils.<br>M.S.<br>Department of Civil and Environmental Engineering<br>Engineering and Computer Science<br>Civil Engineering MS
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Books on the topic "Cohesionless soil"

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Christensen, B. A. Initiation of erosion on sloping cohesionless soil surfaces. Office of Engineering Services, College of Engineering, University of Kentucky, 1988.

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2

Chung, Young-Jun. Bearing capacity of cohesionless soil after the dynamic compaction. University of Birmingham, 2000.

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Lee, Myung Whan. End bearing capacity of a pile in cohesionless soils. University of Birmingham, 1987.

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Hamed, Ahmad Abdul-Hussein. On the end bearing capacity of piles in cohesionless soils. University of Birmingham, 1991.

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Troncoso, J. H. Seismic responses of tailings dams built with cohesionless soils to different types of ground motions. Australian National Committee on Large Dams, 1990.

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Niroumand, Hamed. Irregular Shape Anchor in Cohesionless Soils. Elsevier Science & Technology Books, 2017.

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Westland, John *. A study of segregation in cohesionless soil. 1988.

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Su, Weizhi. Static strength evaluation of cohesionless soil with oversize particles. 1989.

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United States. Federal Highway Administration., Texas Transportation Institute, and Texas A & M University. Dept. of Civil Engineering., eds. Behavior of piles and pile groups in cohesionless soil. U.S. Dept. of Transportation, Federal Highway Administration, 1985.

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Sampling of cohesionless soils. Japanese Society of Soil Mechanics and Foundation Engineering, 1989.

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Book chapters on the topic "Cohesionless soil"

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Roger, Eve, Benjamin Loret, and Jean Paul Calvel. "Detonation of Small Charges Buried in Cohesionless Soil." In Conference Proceedings of the Society for Experimental Mechanics Series. Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-22449-7_13.

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Sinha, Raunak, S. P. Dave, and S. R. Singh. "Lateral Performance of Helical Pile in Cohesionless Soil." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-4005-3_34.

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Aldefae, Asad H., Mohammed S. Shamkhi, and Thulfiqar Kh Alhachami. "Seismic Performance of Cohesionless Soil Underneath Gravity Dam." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-4001-5_15.

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Jasmin, J., and K. Balan. "Strengthening of Cohesionless Soil Using Basalt Fibre Geogrids." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6444-8_21.

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Dave, Margi, and Chandresh Solanki. "Numerical Analysis of Flexible Pipes Buried in Cohesionless Soil." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6466-0_44.

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Dhatrak, Anant I., Himanshu Rajesh Varma, Minal M. Dhage, and Sanjay W. Thakare. "Performance of the Helical Pile Foundation in Cohesionless Soil." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-3383-6_65.

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Shah, Siddharth G., Ankur C. Bhogayata, and Sanjay Kumar Shukla. "Feasibility of Utilization of Metalized Plastic Waste in Cohesionless Soil." In Sustainable Civil Infrastructures. Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-63570-5_5.

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Singh, Amit, and Manash Chakraborty. "Effect of Strain Rate on Strength Behaviour of Cohesionless Soil." In Lecture Notes in Civil Engineering. Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-0890-5_10.

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Birid, Kedar C., and Ramvir Singh Chahar. "Measured and Predicted Settlement of Shallow Foundations on Cohesionless Soil." In Lecture Notes in Civil Engineering. Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0368-5_1.

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Dhatrak, A. I., M. M. Dhage, H. R. Varma, and S. W. Thakare. "Experimental Investigation on Performance of Helical Pile in Cohesionless Soil." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-3383-6_67.

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Conference papers on the topic "Cohesionless soil"

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Deshmukh, V. B., D. M. Dewaikar, and Deepankar Choudhury. "Uplift Capacity of Pile Anchors in Cohesionless Soil." In GeoShanghai International Conference 2010. American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41106(379)34.

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Elfass, Sherif, and Gary Norris. "Undrained Tip Response of Drilled Shaft in Cohesionless Soils." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)146.

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Polito, Carmine P., and Henry H. M. Moldenhauer. "Pore Pressure Generation and Dissipated Energy Ratio in Cohesionless Soils." In Geotechnical Earthquake Engineering and Soil Dynamics V. American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481486.035.

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Orenberg, Peter, Daniel True, Lora Bowman, Herbeft Herrmann, and Robert March. "Use of a Dropped Dynamic Penetrometer in Cohesionless Soil." In Offshore Technology Conference. Offshore Technology Conference, 1996. http://dx.doi.org/10.4043/8027-ms.

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Zou, Haifeng, Guojun Cai, Songyu Liu, Tejo Vikash Bheemasetti, and Anand J. Puppala. "Geostatistical Modeling Resistivity of Cohesionless Soil Using RCPTU Data." In Geo-Chicago 2016. American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784480151.052.

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Koudela, Pavel, Juraj Chalmovsky, and Lumir Mica. "UTILIZATION OF FUSION DEPOSITION MODELLING FOR REINFORCING OF COHESIONLESS SOIL." In 20th SGEM International Multidisciplinary Scientific GeoConference Proceedings 2020. STEF92 Technology, 2020. http://dx.doi.org/10.5593/sgem2020/1.1/s02.094.

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Winters, Katherine E., Oliver-Denzil S. Taylor, Woodman W. Berry, Wesley R. Rowland, and Mark D. Antwine. "Cohesionless Soil Fabric and Shear Strength at Low Confining Pressures." In Geo-Chicago 2016. American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784480151.022.

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Chen, Jie-Ru, and Fred H. Kulhawy. "Axial Uplift Behavior of Pressure-Injected Footings in Cohesionless Soil." In International Deep Foundations Congress 2002. American Society of Civil Engineers, 2002. http://dx.doi.org/10.1061/40601(256)91.

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Xiong, B. L., and L. T. Shao. "Strain Path Research of a Hypoplastic Constitutive Model for Cohesionless Soil." In GeoShanghai International Conference 2006. American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40862(194)40.

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Najjar, Shadi S., and Michel Saad. "Bayesian Updating of Load Settlement Curves for Footings on Cohesionless Soil." In Georisk 2011. American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41183(418)19.

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