Relevant bibliographies by topics / Soil penetration test

Academic literature on the topic 'Soil penetration test'

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Published: 4 June 2021
Last updated: 28 January 2023

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Journal articles on the topic "Soil penetration test"

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Rejšek, K., J. Buchar, VaníčekI, L. Hromádko, V. Vranová, and K. Marosz. "Results of dynamic penetration test – an indicator of the compaction of surface soil horizons by forestry machinery." Journal of Forest Science 57, No. 10 (October 17, 2011): 439–50. http://dx.doi.org/10.17221/4/2011-jfs.

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  The objective of research was, on the basis of the exactly predefined input parameters of upper soil horizons of selected forest soils, to perform accurate measurements of the impact of soil loading by tested forestry machinery using the dynamic penetration test. The measurements by the dynamic penetration test in conditions changed by the wheel traffic of forestry mechanization were performed at three localities of the Křtiny Training Forest Enterprise, Masaryk Forest, a special-purpose facility of Mendel University in Brno. The dynamic penetration test was performed with a lightweight dynamic penetrometer. The methodology of the research is based on assessing the ability of soils to resist dynamic penetration of a rod with a cone, in relation to their lithological composition and physicomechanical properties; the measurement itself is defined by the ISO 22476-2 (2005) standard. Penetrometer measurements were repeated in the period after a harvesting operation and again 6 months later, i.e. in October 2007, April 2008 and October 2008. The results of the field dynamic penetration test and the results of laboratory testing of main soil physical parameters are presented in figures and tables. Besides the naturally variable soil compaction on geologically different substrates, the obtained original results document differences in the impact of particular forestry machines. In conditions of the identical geological substrate, the results indicate that the universal wheeled tractor had a more negative influence on the compaction of surface soil horizons compared to the multi-axle harvester and the forwarder.  
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Abu-Farsakh, Murad Y., Zhongjie Zhang, Mehmet Tumay, and Mark Morvant. "Computerized Cone Penetration Test for Soil Classification." Transportation Research Record: Journal of the Transportation Research Board 2053, no. 1 (January 2008): 47–64. http://dx.doi.org/10.3141/2053-07.

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Computerized MS-Windows Visual Basic software of a cone penetration test (CPT) for soil classification was developed as part of an extensive effort to facilitate the implementation of CPT technology in many geotechnical engineering applications. Five CPT soil engineering classification systems were implemented as a handy, user-friendly, software tool for geotechnical engineers. In the probabilistic region estimation and fuzzy classification methods, a conformal transformation is first applied to determine the profile of soil classification index (U) with depth from cone tip resistance (qc) and friction ratio (Rf). A statistical correlation was established in the probabilistic region estimation method between the U index and the compositional soil type given by the Unified Soil Classification System. Conversely, the CPT fuzzy classification emphasizes the certainty of soil behavior. The Schmertmann and Douglas and Olsen methods provide soil classification charts based on cone tip resistance and friction ratio. However, Robertson et al. proposed a three-dimensional classification system that is presented in two charts: one chart uses corrected tip resistance (qt) and friction ratio (Rf); the other chart uses qt and pore pressure parameter (Bq) as input data. Five sites in Louisiana were selected for this study. For each site, CPT tests and the corresponding soil boring results were correlated. The soil classification results obtained using the five different CPT soil classification methods were compared.
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Robertson, P. K. "Soil classification using the cone penetration test." Canadian Geotechnical Journal 27, no. 1 (February 1, 1990): 151–58. http://dx.doi.org/10.1139/t90-014.

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Several charts exist for evaluating soil type from electric cone penetration test (CPT) data. A new system is proposed based on normalized CPT data. The new charts are based on extensive data available from published and unpublished experience worldwide. The new charts are evaluated using data from a 300 m deep borehole with wire-line CPT. Good agreement was obtained between samples and the CPT data using the new normalized charts. Recommendations are provided concerning the location at which to measure pore pressures during cone penetration. Key words: soil classification, cone penetration test, in situ, case history.
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Lobo, Bianca, Fernando Schnaid, Marcelo Rocha, and John Howie. "Shear strength of granular soils from the simulation of dynamic penetration tests." Journal of Geo-Engineering Sciences 2, no. 3,4 (July 17, 2015): 143–58. http://dx.doi.org/10.3233/jgs-140028.

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Abstract This paper presents a model for the numerical simulation of dynamic penetration tests in cohesionless soils. In the model, dynamic penetration equations are solved by finite difference analysis in the time domain to produce the discretization of the penetration system. The approach allows essential effects of the soil influence to be accounted for, including the dynamic soil resistance by viscous damping during penetration. The model performance has proved by comparisons between the static and dynamic resistance to reproduce the variation with time of measured force, velocity, displacement and energy associated with the interaction mechanism around split-spoon samplers when penetrating in the ground. A realistic representation of the dynamic penetration mechanism allows the internal friction angle of the soil to be estimated. The proposed methodology accounts for scale effects and produces values of φ′ within the same order of magnitude as those estimated from piezocone test data.
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Robertson, P. K., and CE (Fear) Wride. "Evaluating cyclic liquefaction potential using the cone penetration test." Canadian Geotechnical Journal 35, no. 3 (June 1, 1998): 442–59. http://dx.doi.org/10.1139/t98-017.

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Soil liquefaction is a major concern for structures constructed with or on sandy soils. This paper describes the phenomena of soil liquefaction, reviews suitable definitions, and provides an update on methods to evaluate cyclic liquefaction using the cone penetration test (CPT). A method is described to estimate grain characteristics directly from the CPT and to incorporate this into one of the methods for evaluating resistance to cyclic loading. A worked example is also provided, illustrating how the continuous nature of the CPT can provide a good evaluation of cyclic liquefaction potential, on an overall profile basis. This paper forms part of the final submission by the authors to the proceedings of the 1996 National Center for Earthquake Engineering Research workshop on evaluation of liquefaction resistance of soils.Key words: cyclic liquefaction, sandy soils, cone penetration test
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Li, Zhen Yu, Qing Qing Tian, and Hong Bin Xiao. "The Consolidation State of Red Clay Determined by Cone Penetration Test." Advanced Materials Research 639-640 (January 2013): 652–56. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.652.

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It is of significance to determinate the consolidation state of soil for evaluation of deformation and strength of foundation soil. The consolidation state of red clay is determined through laboratory experiments combined with static cone penetration tests. The results show that the law of consolidation history of red clay is opposite to other soils. The static point resistance obtained from cone penetration test decreases linearly with soil depth increasing. The over-consolidate rate of different soil layer gotten by laboratory experiments also decreases linearly with soil depth increasing. The slopes of two linear regress curves are similar. The change of static point resistance can be used to estimate over-consolidate rate of red clay at different depth.
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Wroth, C. P. "Field Testing: Interpretation of the Cone Penetration Test." Geological Society, London, Engineering Geology Special Publications 2, no. 1 (1986): 17–19. http://dx.doi.org/10.1144/gsl.1986.002.01.05.

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AbstractThe paper criticises the time it took to produce BS 5930, and its inadequate coverage of in situ testing of soils, both on and offshore. The urgency of correcting these omissions is emphasised. Additional material should not only deal with new equipment and experimental methods, but also take account of recent developments in understanding soil behaviour so that the recommended methods of interpretation are soundly based.
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Tang, Yan Chun, and Gao Tou Meng. "Variation for Soil Stress on CPTU Model Test." Applied Mechanics and Materials 44-47 (December 2010): 2597–601. http://dx.doi.org/10.4028/www.scientific.net/amm.44-47.2597.

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Through a series of Piezocone Penetration Test (CPTU) model tests with saturated clay soil, by CPTU probe penetrating soil stress measured by soil pressure mini-cells embedded into soil has been acquired, the variation rules of soil stress by penetrating has been analyzed, the results show that with probe close to the second cell layer, the stress measured by the cells has been increased rapidly; when probe has arrived at the position of the second cell layer, the maximum stress value has been attained; and with probe away from the second cell layer, the stress value has been decreased rapidly. Based on the achieved soil stress value, the axial and radial subsidiary stress field causing by penetrating has been acquired, the conclusions can be obtained that the main stress style of the axial subsidiary stress is compression stress, around the probe the highest stress field has been occurred; the stress style of the radial subsidiary stress is compression stress, this phenomenon shows that by penetrating the compaction effect of the soil around the probe has been created; during the course of penetrating, the radial subsidiary stress is less than the axial subsidiary stress obviously. The achieved result can provide a foundation for further study for CPTU mechanism.
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Xu, Qing, Fei Kang, and Jun Jie Li. "A Neural Network Model for Evaluating Gravel Liquefaction Using Dynamic Penetration Test." Applied Mechanics and Materials 275-277 (January 2013): 2620–23. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.2620.

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Evaluation of liquefaction potential of soils is important in geotechnical earthquake engineering. Significant phenomena of gravelly soil liquefaction were reported in 2008 Wenchuan earthquake. Thus, further studies on the liquefaction potential of gravelly soil are needed. This paper investigates the potential of artificial neural networks-based approach to assess the liquefaction potential of gravelly soils form field data of dynamic penetration test. The success rates for occurrence and non-occurrence of liquefaction cases both are 100%. The study suggests that neural networks can successfully model the complex relationship between seismic parameters, soil parameters, and the liquefaction potential of gravelly soils.
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Malý, Vlastimil, František Tóth, Jan Mareček, and Eva Krčálová. "Laboratory Test of the Soil Compaction." Acta Universitatis Agriculturae et Silviculturae Mendelianae Brunensis 63, no. 1 (2015): 77–85. http://dx.doi.org/10.11118/actaun201563010077.

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This paper presents the mechanical properties of soil. In order to determine the properties of soil under laboratory conditions, we made use of a special measuring device, viz. a bevameter. Two types of soil with different levels of moisture were examined and their mechanical properties determined. Measurements were taken of non pressed and compressed soil. A measuring network was set up, consisting of measuring and recording devices. In the course of measuring, the force and penetration depth of the pressing plate were recorded simultaneously. Four different diameters of pressing plate were used, resp. 25, 38, 50 and 70 mm. The pressure on the contact area was calculated after completion of the measurements, and the relationships between pressure and penetration depth were presented graphically.
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Dissertations / Theses on the topic "Soil penetration test"

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Fan, Tailin. "Multi-plate penetration tests to determine soil stiffness moduli." Thesis, McGill University, 1985. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=63172.

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Finke, Kimberly Ann. "Piezocone penetration testing in Piedmont residual soils." Thesis, Georgia Institute of Technology, 1998. http://hdl.handle.net/1853/21452.

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Brown, Douglas Neil. "The prediction of clay soil properties using the piezocone penetration test." Thesis, Georgia Institute of Technology, 1993. http://hdl.handle.net/1853/20969.

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Lee, Wai-ming. "Correlation of PCPT and SPT data from a shallow marine site investigation /." View the Table of Contents & Abstract, 2004. http://sunzi.lib.hku.hk/hkuto/record/B30110385.

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Lee, Wai-ming, and 李慧明. "Correlation of PCPT and SPT data from a shallow marine site investigation." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2004. http://hub.hku.hk/bib/B44570077.

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Cargill, Patrick Ethan. "The influence of friction sleeve roughness on cone penetration test measurements." Thesis, Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/23002.

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Wong, Kan-hok Ken. "Review of Menard pressuremeter test in weak rocks." Click to view the E-thesis via HKUTO, 2003. http://sunzi.lib.hku.hk/hkuto/record/B4257724X.

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Teeter, Russell Daniel. "Two dimensional mesoscale simulations of projectile instability during penetration of dry sand." Online access for everyone, 2007. http://www.dissertations.wsu.edu/Thesis/Fall2007/r_teeter_121107.pdf.

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Yang, Wenwei. "Development and application of automatic monitoring system for standard penetration test in site investigation." Click to view the E-thesis via HKUTO, 2006. http://sunzi.lib.hku.hk/hkuto/record/B36811919.

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Wong, Kan-hok Ken, and 王勤學. "Review of Menard pressuremeter test in weak rocks." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B4257724X.

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Books on the topic "Soil penetration test"

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Mayne, Paul W. Cone penetration testing. Washington, D.C: Transportation Research Board, National Research Council, 2007.

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Construction Industry Research and Information Association., ed. Cone penetration testing: Methods and interpretation. London: Construction Industry Research and Information Association, 1987.

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16, ISSMFE Technical Committee on Penetration Testing of Soils-TC. Report of the ISSMFE Technical Committee on Penetration Testing of Soils--TC 16, with reference test procedures, CPT-SPT-DP-WST. Linköping, Sweden: Swedish Geotechnical Society, 1989.

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Salgado, Rodrigo. Pile design based on cone penetration test results. West Lafayette, Ind: Purdue University, [Joint Transportation Research Program, 1999.

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Sy, Alex. Dynamic performance of the Becker hammer drill and penetration test. Vancouver, B.C: Dept. of Civil Engineering, University of British Columbia, 1992.

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Wride, C. E. CANLEX, the Canadian liquefaction experiment. Richmond, B.C: Bi Tech Publishers, 1997.

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1949-, Wood David, ed. Pressuremeter testing: Methods and interpretation. London: CIRIA, 1987.

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Carter, Robert R. Cone penetration testing for evaluating the liquefaction potential of sands. Denver, Colo: Geotechnical Services Branch, Research and Laboratory Services Division, U.S. Dept. of the Interior, Bureau of Reclamation, 1988.

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Heijnen, W. J. Case studies of the Second European Symposium on Penetration Testing, ESOPT II. Delft: Delft Soil Mechanics Laboratory, 1985.

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Briaud, Jean-Louis. The pressuremeter. Rotterdam: Balkema, 1992.

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Book chapters on the topic "Soil penetration test"

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Li, Xuepeng, Guojun Cai, Songyu Liu, and Yuchao Li. "A Penetration Processing Study of Piezocone Penetration Test in Cutoff Wall." In Proceedings of GeoShanghai 2018 International Conference: Multi-physics Processes in Soil Mechanics and Advances in Geotechnical Testing, 486–92. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0095-0_54.

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Berenguer Todo Bom, L., and M. Kanitz. "Automatic interpretation and statistical evaluation of soil conditions for preliminary design of offshore foundations using the cone penetration test." In Cone Penetration Testing 2022, 819–24. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003308829-121.

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Berenguer Todo Bom, L., and M. Kanitz. "Automatic interpretation and statistical evaluation of soil conditions for preliminary design of offshore foundations using the cone penetration test." In Cone Penetration Testing 2022, 819–24. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003329091-121.

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Xie, Hongping, Chao Han, Changqing Du, Bo Wang, Yuchi Zhang, and Pinqiang Mo. "Analysis of Pile-Soil Interaction of Precast Pile Driven in Coastal Strata." In Lecture Notes in Civil Engineering, 474–86. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_43.

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AbstractIn order to further reveal the pile-soil interaction mechanism during precast pile driving in saturated soft soil in coastal areas, the compaction effect and excess pore pressure response of a single pile and adjacent pile penetration under hammer driven pile construction are analyzed by using the cavity expansion and model test method. The results show that pile driving in saturated soil layer will cause large soil compaction and accumulation of excess pore water pressure. Under the model test conditions, the variation range of soil pressure and excess pore pressure is about 0.7–3.0 times and 0.5–1.5 times of soil mass weight stress. As the driving of adjacent pile, soil pressure at the constructed pile-soil interface increases gradually and fluctuates at the same time, and multi peak phenomenon appears under the influence of different soil layers. At the initial stage of driving, the pile driving force is mainly borne by the pile side friction, and the pile tip resistance will actions as the increase of penetration depth, and the relationship between them is basically linear. These results have certain guiding and reference value for the construction of precast pile driving in saturated soft soil in coastal areas.
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Goble, G. G., and H. Aboumatar. "Determination of wave equation soil constants from the standard penetration test." In Application of Stress-Wave Theory to Piles, 99–103. London: Routledge, 2022. http://dx.doi.org/10.1201/9781315137544-14.

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Zhang, Zhongjie, and Mehmet T. Tumay. "Non-Traditional Approaches to Soil Classification Derived from the Cone Penetration Test." In Probabilistic Site Characterization at the National Geotechnical Experimentation Sites, 101–50. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/9780784406694.ch07.

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More, Sachin K. "Interpretation of Static Cone Penetration Test with Triaxial Test to Determine Undrained Shear Strength of Clayey Soil." In Lecture Notes in Civil Engineering, 229–40. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-3383-6_21.

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Mo, Pin-Qiang, Feng Gao, and Guoqing Zhou. "Magneto-Gravity Simulation of Cone Penetration Test in Cohesionless Soil Under Small Gravity Fields." In Enhancements in Applied Geomechanics, Mining, and Excavation Simulation and Analysis, 1–10. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95645-9_1.

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Bai, Wei, Ling-wei Kong, Chen Chen, and Cheng-sheng Li. "Elastoplastic Solution to Spherical Cavity Expansion and Calculation of Penetration Resistance for the Miniature Penetrometer Test." In Proceedings of GeoShanghai 2018 International Conference: Fundamentals of Soil Behaviours, 919–28. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0125-4_102.

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Storteboom, O., M. Woollard, and J. L. Rangel-Núñez. "Elastic soil properties investigated using seismic tests to complement the CPT." In Cone Penetration Testing 2022, 241–46. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003308829-30.

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Conference papers on the topic "Soil penetration test"

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Kelevišius, Kęstutis, and Gintaras Žaržojus. "Initial DPSH Soil Test Results with Accelerometer Installed in the Probe Cone." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.016.

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Dynamic penetration test (DPSH) is one of the large amount of soil in-situ tests are known. In world practice, this method usually used for granular soil investigations although it could be applied in cohesive soils. Correlation of received DPSH test results with soil properties is complex and often not reliable. Especially it becomes obvious after application in cohesive soil analysis. In most cases, correlation depends on soil response to dynamic cone penetration and deformation of dynamic sounding equipment. Measurement of cone accelerations allows precisely evaluate loss of hammer energy, displacement of the cone during strike and other parameters. Correlation of DPSH (measured acceleration of the cone) and CPT test results are presented in this article. In this article also presented studies of possibilities to determine dynamic soil characteristics.
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Gao, Wen, Tom Harrup, Yuxia Hu, and David White. "Effect of a Strong Middle Layer on Spudcan Penetration." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23925.

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The rapid penetration of one or more of the foundations of a mobile jack-up rig into the seabed is an ongoing major problem in the offshore industry, with the potential to cause major damage to the structure and endangering any personnel on board. A recent example is the jack-up drilling rig Perro Negro 6 incident happened near the mouth of the Congo river in July 2013 with one of the rig’s crew of 103 reported missing and six others injured. This uncontrollable displacement is due to a form of failure known as punch through failure and commonly occurs on stratified seabed profiles. It has been reported that unexpected punch-through accidents have resulted in both rig damage and lost drilling time at a rate of 1 incident per annum with consequential costs estimated at between US$1 and US$10 million [1]. This paper presents the bearing capacity profiles and associated soil flow mechanisms of a common spudcan foundation penetrating into a three layer soft-stiff-soft clay soil through the use of large deformation finite element (LDFE) analysis. The Remeshing and Interpolation with Small Strain (RITSS) [2, 3] technique was implemented in the software package AFENA [4] to conduct the LDFE analysis. Both soil layer thickness and soil layer strength ratios were varied to study their effect on the spudcan penetration responses. The LDFE results of spudcan penetration into the soft-stiff-soft clay soils were calibrated by existing centrifuge test data. A parametric study was then conducted to study the bearing capacity responses and soil flow mechanisms during spudcan large penetrations by varying the soil layer strength ratio and relative layer thickness to the diameter of spudcan. It was found that there were three types of bearing responses during continuous penetration of spudcan: (a) when the top soft layer is relatively thin, the spudcan bearing response was similar to that of two layer soils with stiff over soft clays; (b) when the top soil layer thickness is medium, a peak resistance is observed when spudcan penetrates into the middle stiff layer followed by reduction; (c) when the soil layer is thick, the peak resistance occurs when spudcan gets into the bottom soft soil layer. The critical thickness of top soil layer is a function of soil strength ratio and middle stiff soil layer thickness. The bearing response types were also corresponding to the soil cavity formations during spudcan initial penetration.
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Kuei, Kevin C., Anthony M. Rossiter, Alex P. Sturm, Jason T. DeJong, Daniel W. Wilson, and Mason Ghafghazi. "An Instrumented Becker Penetration Test for the Estimation of Soil Penetration Resistance and Pile Capacity in Gravelly Soils." In Geotechnical Frontiers 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480441.064.

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Yang, Xintao, Han Huang, Zhixin Xiang, Qinghao Yan, Haozhe Wang, and Shucai Xu. "Nonparametric Terrain Estimation Based on the Interaction Simulation Between Planetary Penetrator and Soil." In 11th Asia-Pacific Regional Conference of the ISTVS. International Society for Terrain-Vehicle Systems, 2022. http://dx.doi.org/10.56884/mbem9373.

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Penetration detection is an important way to method for in-situ scientific exploration of planets, which is used to indirectly detect the mechanical properties of the planetary subsurface soil. In this paper, four ovoid-nosed penetrators with different radius penetrating different compactness of planetary soil under different impact velocity were simulated using nonlinear finite element (FE) method through Hypermesh/Ls-dyna. A nonparametric estimation method for estimating the mechanical properties of planetary soil is presented. Three main characteristic parameters in the process of penetrator penetration were adopted in the method, including maximum acceleration am, penetration depth z, and maximum deflection angle θm. Twenty identification parameters for identifying planetary soils properties were derived based on these three characteristic parameters. The terrain consisted of simulant soil classified nonparametrically and artificially defined as three states (low, medium and high compactness) based on different harnesses, and five identification criteria (slack, ideal, partially strict, relatively strict and strict) were put forward. Four superior identification parameters were derived through the analysis of the evaluation indexes (recognition rate, accurate rate and conservative rate) under different identification criteria. and are selected as the optimal identification parameters and verified by simulation test, the accurate success rate and conservative success rate of the final estimation are 58.3% and 91.7%, respectively, which indicated that the nonparametric estimation method in this work can be used to evaluate the mechanical properties of planetary soil effectively.
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Styler, Mark A., John Rogie, and Ilmar Weemees. "Selecting Moduli Reduction and Damping Curves Based on Cone Penetration Test Soil Behaviour Type." In Geotechnical Earthquake Engineering and Soil Dynamics V. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481486.052.

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Xie, Qiang, Yuxia Hu, Mark Cassidy, and Alireza Salehi. "Cone Penetration Test in Stiff Over Soft Clay in Centrifuge Test." In ASME 2019 38th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/omae2019-96698.

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Abstract This paper describes a numerical study on soil characterization of stiff over soft clays in centrifuge test using cone penetration test (CPT), especially when the top stiff layer is thin relative to the centrifuge cone size. An extensive parametric study was conducted using large deformation finite element (LDFE) analysis, with the cone penetrating continuously from the soil surface. The LDFE model has been validated against existing physical test data with very good agreement. Since the bottom soft clay was normally thick enough to fully mobilise the ultimate cone resistance, its undrained shear strength can be interpreted by the existing approach for cone deep penetration in a uniform clay layer. Thus, the challenge was to interpret the strength of the top stiff layer, where the layer thickness was not thick enough to fully mobilise its ultimate resistance. Both top layer thickness ratios (to the cone diameter) and layer strength ratios were considered in the parametric study. Based on the results from LDFE analyses, the interpretation formula of the undrained shear strength in the top stiff layer was proposed as a set of new bearing factors. The proposed cone bearing factor was a function of the ratio of the measured peak cone resistance in the top layer to the stable/ultimate cone resistance in the bottom layer and the ratio between the top layer thickness to the cone diameter. The formula can be used directly when the top layer thickness was known based on the sample preparation. However, the layer interface can be identified based on the study here, if the top layer thickness was not certain. A design flow chart was provided for interpretations of top clay layer strength and top layer thickness based on the cone resistance profile obtained from CPT test.
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Chwala, Marcin. "Bearing Capacity for Spatially Random Soil Considering Cone Penetration Test Locations." In Proceedings of the 7th International Symposium on Geotechnical Safety and Risk (ISGSR 2019). Singapore: Research Publishing Services, 2019. http://dx.doi.org/10.3850/978-981-11-2725-0-is10-7-cd.

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Urbaitis, Donatas, Ieva Lekstutytė, and Domas Gribulis. "Overconsolidation Ratio Determination of Cohesive Soil." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.014.

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In order to evaluate overconsolidation ratio (OCR) of soil, the necessity to restore them as much as possible to in situ conditions appears, because sometimes when it is not taken into account, mistakes could be made while interpreting mechanical – strength properties of the soil. According to the work purpose, overconsolidation ratio of the investigated soil was set by performing odometer test and the obtained values were compared with the OCR calculated from cone and seismic penetration data. When the tests were performed and data analysed, it was found that OCR values depends on soil occurance depth, strength characteristics and stress conditions. The OCR values decreases with the declination of the depth. As many authors noted in the literature – the upper part of the soil is consolidated abnormally, thereby we can see that in our work. When results are evaluate, we can conclude that all of the analysed soils was overconsolidation. That was demonstrated by calculations according static penetration, oedometer test and seismic waves results. OCR values differences between the laboratory and field tests can show low quality of soil sampling, also due to correlations which was applied.
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Rollins, Kyle M., Michael Talbot, and T. Leslie Youd. "Evaluation of Dynamic Cone Penetration Test for Liquefaction Assessment of Gravels from Case Histories in Idaho." In Geotechnical Earthquake Engineering and Soil Dynamics V. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481455.022.

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Xie, Qiang, Yuxia Hu, and Mark J. Cassidy. "Effect of Large Deformation Analysis for Site Investigation Tool - CPT in Layered Soils." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-19099.

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Abstract Cone penetration test (CPT) is regularly used during offshore site investigations to interpret soil stratification and soil characteristics due to its continuous penetration resistance profile. However, its use could be improved if better numerical methods to simulate its penetration could be developed. Finite element (FE) analysis, for instance, has the potential to provide insightful information on soil response and soil flow mechanisms. However, it is challenging to simulate CPT in layered soils, as the soil experiences extremely large strains around the cone and the simulation costs are high. In this study, the efficiency of using a partial large deformation FE (LDFE) approach was explored to examine the pre-embedment depth allowed for saving LDFE analysis cost. The LDFE analysis was conducted using the remeshing and interpolation technical with small strain (RITSS) method to model the large strain problem. Both soft-stiff-soft clays and clay-sand-clay soil were considered to study the thin stiff layer effect when it was sandwiched in soft clay. The LDFE/RITSS analysis compared a CPT penetrating from the soil surface with penetrations from a pre-embedded depth above the stiff layer. Pre-embedded small strain analysis was also conducted for comparison. The results show that the small strain analysis underestimated the resistance in both clay and sand. For the partial LDFE analysis with pre-embedment in the top clay layer, the CPT response in the middle stiff clay layer could be well captured regardless of the initial pre-embedment depth. However, for the middle medium dense sand layer (ID = 60%), the pre-embedment depth needs to have sufficient distance above it (10D, D is cone diameter) to capture the soil response in the sand layer correctly.
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Reports on the topic "Soil penetration test"

1

Niazi, Fawad. CPT-Based Geotechnical Design Manual, Volume 1: CPT Interpretation—Estimation of Soil Properties. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317346.

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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Oliynyk, Kateryna, and Matteo Ciantia. Application of a finite deformation multiplicative plasticity model with non-local hardening to the simulation of CPTu tests in a structured soil. University of Dundee, December 2021. http://dx.doi.org/10.20933/100001230.

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In this paper an isotropic hardening elastoplastic constitutive model for structured soils is applied to the simulation of a standard CPTu test in a saturated soft structured clay. To allow for the extreme deformations experienced by the soil during the penetration process, the model is formulated in a fully geometric non-linear setting, based on: i) the multiplicative decomposition of the deformation gradient into an elastic and a plastic part; and, ii) on the existence of a free energy function to define the elastic behaviour of the soil. The model is equipped with two bonding-related internal variables which provide a macroscopic description of the effects of clay structure. Suitable hardening laws are employed to describe the structure degradation associated to plastic deformations. The strain-softening associated to bond degradation usually leads to strain localization and consequent formation of shear bands, whose thickness is dependent on the characteristics of the microstructure (e.g, the average grain size). Standard local constitutive models are incapable of correctly capturing this phenomenon due to the lack of an internal length scale. To overcome this limitation, the model is framed using a non-local approach by adopting volume averaged values for the internal state variables. The size of the neighbourhood over which the averaging is performed (characteristic length) is a material constant related to the microstructure which controls the shear band thickness. This extension of the model has proven effective in regularizing the pathological mesh dependence of classical finite element solutions in the post-localization regime. The results of numerical simulations, conducted for different soil permeabilities and bond strengths, show that the model captures the development of plastic deformations induced by the advancement of the cone tip; the destructuration of the clay associated with such plastic deformations; the space and time evolution of pore water pressure as the cone tip advances. The possibility of modelling the CPTu tests in a rational and computationally efficient way opens a promising new perspective for their interpretation in geotechnical site investigations.
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3

Shillito, Rose, Markus Berli, and Teamrat Ghezzehei. Quantifying the effect of subcritical water repellency on sorptivity : a physically based model. Engineer Research and Development Center (U.S.), July 2021. http://dx.doi.org/10.21079/11681/41054.

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Soil water wettability or water repellency is a phenomenon that can affect infiltration and, ultimately, runoff. Thus, there is a need to develop a model that can quantitatively capture the influence of water repellency on infiltration in a physically meaningful way and within the framework of existing infiltration theory. The analytical model developed in this study relates soil sorptivity (an infiltration parameter) with contact angle (a direct measure of water repellency) for variably saturated media. The model was validated with laboratory experiments using a silica sand of known properties treated to produce controlled degrees of water repellency. The measured contact angle and sorptivity values closely matched the model‐predicted values. Further, the relationship between the frequently used water drop penetration time test (used to assess water repellency) and sorptivity was illustrated. Finally, the direct impact of water repellency on saturated hydraulic conductivity was investigated due to its role in infiltration equations and to shed light on inconsistent field observations. It was found that water repellency had minimal effect on the saturated hydraulic conductivity of structureless sand. A quantitative model for infiltration incorporating the effect of water repellency is particularly important for post‐fire hydrologic modeling of burned areas exhibiting water repellent soils.
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4

Sakleshpur, Venkata A., Monica Prezzi, Rodrigo Salgado, and Mir Zaheer. CPT-Based Geotechnical Design Manual, Volume 2: CPT-Based Design of Foundations—Methods. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317347.

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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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5

Sakleshpur, Venkata A., Monica Prezzi, Rodrigo Salgado, and Mir Zaheer. CPT-Based Geotechnical Design Manual, Volume 3: CPT-Based Design of Foundations—Example Problems. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317348.

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Abstract:
This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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6

Shmulevich, Itzhak, Shrini Upadhyaya, Dror Rubinstein, Zvika Asaf, and Jeffrey P. Mitchell. Developing Simulation Tool for the Prediction of Cohesive Behavior Agricultural Materials Using Discrete Element Modeling. United States Department of Agriculture, October 2011. http://dx.doi.org/10.32747/2011.7697108.bard.

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The underlying similarity between soils, grains, fertilizers, concentrated animal feed, pellets, and mixtures is that they are all granular materials used in agriculture. Modeling such materials is a complex process due to the spatial variability of such media, the origin of the material (natural or biological), the nonlinearity of these materials, the contact phenomenon and flow that occur at the interface zone and between these granular materials, as well as the dynamic effect of the interaction process. The lack of a tool for studying such materials has limited the understanding of the phenomena relevant to them, which in turn has led to energy loss and poor quality products. The objective of this study was to develop a reliable prediction simulation tool for cohesive agricultural particle materials using Discrete Element Modeling (DEM). The specific objectives of this study were (1) to develop and verify a 3D cohesionless agricultural soil-tillage tool interaction model that enables the prediction of displacement and flow in the soil media, as well as forces acting on various tillage tools, using the discrete element method; (2) to develop a micro model for the DEM formulation by creating a cohesive contact model based on liquid bridge forces for various agriculture materials; (3) to extend the model to include both plastic and cohesive behavior of various materials, such as grain and soil structures (e.g., compaction level), textures (e.g., clay, loam, several grains), and moisture contents; (4) to develop a method to obtain the parameters for the cohesion contact model to represent specific materials. A DEM model was developed that can represent both plastic and cohesive behavior of soil. Soil cohesive behavior was achieved by considering tensile force between elements. The developed DEM model well represented the effect of wedge shape on soil behavior and reaction force. Laboratory test results showed that wedge penetration resistance in highly compacted soil was two times greater than that in low compacted soil, whereas DEM simulation with parameters obtained from the test of low compacted soil could not simply be extended to that of high compacted soil. The modified model took into account soil failure strength that could be changed with soil compaction. A three dimensional representation composed of normal displacement, shear failure strength and tensile failure strength was proposed to design mechanical properties between elements. The model based on the liquid bridge theory. An inter particle tension force measurement tool was developed and calibrated A comprehensive study of the parameters of the contact model for the DEM taking into account the cohesive/water-bridge was performed on various agricultural grains using this measurement tool. The modified DEM model was compared and validated against the test results. With the newly developed model and procedure for determination of DEM parameters, we could reproduce the high compacted soil behavior and reaction forces both qualitatively and quantitatively for the soil conditions and wedge shapes used in this study. Moreover, the effect of wedge shape on soil behavior and reaction force was well represented with the same parameters. During the research we made use of the commercial PFC3D to analyze soil tillage implements. An investigation was made of three different head drillers. A comparison of three commonly used soil tillage systems was completed, such as moldboard plow, disc plow and chisel plow. It can be concluded that the soil condition after plowing by the specific implement can be predicted by the DEM model. The chisel plow is the most economic tool for increasing soil porosity. The moldboard is the best tool for soil manipulation. It can be concluded that the discrete element simulation can be used as a reliable engineering tool for soil-implement interaction quantitatively and qualitatively.
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7

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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8

Luo, Xiadong, Rodrigo Salgado, and A. Altschaeffl. Cone Penetration Test to Assess the Mechanical Properties of Subgrade Soils. West Lafayette, IN: Purdue University, 1998. http://dx.doi.org/10.5703/1288284313162.

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9

Longcope, D. B. Jr. Oblique penetration modeling and correlation with field tests into a soil target. Office of Scientific and Technical Information (OSTI), September 1996. http://dx.doi.org/10.2172/383561.

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