Journal articles: '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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An, Yan Yong, and Bao Tian Wang. "Multifunctional Piezocone Penetration Testing in Geotechnical Practice." Applied Mechanics and Materials 90-93 (September 2011): 250–54. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.250.

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Cone penetration test is a fast and efficient in-situ test technique. With the development of sensor technology and the use of new probes, such test is employed in more fields and reveals more soil parameters. Based on advanced CPTU equipment, soil types were classified. As CPTU has the function of porewater pressure test, the value of porewater pressure varies a lot when the soil changes, which is shown clearly in the CPTU feature map. So it can be easier to judge soil boundaries and its result is in good agreement with the borehole. Multi-function CPTU system is equip with SCPTU module, which enable to measure shear wave velocity of the soil easily. To meet the needs of conventional CPT equipment, the relationships between shear wave velocity measured by SCPTU and other CPT indexes were analyzed; then, two empirical formulas which suitable for kinds of soils are proved more consistent with the measured results, so it is a good method to estimate shear wave velocity without seismic wave test. With a view to get greater economic and technical benefits, more cone penetration testing experience in different regions should be accumulated for geotechnical engineering investigation and design.

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Schwerin, Matthew R., Edward A. Gordon, Steven C. Wood, and Anne D. Lucas. "Research: Using Clinically Relevant Test Soils to Evaluate Personal Protective Materials." Biomedical Instrumentation & Technology 53, no. 3 (May 1, 2019): 196–201. http://dx.doi.org/10.2345/0899-8205-53.3.196.

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Abstract Effective personal protective equipment (PPE) is critically important to preventing the spread of infectious diseases. Appropriate test systems and test soils are needed to adequately evaluate PPE. ASTM test method F903, which specifies the test method setup also used in ASTM F1670/F1670M-17a and ASTM F1671/F1671M-13, has been used for decades to test liquid penetration resistance of fabrics. All three standards require at least 60 mL of challenge liquid, such as synthetic blood solution (F1670) or bacteriophage in nutrient broth (F1671). The three ASTM test methods also are labor intensive and prone to exhibiting problems with leakage around the gaskets. Previous work comparing the F903 test apparatus with a modified dot-blot apparatus to evaluate the visual penetration of a blood test soil in series of commercially available gowns and drapes demonstrated that the methods are comparable and revealed that penetration through PPE material may depend on the test solution. The study described here evaluated a series of clinically relevant test soils (blood, vomit, urine, and feces) in penetration of PPE garments using the modified dot-blot apparatus. The results indicated that a vomit test soil penetrates PPE material more often than blood, urine, or fecal test soils and that the blood test soil has the least number of PPE failures. Incorporating clinically relevant, chemically defined test soils to evaluate PPE material should be considered to protect healthcare workers and reduce the spread of infectious material.

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13

Jefferies, M. G., and M. P. Davies. "Soil classification by the cone penetration test: Discussion." Canadian Geotechnical Journal 28, no. 1 (February 1, 1991): 173–76. http://dx.doi.org/10.1139/t91-023.

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14

Robertson, P. K. "Soil classification using the cone penetration test: Reply." Canadian Geotechnical Journal 28, no. 1 (February 1, 1991): 176–78. http://dx.doi.org/10.1139/t91-024.

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Uchaipichat, Anuchit. "Correlation between Unconfined Compressive Strength and Penetration Index Obtained from DCP Tests for Cemented Lateritic Soils." Key Engineering Materials 814 (July 2019): 399–403. http://dx.doi.org/10.4028/www.scientific.net/kem.814.399.

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This paper presents the relationship between the dynamic cone penetration (DCP) test results and the unconfined compressive strength of lateritic cemented soils. A series of DCP tests and unconfined compressive strength was performed on lateritic cemented soil. The soils sample used in this study was lateritic soil. The test results for the DCP tests are presented in terms of penetration index. It can be observed that the penetration index decreased with increasing curing period and cement content. Moreover, the unconfined compressive strength of cemented soils increased with curing period and cement content. The relationship between unconfined compressive strength and penetration index is presented. A unique relationship for unconfined compressive strength can be obtained.

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Ma, Ruqi, Rulin Ma, Kang Sun, Ma Chao, and Shuiqing Jiang. "Design and Verification of a Penetration System Used for Constructing the Sampling Channel." Journal of Physics: Conference Series 2403, no. 1 (December 1, 2022): 012006. http://dx.doi.org/10.1088/1742-6596/2403/1/012006.

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Abstract Based on the analysis of the water ice sampling system design at the lunar permanent shadow region(PSR), a rapid sampling channel construction method based on kinetic energy penetration was proposed, and an engineering prototype of the penetrator system based on the conversion of chemical energy and kinetic energy was developed, which can solve the problem that the subsurface lunar water ice is too difficult to sample quickly due to its significantly enhanced mechanical properties. Based on the mechanical properties boundary of lunar soil water ice, the performance of the engineering prototype was tested and verified. The test results show that the penetrating system developed in this paper can achieve rapid penetration into the lunar soil with uniaxial compressive strength of about 30MPa without consuming power consumption; the penetrating depth can reach 234mm, and the penetrating time is less than 1s. The penetrating system can rapidly construct sampling channels, which can effectively solve the problem of the high-hardness water ice samples located at the subsurface layer of the lunar soil that can be efficiently exposed faced by in-situ water ice sampling in the permanent shadow region.

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Bąk, Aleksandra, and Ryszard Chmielewski. "THE INFLUENCE OF FINE FRACTIONS CONTENT IN NON-COHESIVE SOILS ON THEIR COMPACTIBILITY AND THE CBR VALUE." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 25, no. 4 (April 8, 2019): 353–61. http://dx.doi.org/10.3846/jcem.2019.9687.

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The bearing capacity of subsoils is particularly important due to the intensive development of road and airfield pavements. Subgrade is classified due to frost susceptibility as non-frost-susceptible, low-frost-susceptible or frost-susceptible. Presented research included laboratory tests of low-frost-susceptible soils with limited potential for direct use. The main objective of this paper was focused on the study of changes of compactibility parameters and the CBR (Californian Bearing Ratio) values of silty sand (Pπ). For this purpose, seventeen soil samples with various fine fractions content (of 1.6% to 24.2%), were composed. Laboratory tests, based on soaked soil samples, encompassed the Proctor Compaction test and the CBR test. Additionally, measurements of moisture content in soaked soil samples before and after the penetration test and the displacement of annular surcharge rings while penetration test, were performed. Obtained results allowed for conclusions that penetration curves diverge from the standard curve locally, therefore direct reading of the CBR values from the penetration curves may lead to its significant overstatement. There was also noticed the dependence between the water flow in the soil and the fine fraction content. The research recognized the need for pressure measurement in soil samples during the penetration test.

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Lima, Vico Mendes Pereira, Ciro Augusto de Souza Magalhães, Geraldo César de Oliveira, and José Maria de Lima. "Structural quality of soils cultivated with coffee and pasture in an environmental protection area." Revista Brasileira de Ciência do Solo 34, no. 3 (June 2010): 709–16. http://dx.doi.org/10.1590/s0100-06832010000300012.

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Studies of soils in Environmental Protection Areas (EPAs) are of great importance, because they are an essential component of ecosystems, directly interfering in environmental sustainability. The objective of this study was to evaluate the structural quality of soil cultivated with coffee and used as pasture in the Capituva's River microbasin, which is located in the Environmental Protection Area in Coqueiral, south of the state of Minas Gerais. Uniaxial compression test (preconsolidation test) and soil resistance to penetration were used. Undisturbed samples were taken from the surface layer (0-5 cm) of the soils in the area: a typic dystrophic Red Latosol (LVd - Oxisol), a typic eutrophic Red Argisol (PVe - Ultisol), and a typic dystrophic Haplic Cambisol (CXbd - Inceptisol). A significant linear positive correlation was observed between the results of the preconsolidation test and soil resistance to penetration. Load bearing capacity of soil could be estimated accordingly by means of penetration resistance for LVd, PVe, and CXbd. Cambisol - CXbd showed lower loading support capacity and resistance to penetration than LVd and PVe, due to the better crop management in this soil that resulted in higher physical quality which accounts for higher production and environmental sustainability.

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Straż, Grzegorz. "Identification of local organic soils based on cone penetration test results." Budownictwo i Architektura 13, no. 2 (June 11, 2014): 049–56. http://dx.doi.org/10.35784/bud-arch.1877.

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This paper presents the results of attempts to identify organic soils on the basis of test results performed under in situ conditions by cone penetration testing (CPT). The results of 439 selected tests were analysed which reflected the behaviour of local organic soils of organic matter ranging from 6,3 to 17,4%. Crucial to soil investigation were values measured of cone resistance (qc) and sleeve friction (fs) and the friction ratio (Rf) estimated according to those values. To identify organic soils, selected criteria were used, proposed among others by: Mayne, Marr, Bergmann, Schmertmann, Capanella and Robertson [2,5]. An analysis showed that an identification of organic soil types in terms of the present classification of standards, in view of the criteria used, is ambiguous and does not allow to identify them precisely by CPT.

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Tamošiūnas, Tadas, Gintaras Žaržojus, and Šarūnas Skuodis. "Indirect Determination of Soil Young’s Modulus in Lithuania Using Cone Penetration Test Data." Baltic Journal of Road and Bridge Engineering 17, no. 2 (June 27, 2022): 1–24. http://dx.doi.org/10.7250/bjrbe.2022-17.558.

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Simplified methods based on cone penetration test results are commonly used to determine soil deformation modulus, depending on the engineering geological and geotechnical conditions and the complexity of the computational approach. This paper reviews some empirical equations based on the results of the cone penetration test and gives recommendations for the assessment of Young’s modulus, oedometric modulus and residual modulus from the cone penetration test result, according to the Lithuanian technical requirements and other standards. Theoretical interpretations of results are presented together with practical examples for coarse and fine soils, limits of empirical equations application are explained.

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Prayitno, Deo Pratama, and Hanindya Kusuma Artati. "Analysis of Liquefaction Potential Based on The Grain Size Distribution of Soils and Cone Penetration Test (CPT) Data." MEDIA KOMUNIKASI TEKNIK SIPIL 27, no. 2 (December 30, 2021): 242–49. http://dx.doi.org/10.14710/mkts.v27i2.40276.

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Liquefaction is a failure phenomenon in the soil layer which generally occurs due to cyclic loads from earthquakes. This study was conducted to determine the potential for liquefaction based on soil grain size distribution and CPT data in the UII Hospital area in Wijirejo Village, Bantul, DIY. Based on its geographical location, the Bantul district has a high earthquake potential because it is near an opak fault and is located in a subduction zone between the Indo-Australian Plate and the Eurasian plate. Along with this, there is urgency for this research. Analysis based on the grain size distribution of the soil was evaluated using the Tsuchida curve (1970). Analysis based on CPT data was evaluated using the Seed & Idris (1971) and IM Idriss & RW Boulanger (2008) equations to obtain a soil layer safety value, which was then used to predict the level of potential liquefaction with the LPI value using the Luna & Frost (1998) equation. Based on the grain size distribution using the Tsuchida curve (1970) in Wijirejo Village, the soil layer at a depth of 1 meter is dominated by sandy soil and silt, which has liquefaction potential. Based on CPT data, all sondir points have a very high liquefaction potential with consecutive LPI values 48,405; 52,160; 57,498; and 46,942 with a potential liquefaction zone depth of 0.20 to 13.20 meters from the ground level.

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Molina Jr, Walter Francisco, Sônia Maria Stefano Piedade, and Juarez Rennó Amaral. "Penetration resistance in a latosol under different moisture and penetration speeds." Revista Ceres 60, no. 5 (October 2013): 715–21. http://dx.doi.org/10.1590/s0034-737x2013000500016.

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The soil penetration resistance has been used to represent the compaction situation and several authors have attempted to relate the cone index (CI) with the bulk density. The importance of using the CI as source of information for decisions in agricultural activities, livestock and forestry manner, has become increasingly larger, which requires more knowledge about the penetrometers and penetrographs behavior. This study aimed to verify, in controlled laboratory conditions, the influence of soil water content and cone penetration rate to obtain the cone index, when density variation occurs. The soil was compacted by compression through a universal press cylinder which was specially designed to produce the test specimens. Bulk densities were determined from samples taken from the test specimens and their moisture content. The CI values obtained were between 0.258 and 4.776 MPa, measured in 4 moistures and 7 soil densities with 3 penetration speeds. It was concluded that the determination of IC is strongly influenced by the soil moisture but the penetration speed variation, used in this study, was not sufficient to influence the IC determination. However, the decrease in soil water content may increase the sensitiveness to detect a variation in bulk density by the use of cone index.

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Xu, Xu, Fu You Zhang, and Ming Gu. "A Soil Stratifying Method Based on Piezocone Penetration Test." Applied Mechanics and Materials 353-356 (August 2013): 1031–34. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1031.

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This paper introduces the empirical method of classifying soil layers with CPTU. Pore pressure dissipation test was taken in a certain soft clay field, according to the characteristics of penetration curve and the value of static point resistance, frictional resistance, friction-resistance ratio, soil horizon was divided. According to the characteristics of the pore pressure dissipation test curve of different depth, weak interlayers was further surveyed.

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Voyiadjis, George Z., and Chung R. Song. "Determination of Hydraulic Conductivity Using Piezocone Penetration Test." International Journal of Geomechanics 3, no. 2 (December 2003): 217–24. http://dx.doi.org/10.1061/(asce)1532-3641(2003)3:2(217).

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Dean, E. T. R., and R. Mohammed. "Simplified Shockwave Analysis of the Standard Penetration Test." International Journal of Geomechanics 14, no. 6 (December 2014): 04014030. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000379.

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Fu, Yanbin, Sizhan Zhang, Guiyang Lv, and Kaihang Han. "Prediction Method for Overconsolidation Ratio of Marine SoftSoil Based on the Piezocone Penetration Tests." Advances in Civil Engineering 2019 (July 30, 2019): 1–12. http://dx.doi.org/10.1155/2019/4546324.

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Because of the strong structural and sensitive behavior, the properties of marine soft soil change greatly when subjected to external disturbances, which leads to great difficulty in reflecting its real mechanical properties in the laboratory soil tests. The piezocone penetration test (CPTU) is one of the main technologies for in situ testing of geotechnical engineering. CPTU has the advantages of being fast and convenient, no sampling, low disturbance to soil, large amount of data, and reliable testing. The determination of the overconsolidation ratio (OCR) based on the CPTU results can solve the problems of soil disturbance and stress release, which occur during the consolidation test in the laboratory. However, there are still some problems such as lack of strict theoretical analysis of penetration mechanism and incomplete interpretation theory of in situ test parameters of CPTU. In this paper, the CPTU cone head is assumed to be hemispherical considering the penetration mechanism of CPTU. Moreover, the compaction modes of the CPTU probe penetrating into soil are adopted as spherical and cylindrical cavity expansion modes, respectively. The ultimate expansion pressures of the probe penetrating into soil under the spherical and cylindrical cavity expansion modes are first obtained by virtue of the theory of cavity expansion. Then, two prediction methods for OCR considering the roughness and penetration rate of the cone are proposed by combining the ultimate expansion pressures of the probe penetrating the approximate closed solution of cavity expansion in the modified Cambridge model, which is suitable for predicting the OCR of marine soft clay. Finally, to verify the reliability of the two proposed prediction methods, comparisons with the in situ CPTU tests of marine soft clay in two coastal areas and two existing prediction methods are made. The comparison results show that predictions of OCR of marine soft clay in this paper are close to Wayne’s method and more accurate than Chanmee’s method since the factors such as cone roughness and penetration rate are considered in the new proposed prediction methods. In order to improve the applicability in different cases of the OCR predictions, the average values of the two proposed methods are recommended as the reference value for the OCR of marine soft soil.

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Ayob, Azranasmarazizi, Nor Azizi Yusoff, I. Bakar, Nur Abidah Azhar, and Ameer Nazrin Abd Aziz. "Shearing Rate Effects on Research Centre for Soft Soils (Recess) Clay Using Cone Penetration Test (CPT)." Applied Mechanics and Materials 773-774 (July 2015): 1555–59. http://dx.doi.org/10.4028/www.scientific.net/amm.773-774.1555.

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A wide range of industrial applications, on land and offshore, require the solution of time domain problems and an associated understanding of rate effects in clay soils. In recent decades many researchers have examined the correlation between shear strength of soils and variation of shear strain rate and it is generally accepted that the strength increases by 1-5% for each order of magnitude increase in shear strain rate. This paper discusses the effects of penetration rate on the penetration resistance (qc) by using cone penetration test (CPT) test setup. The research had been conducted at RECESS and cone penetration test were used in three selected range of rate which were 0.5 cm/s, 1cm/s and 5cm/s. In addition, Mackintosh probe testhad been considered as comparison with CPT test for the unconfined compressive strength. The result shows different penetration rate influenced the soil shear strength. For the slowest rate (0.5 cm/s), the shear strength was approximately 0.15% less compared to the standard rate (2 cm/s). However, for the highest rate (5 cm/s), the shear strength was 0.22% more than the reference rate (0.5 cm/s). In conclusion, it is suggested that the RECESS clay soil influenced by the rate effect and in agreement with previous research findings.

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Pang, Jing, Xiaojun Lin, Xuwun Zhang, Jiangtao Ji, and Lingxin Geng. "Modelling and analysis of penetration resistance of probes in cultivated soils." PLOS ONE 18, no. 1 (January 17, 2023): e0280525. http://dx.doi.org/10.1371/journal.pone.0280525.

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At present, the measurement of tillage depth is mainly based on manual measurement, but the manual raking method results in low measurement accuracy and high labor intensity. Due to the complexity of soil, theoretical research on tillage depth is relatively scarce. In order to provide a new research direction and research idea for soil stratification, topsoil was taken as the research object of this paper. The correlation between penetration resistance and penetration depth of a probe in a cultivated soil was studied, and a mathematical model was established. There is a certain similarity between the process of spherical cavity expansion and the process of probe penetration, so we introduced the theory of spherical cavity expansion into the modeling of penetration resistance of the cultivated soil. In this paper, the spherical cavity expansion theory of unsaturated soil was used as the basis for solving the penetration resistance. And the unified strength criterion was employed as a yield condition of the soil to set a stress solution and a displacement solutionin into of the probe penetrating into the elasto-plastic zone of the cultivated soil to determine the model of expansion force. We have carried out indoor tests to revise the expansion force model. Firstly, according to the range of soil density and water content in the field, the soil densities were classified into 1.1×103kg/m3, 1.2×103kg/m3 and 1.3×103kg/m3, and the water contents were divided into 10%, 15% and 20%. In addition, the orthogonal tests were performed at different levels. The soil was put into the barrel, and the probe was inserted into the soil in the barrel at the speed of 8mm/s to determine the test values of the change of the probe penetration resistance with depth. Finally, the expansion force model was fitted with the results of the indoor test, and coefficient B was introduced to express the influence degree of density and water content on the resistance. Coefficient B was substituted into the expansion force model to obtain the penetration resistance model of the cultivated soil. Through the goodness of fit analysis of the penetration resistance model, the results show that the overall average goodness of fit of the penetration resistance modelat was up to 0.871 at different water contents and densities, which was a good fit and could present novel insights into the study relating to soil stratification theory.

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Robertson, P. K. "Cone penetration test (CPT)-based soil behaviour type (SBT) classification system — an update." Canadian Geotechnical Journal 53, no. 12 (December 2016): 1910–27. http://dx.doi.org/10.1139/cgj-2016-0044.

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A soil classification system is used to group soils according to shared qualities or characteristics based on simple cost-effective tests. The most common soil classification systems used in geotechnical engineering are based on physical (textural) characteristics such as grain size and plasticity. Ideally, geotechnical engineers would also like to classify soils based on behaviour characteristics that have a strong link to fundamental in situ behaviour. However, existing textural-based classification systems have a weak link to in situ behaviour, since they are measured on disturbed and remolded samples. The cone penetration test (CPT) has been gaining in popularity for site investigations due to the cost-effective, rapid, continuous, and reliable measurements. The most common CPT-based classification systems are based on behaviour characteristics and are often referred to as a soil behaviour type (SBT) classification. However, some confusion exists, since most CPT-based SBT classification systems use textural-based descriptions, such as sand and clay. This paper presents an update of popular CPT-based SBT classification systems to use behaviour-based descriptions. The update includes a method to identify the existence of microstructure in soils, and examples are used to illustrate the advantages and limitations of such a system.

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Kučová, E., and M. Kuvik. "Evaluation of the mechanical properties of fluvial coarsegrained soils from dynamic penetration test." IOP Conference Series: Materials Science and Engineering 1209, no. 1 (December 1, 2021): 012081. http://dx.doi.org/10.1088/1757-899x/1209/1/012081.

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Abstract Soil and rock properties are essential inputs for the design of geotechnical structures. But unlike man-made materials, the determination of the characteristic value is not simple, mostly because of the large space variability of the soils and rocks. In many cases, the large spatial variability makes it difficult to collect sufficient ground samples for further laboratory testing so that many tests are performed directly in the field. In Slovakia, the dynamic penetration test (DP) is, among others, a quite popular field test for soil investigation. From the measured data, it is possible to derive relative density (ID) shear (φ ef) and deformation (E def) parameters of coarse-grained soils. There are many available correlations between the DP results and geotechnical parameters. Therefore, it is necessary to choose the most appropriate one as it considerably affects the final evaluation. This paper shows the assessment of geotechnical parameters of coarse-grained fluvial soil from the DP results and presents the statistical determination of its characteristic values, which are furthermore compared with the nominal values used in Slovakia.

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Basari, Ender, and Gurkan Ozden. "Effects of grain shape on the standard penetration test and particle packing." Acta Geotechnica Slovenica 17, no. 2 (2020): 65–75. http://dx.doi.org/10.18690/actageotechslov.17.2.65-75.2020.

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Coarse soils can contain flaky grains in addition to rounded or angular grains, along with a varying fines content. Depending on the regional geology, however, the mica grain content can be remarkable, reaching 30 % or higher. Therefore, it is reasonable to expect that mica grains would affect the soil behaviour. In this study, soils of a delta deposit that are known to involve mica grains were examined. The river sand was considered as the host material and the mica grain contents were determined by means of the flotation technique. A correlation between the mica content as found using the flotation technique and XRD count numbers obtained using an X-ray diffraction test method for each soil sample was established. The standard penetration test (SPT) blow counts from various boreholes were interpreted from the mica content’s influence point of view. The results showed that the mica grains would reduce the SPT resistance at certain fines-content, host-sand, mica-grain combinations. The reduction in the SPT resistance as a result of the presence of mica grains might reach eight units at depths close to the ground surface. This influence is expressed by means of a dimensionless parameter (MCef); however, it diminished with an increasing effective stress and fines content. The findings of the present study show that the influence of particle shape on the overall soil behaviour deserves further study.

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Steward, F. R., S. Peter, and J. B. Richon. "A method for predicting the depth of lethal heat penetration into mineral soils exposed to fires of various intensities." Canadian Journal of Forest Research 20, no. 7 (July 1, 1990): 919–26. http://dx.doi.org/10.1139/x90-124.

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A method is presented for the prediction of the depth of lethal heat penetration into mineral soils beneath a spreading fire. The information required for this prediction is the total amount of heat transferred to the soil by the fire, the time the fire heats the soil, the physical properties of the soil, and the Newtonian cooling coefficient at the soil surface. The depth of lethal heat penetration can be determined from a diagram using dimensionless parameters. The predicted values are compared with measured values from a number of test fires conducted in our laboratory.

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Plewes, Howard D., V. Sitham Pillai, Michael R. Morgan, and Brian L. Kilpatrick. "In situ sampling, density measurements, and testing of foundation soils at Duncan Dam." Canadian Geotechnical Journal 31, no. 6 (December 1, 1994): 927–38. http://dx.doi.org/10.1139/t94-108.

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As part of the B.C. Hydro Dam Safety Review of Duncan Dam, a comprehensive two-phased program of field and laboratory investigations was carried out between 1988 and 1992 to evaluate the potential for liquefaction of the foundation soils during an earthquake. The initial screening level phase 1 field investigations comprised basic soil sampling, standard penetration tests, and cone penetration tests to determine the spatial distribution of the foundation soils beneath the dam and to characterize the basic engineering properties of the soil units. A screening study using Seed's liquefaction assessment method indicated that soil unit 3c consisting of uniform fine-grained sand would be susceptible to liquefaction. The phase 2 investigations consisted of detailed and careful soil sampling to obtain high-quality in situ samples of the unit 3c sand for laboratory triaxial and simple shear tests. Samples were obtained using a conventional fixed piston sampler and a specially modified Christensen double core barrel sampler. The samples were frozen to minimize sample disturbance during handling and transport. Ground freezing was also conducted using liquid nitrogen, and the frozen soil was sampled using a CRREL core barrel. Borehole density logging was performed to assess the quality and level of disturbance of the soil samples. This paper discusses the procedures and results of the phases 1 and 2 field investigations. Key words : standard penetration test, cone penetration test, geophysical logging, energy calibration, soil sampling, freezing.

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Abu-Farsakh, Murad, Mehmet Tumay, and George Voyiadjis. "Numerical Parametric Study of Piezocone Penetration Test in Clays." International Journal of Geomechanics 3, no. 2 (December 2003): 170–81. http://dx.doi.org/10.1061/(asce)1532-3641(2003)3:2(170).

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Wang, Yonghong, Xueying Liu, Mingyi Zhang, Songkui Sang, and Xiaoyu Bai. "Test and Study of Pipe Pile Penetration in Cohesive Soil Using FBG Sensing Technology." Sensors 20, no. 7 (March 30, 2020): 1934. http://dx.doi.org/10.3390/s20071934.

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In order to examine the applicability of Fiber Bragg Grating (FBG) sensing technology in the static penetration of pipe piles, static penetration tests in clay were conducted using double-wall open and closed model pipe piles. The strain was measured using FBG sensors, and the plug height was measured using a cable displacement sensor. Using one open pile and two closed piles, the difference in pipe pile penetration was compared and analyzed. Based on FBG sensing technology and the strain data, the penetration characteristics of the pipe pile, such as axial force, lateral friction, and driving resistance were examined. Results showed that FBG sensing technology has superior testing performance for the pipe pile penetration process, can accurately reflect the strain time history of pipe piles, and can clearly reflect the penetration process of pipe piles with increasing penetration depth. In addition, the variation law of the characteristics of the jacked pile pile–soil interface was obtained. This test has significance for model tests and the engineering design of pipe piles.

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Johan, Albert, Paulus Pramono Rahardjo, and Budijanto Widjaja. "Evaluating Liquefaction Phenomenon Of Silty Sand Using Piezocone Penetration Test (CPTu)." UKaRsT 6, no. 1 (April 30, 2022): 1. http://dx.doi.org/10.30737/ukarst.v6i1.2118.

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Most investigations into liquefaction have focused on clean sandy soils, with time, evidence has grown that liquefaction is often associated with silty sand material. Sibalaya Village, which suffered the greatest damage from the Palu-Donggala earthquake, is dominated by silty sand material. Related to this issue, an experimental study is conducted in the laboratory to understand the behavior of excess pore pressure and the strength of the saturated silty sand under dynamic loading. The experimental study uses several sets of testing apparatus such as a shake table, chamber, and CPTu. The shake table provides a dynamic load for the soil sample. The chamber allows the field environment to be duplicated in the laboratory. The CPTu measures excess pore pressure and strength of the soil sample. The test results show that liquefaction can occur in silty sand material. However, the fine-grain particles cannot generate the overall pore water pressure in which the pore water pressure ratio can only reach 93% of the initial effective vertical stress. Liquefaction also generates increased pore water pressure and a decrease in soil strength. The increase of dynamic load will result in a shorter liquefaction starting time, and fine content strongly influences the pore water pressure behavior, especially on the rate of pore water pressure dissipation after liquefaction occurs. Therefore, based on this research, it is known that silty sand material can experience liquefaction and can have a longer liquefaction period due to its lower permeability.

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Lakusic, Stjepan. "Application of cone penetration test (CPT) results for soil classification." Journal of the Croatian Association of Civil Engineers 69, no. 01 (January 2017): 11–20. http://dx.doi.org/10.14256/jce.1574.2016.

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38

Bosscher, Peter J., and Dale R. Showers. "Effect of Soil Type on Standard Penetration Test Input Energy." Journal of Geotechnical Engineering 113, no. 4 (April 1987): 385–89. http://dx.doi.org/10.1061/(asce)0733-9410(1987)113:4(385).

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39

Jha, Sanjay K., and Kiichi Suzuki. "Reliability analysis of soil liquefaction based on standard penetration test." Computers and Geotechnics 36, no. 4 (May 2009): 589–96. http://dx.doi.org/10.1016/j.compgeo.2008.10.004.

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40

Mantaras, F. M., E. Odebrecht, and F. Schnaid. "Using piezocone dissipation test to estimate the undrained shear strength in cohesive soil." Canadian Geotechnical Journal 52, no. 3 (March 2015): 318–25. http://dx.doi.org/10.1139/cgj-2014-0176.

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This paper describes a method developed to link the measured piezocone dissipation excess pore-water pressure (Δu) to the soil undrained shear strength (su). In cohesive soils, both Δu and su are dependent on the same variables (compressibility, stress state, stress history), which allows them to be related by the theoretical cavity expansion – critical state framework. A mathematical derivation is presented to demonstrate that the ratio of normalized maximum excess pore pressure and the normalized undrained shear strength fluctuates around a mean value, being affected by soil strength and compressibility and independent of stress history. The predicted su values obtained from the proposed approach are calibrated against field vane shear strength in both normally consolidated (monotonic dissipation tests) and overconsolidated soils (dilatory dissipation tests). Reported results are consistent and encourage the use of the method in engineering practice. On a routine basis, su estimated from pore pressure can be compared with values predicted from penetration resistance, adding desired redundancy for purposes of error detection when interpreting cone penetration testing with pore pressure measurement (CPTU) data.

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Zhang, Aiqing, Jinyun Li, and Youheng Zhang. "Method for Determining Critical Slip Surface of Cohesive Soil Slope Based on the Principle of Simple Penetration Test." Advances in Civil Engineering 2021 (September 20, 2021): 1–7. http://dx.doi.org/10.1155/2021/2407151.

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In order to propose a new method for determining the critical slip surface of the cohesive soil slope, the relational expression between the number of simple penetration and slope bearing capacity is established on the basis of studying the principle of the simple penetration test with reference to the research result concerning the number of standard penetration and bearing capacity of foundation soil. The measuring points are arranged at the slope of a certain road slope according to the actual conditions, to measure the number of simple penetration, calculate the slope bearing capacity at different depths with the relational expression, draw the curve of slope bearing capacity changing with the depth, search the points of abrupt change in slope bearing capacity to get the arc curve of abrupt change points, and then determine the critical slip surface of slope. The test results are compared with the results calculated by the finite element method (FEM) and theoretical method, to verify the feasibility and rationality of the simple penetration method. The research results show that the simple penetration method is applicable to and capable of quick and accurate determination of critical slip surface of the cohesive soil slope, thus providing a new method for analyzing the slope stability of cohesive soil.

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Sari, Undayani Cita, Nur Fithriani Fatma Cholida, Moh Nur Sholeh, and M. Mirza Pratama. "SHALLOW FOUNDATION BEARING CAPACITY ANALYSIS BASED ON CONE PENETRATION TEST." Jurnal Teknik Sipil 18, no. 1 (April 1, 2022): 01–12. http://dx.doi.org/10.28932/jts.v18i1.3760.

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In the simple buildings, shallow foundations can be used to support the construction above them. This shallow foundation has various types, including the type of footplate which can be calculated using the Terzaghi equation. In the Terzaghi equation, it requires dimension parameters of the footing and soil material parameters such as cohesion and soil volume weight which requires laboratory testing to obtain it. Meanwhile, Schmertmann provides an equation to obtain the Terzaghi bearing capacity factor in the form of Nq and Nγ by using the Cone Penetration Test (CPT). This bearing capacity factor value can be used to calculate the bearing capacity using the Terzaghi Equation. In addition, Schmertmann also provides an equation to directly calculate the bearing capacity value based on CPT data. Based on this problem, this study analyzes the bearing capacity of various footplate dimensions using the Schmertmann approach. The study took place in the Argoboga, Salatiga which the type of soil based on the CPT test value generally is sandy soil. The results show that the bearing capacity calculated by the Nq correlation method is greater than the Nγ correlation method and the direct correlation method. In addition, the greater the difference between the dimensions and the depth of the foundation, the greater the deviation of the bearing capacity results between each method.

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(Fear) Wride, C. E., P. K. Robertson, K. W. Biggar, R. G. Campanella, B. A. Hofmann, J. MO Hughes, A. Küpper, and D. J. Woeller. "Interpretation of in situ test results from the CANLEX sites." Canadian Geotechnical Journal 37, no. 3 (June 1, 2000): 505–29. http://dx.doi.org/10.1139/t00-044.

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One of the primary objectives of the Canadian Liquefaction Experiment (CANLEX) project was to evaluate in situ testing techniques and existing interpretation methods as part of the overall goal to focus and coordinate Canadian geotechnical expertise on the topic of soil liquefaction. Six sites were selected by the CANLEX project in an attempt to characterize various deposits of loose sandy soil. The sites consisted of a variety of soil deposits, including hydraulically placed sand deposits associated with the oil sands industry, natural sand deposits in the Fraser River Delta, and hydraulically placed sand deposits associated with the hard-rock mining industry. At each site, a target zone was selected and various in situ tests were performed. These included standard penetration tests, cone penetration tests, seismic downhole cone penetration tests (giving shear wave velocity measurements), geophysical (gamma-gamma) logging, and pressuremeter testing. This paper describes the techniques used in the in situ testing program at each site and presents a summary and interpretation of the results.Key words: CANLEX, in situ testing, shear wave velocity, geophysical logging, pressuremeter.

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Shan, Shihan, Xiangjun Pei, and Weiwei Zhan. "Estimating Deformation Modulus and Bearing Capacity of Deep Soils from Dynamic Penetration Test." Advances in Civil Engineering 2021 (July 14, 2021): 1–13. http://dx.doi.org/10.1155/2021/1082050.

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The dynamic penetration test (DPT) and the Menard pressuremeter test (PMT) have been widely used in geotechnical survey of deep soils for megadam foundations in western China. The DPT measures are not well utilized due to the lack of correction factors and of empirical relationships for deep soils. This study investigates the relationships between the corrected DPT blow counts ( N 120 ′ ), pressuremeter modulus (EPMT), limit pressure (pL), deformation modulus (E0), and bearing capacity (fak) derived from the PMT results. Meanwhile, a nonlinear regression model is developed to predict the DPT correction factor (a) based on the raw DPT blow counts (N120) and the rod length (L) by integrating the available correction factors for shallow gravelly soils suggested by the code provisions and the deep soil data in this work. It is concluded that the proposed DPT correction factors match well with the code suggestions and the new compiled dataset, and the corrected DPT blow counts can be used to reasonably predict the engineering properties of deep sand and clay soils. Although the proposed correlations need to be tested among different soil types and regions, the results shed the light on in situ geotechnical tests and data utilization for deep and thick overburden.

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Shan, Mei, Bin Yang, Ping Wu, and Si Hao Mo. "The Influence Factors Analysis on Heavy Cone Dynamic Penetration Test Method to Geotechnical Exploration in Gravel Soils." Advanced Materials Research 671-674 (March 2013): 315–22. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.315.

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The cone dynamic penetration test is a kind of test method, which has the features of simple device, easy operation, great adaptability, high efficiency and it also is a continuous in-situ test method. But in the common geotechnical exploration activities, we found that bearing capacity of foundation is always larger than the measured value, by analysis to the blow count of cone dynamic penetration in the standard table. This article set the gravel soil geotechnical exploration of Guangxi province’s city planning exhibition center of China as the example, to start with the theory of cone dynamic penetration, and analysis the reason why there are the abnormal value in the dynamic penetration, furthermore, provide the relative error correction models for it. Finally, establish the rational relationship between dynamic penetration results and foundation soil mechanical parameters.

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Angelov, Lyubomir, and Tanya Vasileva. "Interpretation of CPTu and SPT data about sandy soils in the Plovdiv region." Review of the Bulgarian Geological Society 83, no. 3 (December 2022): 235–38. http://dx.doi.org/10.52215/rev.bgs.2022.83.3.235.

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CPTu (Piezocone Penetration Test) and Penetration tests – SPT (Standard Penetration Test) are the most used in situ tests in order to map a soil stratigraphy and determine the geotechnical parameters of construction soils. A comparison has been made between the relative density values obtained on the basis of the two types of field trials. The soils examined are classified according to well-established classification diagrams. The sandy soils are described in the range of dense to very dense. They have good strength and deformation characteristics – with a high friction angle and high Young’s modulus but the presence of a high level of groundwater is a prerequisite for their liquefaction under dynamic impacts.

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Haldar, Sumanta, and G. L. Sivakumar Babu. "Reliability measures for pile foundations based on cone penetration test data." Canadian Geotechnical Journal 45, no. 12 (December 2008): 1699–714. http://dx.doi.org/10.1139/t08-082.

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The in situ behaviour of pile foundations is considerably influenced by variability in soil properties. Cone penetration (CPT) data are often used to determine the pile ultimate capacity. A wider range of values of the ultimate capacity are predicted when different CPT-based methods are used, as compared to using pile load test results. The present study considers inherent soil variability, measurement, and transformation variability. The undrained shear strength obtained from CPT data is considered to be a random variable. An approach to obtain load–settlement curves and the associated statistics from CPT data is suggested. Component reliability indices, based on ultimate limit state (ULS) and serviceability limit state (SLS) criteria, and system reliability indices combining ULS and SLS are evaluated. The variability in the pile–soil interface parameters and pile ultimate capacity is quantified in a Monte Carlo framework using the measured data. The effects of variability, scale of fluctuation, and limiting serviceability settlement on the reliability of pile foundations are also examined. A geotechnical database from the Konaseema site in India is utilized as an example. It is shown that the reliability based design of pile foundations considering spatial variability of soil, along with the variables associated with pile–soil interface properties, enables a rational choice of design loads.

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Llano-Serna, M. A., M. M. Farias, D. M. Pedroso, David J. Williams, and D. Sheng. "Simulations of Fall Cone Test in Soil Mechanics Using the Material Point Method." Applied Mechanics and Materials 846 (July 2016): 336–41. http://dx.doi.org/10.4028/www.scientific.net/amm.846.336.

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The material point method is a particle-based method that uses a double Lagrangian-Eulerian discretisation. This approach has proved its functionality for the simulation of large deformation problems. Such problems are frequent in geotechnical engineering, more specifically those related to penetration during pile driving and conventional in situ tests such as the Cone Penetration Test. The shallow laboratory fall cone test is considered in this paper. This test is widely used for the determination of the liquid limit of clays, but it is also used to study the relationship between penetration (h) and the undrained shear strength of clays (su). Simulations are verified against laboratory vane shear tests and fall cone tests performed on samples of kaolin clay at different moisture contents. Calibrations using a simple penetration-strength (h-su) model are made based on a single coefficient named the cone factor (K). The numerical results closely match both the experimental data and analytical solutions available in the literature.

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Hatta, Khairul Anwar, and Syed Baharom Azahar Syed Osman. "Correlation of Electrical Resistivity and SPT-N Value from Standard Penetration Test (SPT) of Sandy Soil." Applied Mechanics and Materials 785 (August 2015): 702–6. http://dx.doi.org/10.4028/www.scientific.net/amm.785.702.

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In general practice, soil investigation (SI) incorporating bore hole sampling produced the most reliable value of the relevant soil parameters for the purpose of actual calculation on factor of safety (FOS) in slopes even tough time consuming and very expensive. Assessments of slope stability using electrical parameters have least been research by many scholars due to non-destructive and very sensitive and it is attractive tool for describing the subsurface properties of the slope without disturbing the physical characteristic of the soil. The method has been applied in various contexts like groundwater exploration, agronomical management by identifying areas of excessive or soil horizon thickness and bedrock depth. This paper investigates the relationship between electrical resistivity and SPT-N values of sandy soils. The research work consists of field resistivity surveys, soil boring and soil characterization tests. Field survey included 1D vertical electrical sounding (VES) and SPT method in obtaining SPT-N value. The test being conducted on 3 different areas and 11 sandy soil sample with electrical, physical soil characterization data which being used for least-squares regression method. In this part of the study, correlations of electrical resistivity with SPT values of soil were assessed. The findings showed good correlation between the resistivity and soil properties. The obtained results demonstrate the possibility usage of electrical resistivity survey as an alternative to standard penetration test SPT is possible.

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Wei, Lei, Murad Y. Abu-Farsakh, and Mehmet T. Tumay. "Finite-Element Analysis of Inclined Piezocone Penetration Test in Clays." International Journal of Geomechanics 5, no. 3 (September 2005): 167–78. http://dx.doi.org/10.1061/(asce)1532-3641(2005)5:3(167).

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Journal articles on the topic 'Soil penetration test'

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