CPT Parameters of Loess Subsoil in Lublin Area

Nepelski, Krzysztof; Lal, Agnieszka

doi:10.3390/app11136020

Cited by 5 publications

(7 citation statements)

References 16 publications

(22 reference statements)

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“…An important issue in the case of loess soils is a large variation in stiffness, with relative macroscopic uniformity. Typical loess in the Lublin region is usually in the unsaturated state and solid state (I L <0), while CPT studies indicate that cone resistance q c for loess with I L <0 ranges widely from 4 to 12 MPa, and constrained moduli from dilatometric tests M DMT from 20 to 90 MPa [20,21]. Such a wide range of values indicates a strong differentiation of the loess subsoil and the need to identify geotechnical layers not only in terms of I L , but also, and even above all, in terms of cone resistance q c .…”

Section: Methodology For Creating Geotechnical Models Of Loess Subsoilmentioning

confidence: 99%

“…Geotechnical parameters should not be determined based on correlation with liquidity index I L ; much better consistency of results is achieved with correlations with cone resistance q c . Numerous studies of the author [10,21] have allowed him to derive correlations for constrained moduli M CPT in relation to M DMT moduli, which provide reliable data in the analysis of soil settlement, as well as of simplified determination of shear modulus G 0 . About pressuremeter tests, initial correlations were also derived between cone resistance, pressuremeter modulus E M , and limit stresses p L .…”

Section: Assessment Of Suitability Of Loess Soils For Foundation Set-...mentioning

confidence: 99%

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Geotechnical Interpretation of the Geological Structure of Loess Covers in Lublin Region

Nepelski

2023

Architecture, Civil Engineering, Environment

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The characteristic feature of the geological structure in the Lublin Region is loess covers, which at the same time constitute the main subsoil for setting building structures. Geological structure is the basis for developing a geotechnical model of the subsoil, which may be identical to the geological model. However, these two types of models in many cases should differ, because the geotechnical model is developed depending on the type of structure, its dimensions, the method and depth of the foundation, and the loads transferred. Identifying geological layers only on the basis of lithology and subsoil state leads to significant and excessive simplification, especially when these layers occur at different depths. Soil stiffness and its bearing capacity depend not only on the state, i.e. wetness but also on several other factors which are difficult to identify based on a superficial macroscopic assessment, even with the verification of individual samples with laboratory tests. A good foundation for the geotechnical assessment of the subsoil is provided by in situ tests such as CPTU and DMT, which allow for a statistical evaluation of parameters. The work presents the methodology for creating a geotechnical model of the loess subsoil based on in situ tests.

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Section: Methodology For Creating Geotechnical Models Of Loess Subsoilmentioning

confidence: 99%

Section: Assessment Of Suitability Of Loess Soils For Foundation Set-...mentioning

confidence: 99%

Geotechnical Interpretation of the Geological Structure of Loess Covers in Lublin Region

Nepelski

2023

Architecture, Civil Engineering, Environment

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“…Cone resistances qc ranged from 0.6 to 7.7 MPa (95% of the results). With reference to the distribution of these values registered in the Lublin area [28] (Fig. 9), which is comparable to the loess of the Nałęczów Plateau, the soils investigated were located in its lower part.…”

Section: Fig 8 Grain Size Distribution Bh10 Bh25 Bh35mentioning

confidence: 96%

Liquidity index of the Lublin loess as a function of cone resistance qc from CPTU test

Nepelski,

Lal,

Krzysiak

et al. 2024

Preprint

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The paper presents the results of the calibration of an interpretive formula for the determination of IL based on cone resistance qc for loess soils of eolian facies. The studies were carried out on characteristic soils that occur in the Lublin region. For this purpose, three CPTU static soundings were selected in which a representative soil profile with a total length of 21 m was extracted. Boreholes were then drilled in close vicinity, at distances ranging within 1.0 m, and samples for laboratory testing were collected at intervals of 0.25 m. A total of 86 samples were tested and the liquidity index of each was determined. The IL values specified in the laboratory examinations were paired with the cone resistances qc averaged over the depth range corresponding to the sampling. The qc- IL distribution was then analysed and a formula correlating both parameters was derived. The cone resistance depends not only on water content but also on a number of other factors, including porosity, overconsolidation ratio, cementation, fraction distribution, degree of saturation, grain shape and alignment. Therefore, the estimation of IL from CPTU tests should be regarded as an approximation, while an accurate identification of the subsoil requires further investigations. Nevertheless, such information provides valuable knowledge in the initial stages of subsoil recognition, e.g. during design work.

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“…The location of the sampling point is shown in Figure 1. The loess used for the test (denoted as Si) represents a formation of aeolian facies [38]. According to the Unified Soil Classification System (ASTM (2011) D2487), the soil is classified as a low plasticity silty clay (SC-SM) occurring in the subsoil in a solid state, with the grain size and physical properties shown in Table 1.…”

Section: Raw Materialsmentioning

confidence: 99%

Efficiency comparison of mixture formulations in the stabilisation/solidification of the loess silt contaminated with zinc in terms of mechanical properties

2023

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The effectiveness of various types of binders in stabilizing/solidifying (S/S) contaminated soils is strongly dependent on the type of soil and contaminants present. The literature abounds with studies of stabilisation/solidification of clayey soils, which provides a background for initial assumptions in design of the method application for contamination of this type of soil. However, studies on the stabilisation/solidification of loess silt contaminated with heavy metals are not available. Filling this deficiency is important in order to ensure the rapid adoption of the most effective remedies in case of contamination and their immediate implementation in the subsoil. This paper has enabled the determination of the most effective mixture among the examined for the remediation of loess silt contaminated with zinc in terms of compressive strength. Strengths were determined with the implementation of 30% Portland cement (2.63 MPa), 30% of fly ash-cement mixture (2.21 MPa), an incinerated sewage sludge ash-cement mixture (0.93 MPa) and mixtures in which cement was replaced by an MgO activator (0.18 MPa for fly ash and 0.63 MPa for incinerated sewage sludge ash). In addition, the determination of strength was carried out for samples containing a mixture of fly ash, activator and cement (0.26 MPa) and incinerated sewage sludge ash, activator and cement (0.26 MPa), with weight ratios of 5:4:1 respectively. In summary, fly ash and cement in a 2:1 ratio can be considered the most effective binding mix in terms of unconfined compressive strength increase.

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CPT Parameters of Loess Subsoil in Lublin Area

Cited by 5 publications

References 16 publications

Geotechnical Interpretation of the Geological Structure of Loess Covers in Lublin Region

Geotechnical Interpretation of the Geological Structure of Loess Covers in Lublin Region

Liquidity index of the Lublin loess as a function of cone resistance qc from CPTU test

Efficiency comparison of mixture formulations in the stabilisation/solidification of the loess silt contaminated with zinc in terms of mechanical properties

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